Russian Metro Standard (SNIP)

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SYSTEM OF REGULATORY DOCUMENTS IN CONSTRUCTION

SUMMARY OF REGULATIONS

ON ENGINEERING AND CONSTRUCTION

UNDERGROUND RAILROADS

SP 32-105-2004

STATE COMMITTEE OF THE RUSSIAN FEDERATION

FOR CONSTRUCTION AND THE HOUSING AND UTILITIES COMPLEX

(GOSSTROY OF RUSSIA)

Moscow

2004

INTRODUCTION

1. ELABORATED BY «Metrogiprotrans» OJSC, «Russian Tunnel Association» All-Russian Public Organization,

Scientific-and-research center of tunnels and Underground Railroads, «Scientific-and-research institute of transport construction» OJSC, Sent-Petersburg branch of Federal State Unitary Enterprise «All-Russian Scientific-and-research institute of fire prevention» of Ministry of Emergency Situations of Russia, Independent Non-commercial Organization «Investments in Construction of Underground Railroads» (Investstroymetro), «Underground Railroad Tunnel Geodesy» (Metrotonnelgeodeziya) OJSC, State Unitary Enterprise «Scientific-and-research and Design Institute of the Moscow General Layout», State Sanitary-and-epidemiological supervision center on the Moscow Underground Railroad, Management of the constructed Underground Railroad of the State Unitary Enterprise «Moscow Underground Railroad», State Unitary Enterprise «Scientific-and-research, project designing and technological institute of concrete and reinforced concrete», OJSC «VIZBAS» (Russian abbreviation of Dewatering, Injection, Freezing, Drilling, Anchors, Piles), OJSC «Moscow Underground Railroad Construction», OJSC «Special design-and-technological bureau «Construction of tunnels and Underground Railroads»», CJSC «Engineering geology of historical territories», Federal State Unitary Enterprise «All-Russian Scientific-and-research Institute of Railroad Transport» of the Traffic Ministry of Russia, State Unitary Enterprise «Moscow Scientific-and-research and design institute of typology and experimental engineering» and a number of specialists.

COORDINATED WITH: Federal Mining and Industrial Inspectorate of Russia (letter 08-УГР/355 dated 04.06.2003 year), State Energy Supervision, Licensing and Energy Effectiveness Department under the Ministry of Energy of Russia, (letter 32-01-10/67 dated 28.05.2003 year), General Administration of State Fire Protection Services under the Ministry of Emergency Situations of Russia (letter 18/4/1561 dated 10.06.2003 year), Chief State Medical Officer on the railroad transport – deputy chief state medical office of the Russian Federation (letter ЦУВСС-8-15 dated 30.05.2003 year);

INSERTED BY: Administration of technical rate setting, standardization, and certification in the construction and the housing and utilities complex of Gosstroy of Russia;

2. APPROVED for application by the letter of Gosstroy of Russia ЛБ-1912/9 dated 23.03.2004 year;

3. INSTEAD OF «Handbook on the designing of Underground Railroads», approved by the «Transport Construction» Corporation 26.06.92 year, МО-120.

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CONTENTS

Introduction ................................................................................................................................ 6 1. Application area ...................................................................................................................... 7 2. Regulatory references, terms, definitions, and abbreviations ................................................. 7 3. General provisions .................................................................................................................. 7 4. Engineering researches .......................................................................................................... 8

4.1. Engineering-geological researches .................................................................................. 8 4.2. Engineering-geodesical researches ................................................................................. 11 4.3. Engineering-ecological researches .................................................................................. 14

5. Engineering ............................................................................................................................ 17 5.1. Traffic and carrying capacity .......................................................................................... 17 5.2. Plan and longitudinal profile ........................................................................................... 17 5.3. Stations ............................................................................................................................ 20 5.4. Main line and connecting tunnels, near-tunnel facilities ................................................. 25 5.5. Urban infrastructure objects ............................................................................................ 26 5.6. Construction structures .................................................................................................... 26

5.6.1. Enclosing structures .................................................................................................. 26 5.6.2. Materials ................................................................................................................... 27 5.6.3. Linings, water-proofing and anticorrosion protection .............................................. 28 5.6.4. Loads and effects ...................................................................................................... 31 5.6.5. Calculation of structures of the underground facilities ............................................. 37

5.7. Track and contact rail ...................................................................................................... 40 5.7.1. Track ......................................................................................................................... 40 5.7.2. Contact rail ................................................................................................................ 44

5.8. Ventilation, heat supply, heating, compressed air ........................................................... 46 5.8.1. Ventilation ................................................................................................................ 46 5.8.2. Heat supply ............................................................................................................... 56 5.8.3. Heating ...................................................................................................................... 56 5.8.4. Compressed air ......................................................................................................... 57

5.9. Water supply, drainage, sewerage ................................................................................... 57 5.9.1. Water supply ............................................................................................................. 57 5.9.2. Drainage .................................................................................................................... 59 5.9.3. Sewerage ................................................................................................................... 61 5.9.4. Pipelines .................................................................................................................... 62

5.10. Electric power supply .................................................................................................... 62 5.10.1. Electrical calculations. Grounding .......................................................................... 62 5.10.2. Substations .............................................................................................................. 64 5.10.3. Traction network ..................................................................................................... 65 5.10.4. Electromechanical installations .............................................................................. 68 5.10.5. Lighting ................................................................................................................... 69 5.10.6. Cable network ......................................................................................................... 72

5.11. Electrical installations control ....................................................................................... 74 5.12. Train traffic control ....................................................................................................... 76 5.13. Communication ............................................................................................................. 80 5.14. Location of operation personnel .................................................................................... 84 5.15. Electric depot................................................................................................................. 84

5.15.1. Buildings and structures .......................................................................................... 84 5.15.2. Track and contact rail ............................................................................................. 87 5.15.3. Electric power supply ............................................................................................. 90 5.15.4. Train traffic control ................................................................................................. 92 5.15.5. Communication ....................................................................................................... 92

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5.16. Fire safety ...................................................................................................................... 94 5.16.1. Construction structures and materials ..................................................................... 94 5.16.2. Categories of premises and facilities on the explosion and fire hazard .................. 94 5.16.3. Water supply ........................................................................................................... 95 5.16.4. Automated fire detection and extinguishing installations, fire alarm and evacuation control facilities ................................................................................................ 96 5.16.5. Ventilation and smoke protection ........................................................................ 98 5.16.6. Evacuation of people ........................................................................................... 101 5.16.7. Electric power supply and control ....................................................................... 102

5.17. Sanitary and hygiene .................................................................................................. 102 5.17.1. General provisions ............................................................................................... 102 5.17.2. Underground Railroad lines ................................................................................. 103 5.17.3. Electric depot, administrative and production buildings ..................................... 104 5.17.4. Radiation safety ................................................................................................... 105

5.18. Environmental protection ........................................................................................... 105 5.13.1. Environmental air ................................................................................................ 105 5.18.2. Water objects ....................................................................................................... 106 5.18.3. Green plantings .................................................................................................... 106 5.18.4. Geological environment ....................................................................................... 107 5.18.5. Soils ..................................................................................................................... 107 5.18.6. Solid wastes ......................................................................................................... 108 5.18.7. Historical and cultural monuments ...................................................................... 108

5.19. Protection of municipal facilities from noise, vibration and ground currents ............ 109 5.19.1. Protection from noise and vibration ..................................................................... 109 5.19.2. Protection from ground currents .......................................................................... 109

5.20. Protection of structures from aggressive media effects ............................................. 110 5.21. Protection of the Underground Railroad facilities and devices from ground currents corrosion ................................................................................................................ 114 5.22. Security alarm system ................................................................................................ 116 5.23. Administrative-and-production buildings .................................................................. 117 5.24. Organization of construction ...................................................................................... 117 5.25. Industrial security ....................................................................................................... 121 5.26. Technical and protected zones ................................................................................... 121

6. Construction ....................................................................................................................... 122 6.1. General provisions........................................................................................................ 122 6.2. Organizational-technological preparation .................................................................... 123 6.3. Geodesic-surveying provision ...................................................................................... 124

6.3.1. Planned-high-altitude network on the surface ....................................................... 124 6.3.2. Orientation of the underground planned-high-altitude network ............................ 126 6.3.3. Planned-high-altitude network in the underground openings ................................ 127 6.3.4. Geodesic and surveying provision of construction-and-mounting works ............. 128 6.3.5. Laying of permanent track ..................................................................................... 132 6.3.6. Observations of settelement of the ground surface, deformation of buildings and underground facilities ............................................................................................... 132 6.3.7. Executive surveying documentation ...................................................................... 134

6.4. Engineering-geological provision ................................................................................ 135 6.4.1. General provisions ................................................................................................. 135 6.4.2. Scope of works at the construction of facilities by closed method ........................ 135 6.4.3. Scope of works at the construction of facilities by cut-and-cover method ............ 138 6.4.4. Local monitoring of the environment and natural-and-technical systems ............. 139 6.4.5. Office processing of the results of engineering-and-geological works ................. 139

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6.5. Cut-and-cover method of works ................................................................................... 140 6.5.1. General provisions ................................................................................................. 140 6.5.2. Digging works, shoring of pits and trenchs, preparation of the facilities’ foundations ....................................................................................................................... 140 6.5.3. Erection of bearing structures made from prefabricated reinforced concrete........ 142 6.5.4. Erection of bearing structures made from in-situ reinforced concrete .................. 143 6.5.5. Backfilling of pits .................................................................................................. 145

6.6. Closed method of works ............................................................................................... 146 6.6.1. General provisions ................................................................................................. 146 6.6.2. Construction of shafts ............................................................................................ 146 6.6.3. Construction of the main line tunnels .................................................................... 149 6.6.4. Construction of stations ......................................................................................... 153 6.6.5. Construction of escalator tunnels ........................................................................... 154

6.7. Special methods of works ............................................................................................ 155 6.7.1. Dewatering ............................................................................................................. 155 6.7.2. Artificial freezing of grounds ................................................................................ 157 6.7.3. Injection grouting ................................................................................................... 159

6.8. Construction sites ......................................................................................................... 167 6.9. Superstructure и contact rail ........................................................................................ 170 6.10. Mounting of equipment .............................................................................................. 171

6.10.1. Preparation to execution of works ....................................................................... 171 6.10.2. Mounting works ................................................................................................... 172 6.10.3. Individual testing of equipment ........................................................................... 173

6.11. Sanitary-and-hygienic provision ................................................................................ 176 7. Commissioning ................................................................................................................... 176

7.1. Acceptance committees ................................................................................................ 176 7.2. Quality control, acceptance of construction works and facilities................................. 178 7.3. Start-up and adjustment works ..................................................................................... 180 7.4. Commissioning of the construction objects ................................................................. 181

Appendix 2А. Regulatory references ..................................................................................... 183 Appendix 2B. Terms, definitions and abbreviations .............................................................. 187 Appendix 4А. Act of the well plugging ................................................................................. 192 Appendix 5А. Manual on application of cables, wires and buses .......................................... 193 Appendix 5B. Station operation control system ..................................................................... 201 Appendix 5.10А. Transformers power calculation method ................................................... Error! Bookmark not defined.

Appendix 5.10B. Design parameters of electric drives of escalators ..................................... 207 Appendix 5.10В. Station passenger premises lighting installations calculation method ...... 209 Appendix 5.13А. Types and subscribers of the operative-technological communications.... 211 Appendix 5.14А. Composition, number, and norms of formation of subdivisions ............... Error! Bookmark not defined.

Appendix 5.14B. Operation subdivisions personnel specialties. Production processes groups. Schedules of works .................................................................................................... 216 Appendix 5.14C. Designation, area, and disposition of administrative, production, and domestic premises at the station ............................................................................................. 219 Appendix 5.14D. Block of production premises at the level of the station platform. Designation and area of the premises ..................................................................................... 221 Appendix 5.16А. List of premises and facilities with indication of categories on explosion and fire hazard, and classes of fire hazardous zones ............................................. 222 Appendix 5.20А. Selection of the construction structures insulation type ........................... Error! Bookmark not defined.

Appendix 5.20B. Chemical stability of bitumens and gudrones at the temperature of 25 °С in different medias ............................................................................................................. 226 Appendix 5.20C. Examples of tunnel structures protection ................................................... 227

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Appendix 5.20D. Approximate compositions of protective coatings .................................... Error! Bookmark not defined.

Appendix 6А. Allowable deviations of prefabricated lining real dimensions from the designed values ....................................................................................................................... 228 Appendix 6.6А. Tunneling complexes ................................................................................... Error! Bookmark not defined.

Appendix 6.7.А1. Act of equipping of the dewatering well................................................... 233 Appendix 6.7.А2. Act of pumping of the dewatering well ................................................... 233 Appendix 6.7.А3. Act of commissioning of the dewatering installation .............................. 234 Appendix 6.7.А4. Act of the site readiness to execution of main works after the completion of preliminary dewatering period ........................................................................ 234 Appendix 6.7.А5. Act of termination of the dewatering works ............................................. 235 Appendix 6.7.B1. Act of putting into operation of freezing system ...................................... 236 Appendix 6.7.B2. Act of the site readiness to execution of main works after the completion of active dewatering period ................................................................................. 237 Appendix 6.7.B3. Act of termination of the freezing works ................................................. 237 Appendix 6.7.C1. Drilling works execution logbook ............................................................ 238 Appendix 6.7.C2. Logbook on the ground cementation ........................................................ 238 Appendix 6.7.C3. Logbook on injection of the urea solutions into the ground ..................... 238 Appendix 6.7.C4. Logbook of execution of works on the jet cementation of ground ........... 240 Appendix 6.7.C5. Act of the reference well testing .............................................................. 241 Appendix 6.7.C6. Act of the concealed ground injection works acceptance ........................ 241 Appendix 6.10А. Dimensions of holes and trenches for piping and air ducts laying in the construction structures of buildings and facilities .................................................................. 242 Appendix 6.10.B1. Maximum allowable distances between the pipes fixing points ............. 243 Appendix 6.10.B2. Maximum allowable distances between the fixing points of wires laid in the vertically installed tubings ..................................................................................... 243 Appendix 6.10.B3. Minimum allowable radiuses of the cable bends .................................... Error! Bookmark not defined.

Appendix 6.10.B4. Maximum allowable difference between the cable laying levels .......... Error! Bookmark not defined.

Appendix 6.10.B5. Allowable cable pulling forces ............................................................... Error! Bookmark not defined.

Appendix 6.10.B6. Protocol of the wires, cables, and electrical equipment insulation resistance testing at the rated voltage up to 1 KV ................................................................. 244 Appendix 6.10.B7. Protocol of the electrical equipment grounding resistance testing ........ 245 Appendix 6.10.B8. Instructions on the cable marking .......................................................... 245 Appendix 6.10.B9. Job specification on the execution of electric mounting works by outside organizations .............................................................................................................. 255 Appendix 6.10.C1. Act of acceptance for adjustment ........................................................... 256 Appendix 6.10.C2. Act of acceptance for individual testing ................................................. 257 Appendix 6.10.C3. Act of individual testing ........................................................................ 257 Appendix 6.10.C4. Act of acceptance of ventilating installation to adjustment ................... 258 Appendix 6.10.C5. Act of hydrostatic or manometric testing of hermiticity ......................... 259 Appendix 6.10.C6. Act of testing of the on-site sewerage and water removal .................... 259 Appendix 6.10.C7. Act of completion of startup and commissioning works ........................ 260 Appendix 7А. List of documentation to be submitted at the commissioning of the Underground Railroad construction objects ........................................................................... 261 Appendix 7B. Act of the working committee of readiness of completed construction object (facility) for consideration by the State acceptance committee ................................... 264 Appendix 7C. Act of the State acceptance committee of the commissioning of completed construction object .................................................................................................................. 266 Appendix 7D. Line certificate ................................................................................................ Error! Bookmark not defined.

Appendix 7.2А. Logbook of execution of mining works ....................................................... 271 Appendix 7.2B. Logbook of execution of the concrete and reinforced concrete works ....... 271 Appendix 7.2C. Logbook of execution of works on hermetization of prefabricated tunnel

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lining at the closed method of works ...................................................................................... 272 Appendix 7.2D. Logbook of initial injection of the combo solution under the lining ........... 273 Appendix 7.2E. Logbook of control injection of the slurry under the lining ........................ 273 Appendix 7.2F. Logbook of execution of works on the glued water-proofing ...................... 273 Appendix 7.2G. Act of the concealed works execution ........................................................ 274 Appendix 7.2H. Act of acceptance of works on the arrangement of glued (or welded) water-proofing ....................................................................................................................... 274 Appendix 7.2I. Act of acceptance of works on injection of solution under the lining .......... 276 Appendix 7.2J. Act of inspection of safety margins for the tunnel equipment ..................... 277 Appendix 7.2K. Directive of the working committee regarding the correction of deviations of the tunnel equipment from the safety margins ................................................. 277 Appendix 7.3А. Act of the working committee regarding acceptance of the equipment after individual testing ........................................................................................................... Error! Bookmark not defined.

Appendix 7.3B. Act of the working committee regarding acceptance of the equipment after complex testing ............................................................................................................. Error! Bookmark not defined.

Appendix 7.3.C1. Act of acceptance of internal domestic-and-fire extinguishing and hot water supply systems ............................................................................................................. 280 Appendix 7.3.C1-1. Act of testing of internal fire extinguishing water pipeline water yield ....................................................................................................................................... 281 Appendix 7.3.C2. Act of commissioning of the heating system ........................................... 282 Appendix 7.3.C3. Act of commissioning of the system and discharges of the internal sewerage ................................................................................................................................. 283 Appendix 7.3.C4. Act of commissioning of the system and discharges of the internal drain ........................................................................................................................................ 283 Appendix 7.3.C5. Act of commissioning of lighting installations ........................................ 284 Appendix 7.3.D1. List of documents for the escalator commissioning ................................ 285 Appendix 7.3.D2. Act of correspondence of the escalator to the requirements of fire safety ...................................................................................................................................... 286 Appendix 7.3.D3. Protocol of the survey measurements of installation of the escalator run guides ............................................................................................................................... 286 Appendix 7.3.D4. Component list of hauling chains installed at the escalator ...................... 286 Appendix 7.3.D5. Act of testing of the hoisting-and-conveying equipment ......................... 287 Appendix 7.3E. Act of commissioning of the adjustment-free equipment ........................... 287 Appendix 7.3F. Certificate of ventilation system (air conditioning system) ........................ 288 Appendix 7.3G. Control of the electric corrosion preventive measures execution and effectiveness .......................................................................................................................... 289 Appendix 7.3H. Logbook of the "rails-ground" transient resistance measurement .............. 294 Appendix 7.3I. Logbook of inspection of insulating joints and flanges ................................ 294

INTRODUCTION

The present summary of regulations has been elaborated in correspondence with the general system of regulatory documents in the construction. This document states recommended, accepted, and well-proved on practice provisions developing and providing realization of the SNiP 32-02 (Construction Standards and Regulations) requirements and other regulatory documents at the stages of engineering researches, designing, construction, and commissioning of the newly constructed and reconstructed Underground Railroad lines. Specialists of the following organizations took part in the elaboration of the present summary of regulations: «Metrogiprotrans» OJSC – Kotov V.V., Panin B.V., Sazonov G.N., Shumakov N.I., Goulbe

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V.I., Vlasov I.S., Topilskiy P.I., Vlasyuk V.R., Zemelman А.М., Glebov V.А., Gusev F.V.,

Kabanova S.G., Nasibov А.М., Philippov V.Z., Dyakonov P.L., Korolyov Y.G., Petrova R.M.,

Basharina D.G., Plyukhina Т.А., Khilchenkov А.P., Zhukov V.G., Solodkova Е.М., Savelyeva

О.V., Kirik М.V., Shenderova I.Y., Ordynets G.Y.;

Russian Tunnel Association – Vlasov S.N., Bocharov V.F., Kostaryev S.А., Alikhashkin V.А.;

All-Russian Public Organization, Scientific-and-research center of tunnels and Underground

Railroads «Scientific-and-research institute of transport construction» OJSC – Merkhin V.Y.,

Vinogradov B.N., Kournavin S.А., Chebotayev V.V., Garber V.А., Cmirnova G.О., Ivanova

N.М., Nikonorov V.B., Golybev V.G.;

Sent-Petersburg branch of Federal State Unitary Enterprise «All-Russian Scientific-and-research institute of fire prevention» of Ministry of Emergency Situations of Russia – Makhin

V.S., Bondarev V.F., Borozdin S.А.; Independent Non-commercial Organization «Investments in Construction of Underground Railroads» (Investstroymetro) – Krouck Y.Y.;

«Underground Railroad Tunnel Geodesy» (Metrotonnelgeodeziya) OJSC – Sokolov I.N.; State Unitary Enterprise «Scientific-and-research and Design Institute of the Moscow General Layout» - Sokolova L.F.; State Sanitary-and-epidemiological supervision center on the Moscow Underground Railroad - Doubrovskaya Т.А.;

State Unitary Enterprise «Moscow Underground Railroad» - Streltsov B.Y.; State Unitary Enterprise «Scientific-and-research, project designing and technological institute of concrete and reinforced concrete» - Rosental N.К.;

OJSC «VIZBAS» - Nikiforov K.P.; OJSC «Moscow Underground Railroad Construction» - Yatskov B.I., Bogomolov G.М.;

OJSC «Special design-and-technological bureau «Construction of tunnels and Underground Railroads»» - Simonov Y.F.;

CJSC «Engineering geology of historical territories» - Pashkin Y.М.; Federal State Unitary Enterprise «All-Russian Scientific-and-research Institute of Railroad Transport» of the Traffic Ministry of the Russian Federation - Kotelnikov А.V., Naumov А.V.; State Unitary Enterprise «Moscow Scientific-and-research and design institute of typology and experimental engineering» - Dobrovolskiy А.N.;

Gosstroy of Russia - Bovbel V.P.;

Federal Scientific-and-technical center of certification in the construction under the Gosstroy of Russia – Khorin G.М.

SP 32-105-2004

SUMMARY OF REGULATIONS ON ENGINEERING AND CONSTRUCTION

UNDERGROUND RAILROADS

1. APPLICATION AREA

The present summary of regulations covers the engineering researches, designing, construction and commissioning of the new and reconstructed lines, separate facilities and devices of the Underground Railroads.

2. REGULATORY REFERENCES, TERMS, DEFINITIONS, AND ABBREVIATIONS

The present summary of regulations applies the regulatory references, terms, definitions, and abbreviations list of which is represented in the Appendix 2А.

3. GENERAL PROVISIONS

3.1. The line route in plan and profile should be assigned on the base of location of stations in the passengers accumulation points, minimum passenger’s trip time consumption, application of the longitudinal profile most cost-effective by the electric power consumption, as well as taking into consideration the engineering-and-geological, geomorphologic, hydro-geological conditions and corrosiveness of media.

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3.2. One Electric depot should be constructed on the line having length less than 20 km (in the double-line calculation), the second and the third Electric depots should be constructed on the lines having lengths more than 20 km and more than 40 km, correspondingly.

It is allowed to apply one Electric depot for two lines with one-type rolling stock during the first period of the second line operation.

3.3. The dead ends next to the stations and main line connection track in front of the stations should be provided on the line in 5 - 8 km. The dead end length should be accepted taking into consideration the possibility of location of two rolling stocks on the each line.

At the first startup section of the line having the length less than 20 km the rolling stock technical maintenance point with production premises and domestic premises in one of dead ends should be provided.

At the line length more than 20 km the second technical maintenance point should be located next to station supposed to be operated as the end station for more than 5 years. In the future the number of technical maintenance points on the line should be stipulated by calculation.

It is not necessary to locate the technical maintenance point near the station close to which construction of Electric depot is supposed.

3.4. The night storage of rolling stocks should be provided in the Electric depot and on the station tracks of the line, with ensuring of rest conditions for locomotive crew in the above-ground buildings or in the station vestibules (at the level no lower than the ticket hall).

3.5. At the Underground Railroad lines the common automated system of fare payment and control of the passengers’ passage to stations, automated train traffic control, control of escalators and other production installations should be provided from the line and station dispatcher centers.

The station operation control should be provided using the Station Operation Control System (SOCS) according the Appendix 5B.

The line dispatcher centers should consist of branch dispatcher points, train traffic control, electric power supply, escalators, electromechanical devices, as well as Dispatcher Points of protection of public order and safety, and fire safety.

Dispatcher Point should be equipped with automated working places, telecontrol systems and necessary types of dispatcher communications on the contemporary element base.

3.6. During the designing of the Underground Railroad lines the possibility of their putting into operation by separate sections should be provided.

3.7. It is recommended to provide the State sanitary-and-epidemiological supervision center, policlinic, and sanatoria type suburban preventative clinic for the Underground Railroad.

3.8. Requirements of the present regulations should be considered together with corresponding provisions of SNiP 32-02 and SP 32-106.

4. ENGINEERING RESEARCHES

4.1. Engineering-and-geological researches

4.1.1. Engineering-and-geological researches should be conducted at the stages of elaboration of feasibility study (project) and working documentation.

N o t e : - Approximate dividing of the scope of works by the stages is, %: Feasibility study (project) - 40 -

50; working documentation - 60 - 40.

4.1.2. At the Feasibility study (project) elaboration stage the researches should be conducted in the volume providing the obtaining of sufficient engineering-and-geological material for:

- providing of opportunity for selection of optimal route driving version; - selection of the structure types and working methods allowing to execute the

construction with minimum environmental effect; - designing of the main line tunnels, stations, shafts, and other underground and above-

ground facilities.

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4.1.3. At the working documentation elaboration stage the researches should be conducted with the purpose of obtaining of detailed information regarding the engineering-and-geological conditions, stipulation of engineering-and-geological conditions of the sections where the special methods of works should be applied, and preparation of the hydro-geological monitoring, where appropriate.

4.1.4. The researches should include the following main works: - collection, generalization, and analysis of archive engineering-and-geological materials; - reconnaissance of the terrain along the line route; - metrological provision; - driving of the exploration mine workings; - field study of grounds; - geophysical investigations; - laboratory investigations of the ground properties and chemical composition of the

underground waters; - office treatment of the research results and drawn up of the reports. In complicated engineering-and-geological conditions, where appropriate, it is

recommended to conduct scientific-and-research works. 4.1.5. In the consequence of conducted investigations and researches the following items

should be defined and evaluated: - geographic situation, orographic, hydrographic and climatic conditions of the

construction region; - geological structure (age, bedding conditions, composition of rocks), geomorphology,

tectonics, neo-tectonics; - hydro-geological conditions; - geological processes and phenomenon (karst, ancient and current erosion processes,

rockslides, rock weathering, suffusion, seismicity, settlement); - folded and faulting deformations, rock fissuring; - geo-cryological conditions; - presence of petroleum products in grounds; - physical-and-mechanical characteristics of grounds; - aggressiveness of underground waters and grounds; - temperature of underground waters and grounds; - gas content (composition, nature, and level of occurrence). Prognosis of development should be conducted, and the hazard degree of negative

engineering-and-geological processes and phenomenon developing in response to the construction of Underground Railroad (ground and surface deformations, thixotropic, suffusion and karst-suffusion phenomenon, settlements) should be evaluated during the investigation process.

4.1.6. Methodology, composition, and scope of investigation works should be stipulated by the investigation program. Herewith characteristics of designed structure, stages of design-and-research works, exploration degree, and complexity of the construction conditions should be taken into consideration.

The categories of complexity of the engineering-and-geological conditions (simple, medium complicated, and complicated) should be defined in accordance with SP 11-105.

4.1.7. During the investigations the special attention should be paid to revelation of: - zones of weakness in the mass (ball clay bands and water-saturated argillic-arenaceous

deposits, specific grounds, strongly destructured rocky grounds); - areas with high filtration ability of grounds and high hydrostatic pressure heads; - grounds and underground waters having high level of aggressiveness relating to

construction structure materials; - explosive and harmful for the people health medias (availability of gas, radioactivity,

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grounds saturated with harmful substances). In the process of revelation of unfavorable for construction areas their distribution limits,

intensity of development, degree of their influence on the construction conditions and structure operation should be defined.

4.1.8. As the main investigation method the exploration wells drilling with the intact structure ground corn sampling should be applied.

In consequence of the drilling works the information regarding geological opencast, presence of water-bearing stratums and underground water level should be obtained, and opportunity for ground and water sampling for laboratory investigations should be provided.

It is not recommended to execute the well drilling directly under the designed underground facilities.

Approximate distances between the wells on the line route after execution of investigations for all stages of designing should correspond to the table 4.1. T a b l e 4.1

Engineering-and-geological conditions

according the SP 11-105

Approximate distance between wells, m, on the line route

Line burial

deep shallow, construction method

Cut-and-cover Closed

Simple 120 - 150 100 - 120 70 - 90

Medium complicated 80 - 120 70 - 100 40 - 70

Complicated 40 - 80 40 - 70 Less than 40

N o t e – The scopes of drilling for experimental works, hydro-geological monitoring, for engineering-and-

geological researches at the shafts and stations construction sections, engineering-and-geological anomalies

represented by tectonic faults, buried river valleys and sectors of specific grounds distribution are not taken into account in this table. The scopes of these works should be stipulated by separate program.

4.1.9. It is recommended to accept the rocky ground faults degree index according the RQD (Rock Quality Designation) method (ratio of the amount of intact corn samples having the length of 10 cm and more, to the length of investigated well interval, %) by the table 4.2.

Table 4.2 RQD Value Ground conditions

90 - 100 Intact

75 - 90 Negligibly faulted

50 - 75 Slightly faulted

25 - 50 Strongly faulted

0 - 25 Very strongly faulted

4.1.10. The wells drilled during the investigations process subject to obligatory liquidation with plugging of the borehole. The acts of the wells plugging (Appendix 4А) with indication of the plugging method should be attached to the investigation report.

4.1.11. In case the exploration well is located in the opencast of designed deep burial openings, or in case the boreholes are located at the distance less than 10m from the structure’s outline, the acts of plugging and the well coordinates should be directed to the construction organization for elaboration of special project for execution of works in the well location area.

4.1.12. In case the urban planning situation does not allow to drill required number of exploration wells, the shortage of them should be compensated by other investigation methods (geophysical, drilling of exploratory adits, and drilling of wells from these adits).

4.1.13. It is recommended to conduct the geophysical researches in combination with other research methods.

Selection of the type of geophysical researches should be stipulated in correspondence with given tasks, urban housing density, as well as availability and level of disturbances emerged in consequence with the transport traffic (noise, vibration), and electrical installations influence. The results of geophysical researches should be correlated with data of other researches and represented in the report.

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4.1.14. Hydro-geological researches provide obtaining of the initial data for definition of water inflow in the constructed structures, dimensions of the future cones of influence, methods of execution of construction works, possible barraging effect of the constructed structures, direction and speed of the ground waters moving, hydrostatic pressure head effecting to the lining, as well as temperature, chemical composition and aggressiveness of underground waters relating to the structure material. With this purpose the experimental pumping, charging, and filling, as well as geophysical researches should be conducted.

Evaluation of hydrostatic pressure effect on the structures should be defined on the base of long-term prognosis of the underground waters regime.

4.1.15. The field researches of the ground properties should be executed according to the special program, preferably at the construction sites of shallow tunnels.

4.1.16. Except from the stipulated by SP 11-105 physical-and-mechanical parameters of the grounds, where appropriate, compression and shear wave velocities, Poisson’s ratios, coefficients of heat conductivity, specific and volumetric heat capacity, breaking stress, clays relative swelling and swelling pressure, flow properties, elastic coefficients, grounds abrasiveness and adhesiveness should be defined.

On the results of the engineering-and-geological researches the technical report containing the text and graphical sections requirements to which are represented in the SNiP 11-02 and SP

11-105 should be compiled. In the process of office treatment works the following items should be compiled: - Physical and geological map; - Solid map (where appropriate); - Engineering-and-geological opencasts by the route axis at a horizontal scale of 1:2000

and vertical scale of 1:200; - Engineering-and-geological opencasts by the route axis at a horizontal scale of 1:5000

and vertical scale of 1:500 for al route versions; - Engineering-and-geological opencasts by the shafts and stations. The report on the conducted researches should give the full picture of the geological

structure in the area of designed line, engineering-and-geological, and hydro-geological conditions of the construction.

4.1.17. In case the engineering-and-geological researches are executed in connection with the reconstruction design of stations related to the architectural monuments, the change of geological and ecological conditions of the urban environment for the period of the station operation should be defined.

4.2. Engineering-and geodesic researches

4.2.1. Engineering-and-geodesic researches should provide obtaining of topographic-and-geodesic materials and data regarding the situation, conformation (including the waterways, water reservoirs and water spaces bottoms), existing buildings and structures (above ground, underground) and other planning elements, required for complex evaluation of natural and man-triggered conditions within the designed line route, substantiation of designing, construction and operation of the Underground Railroad.

4.2.2. The basic initial data for execution of works, research tasks, and requirements to accuracy, reliability and completeness of topographic-geodesic materials should be defined in the technical assignment.

4.2.3. Geodesic devices used for the researches, should be certified and tested in correspondence with the requirements of regulatory documents of the Committee of the Russian Federation for Standardization, Metrology and Certification.

4.2.4. The researches at the stage of development of feasibility study for the construction should be executed for all versions of designed routes.

The scope of works should include: - Collection and analysis of topographic (engineering-and-topographic) maps and plans at a

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scales between 1:5000 and 1:2000, aero- and space photogrammetric plans, land organization and forest organization plans, last-years research materials on the development of fundamental geodesic nets, land and urban planning, and other cadastres;

- Investigation of points of the State geodesic fundamental net and execution of its bridging or development, where appropriate;

- Updating of topographic maps and plans in case they do not correspond to current conditions of the situation, conformation, and location of underground communications;

- Elaboration of surveyor' pickup and execution of topographic survey in case of lack of required topographic materials;

- Measuring of depths of rivers and water reservoirs, leveling of the waterways bottom surface and compiling of longitudinal profiles for the investigated section of the river, and cross profiles for metering sections;

- Stacking and connection of the engineering-and-geological openings and other observation points;

- Geodesic works on studying of dangerous natural and techno-natural processes (karst, slope processes, marginal erosion of rivers, seas, lakes, and water-storage reservoirs, as well as cases of tapping and waterlogging of territory);

- Studying of materials on deformation of buildings and structure foundations on the ground surface, occurring before the beginning of construction;

- Reconnaissance investigation of the route versions and structures location places in case of necessity of visual (aero-visual) inspections with the purpose of additional inspection of reliability of existing materials;

- Continuous-strip photography for compiling of large-scale plans, planned-high-altitude connection, and decoding of aerial photography;

- Elaboration of compilation photography survey and execution of topographic photography of reference and complicated zones at the scales between 1:5000 and 1:2000 in case of lack of the aerial photography data;

- Alignment of tacheometrical traverses with piquet set in the specific terrain and situation places.

4.2.5. The photography band width along the route should be defined taking into consideration reserve for the construction and environmental conditions of the territory. Increasing of the photography band width at the sections with dangerous natural and techno-natural processes is allowed.

4.2.6. The office routing should be conducted according the topographic maps and aerial photos at the scale of 1:25000, or plans at the scale of 1:10000 using the materials of space photography. At the complicated sections the topographic photography should be executed at the scales of 1:5000 - 1:2000.

4.2.7. The technical report should be compiled in the following composition: - General information regarding the physical-geographic and geological specifics of the

construction region, and topographic-geodesic knowledge of the area of researches; - Scheme of the created geodesic planned-high-altitude base, cartogram of topographic-

and-geodesic knowledge on the construction route, outlines of fixed points of the geodesic planned-high-altitude base, as well as catalogues of their coordinated and altitudes;

- Underground structure plans; - Plans and longitudinal profiles by the route versions (according the agreement with the

customer the longitudinal profiles can be omitted); - Diagrams of observations of settlements and deformations of structures and ground

surface; - Information regarding the methodology and technology of executed works, and regarding

the conduction of technical control and commissioning; - Conclusions on the results of works;

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- Schemes of location of geological openings or extracts from the map, catalogue of coordinates and altitudes.

The researches at the stage of the project development should provide compiling of the following items:

- Corrected situation plan at the scales between 1:25000 and 1:10000 with indication of existing and designed communications and technical networks;

- Project of engineering preparation of the construction sites with indication of existing and condemned buildings and structures;

- Drawings of the line plan and vertical planning of the territory; - Measures on the environmental protection; - Materials of the geodesic provision of the construction. The following should be executed during the researches: - Collection and analysis of additional topographic-and-geodesic materials, including

materials and data of the last years’ researches; - Building (development) of the foundation and planned-high-altitude geodesic

photography net; - Topographic photography (updating of plans) at the scales of 1:5000 - 1:500; - Drawn up and multiplication of the engineering-and-topographic plans; - Geodesic provision of other kinds of engineering researches, including the investigation

of dangerous natural and techno-natural processes; - Geodesic works for investigation of the ground surface moving in the areas of

development of current fault tectonic displacements; - Office treatment of the materials and drawn up of technical report. 4.2.8. The researches at the stage of elaboration of the working documentation should

provide obtaining of additional topographic-and-geodesic materials and data for updating of the route general layout, correction and detailing of the project solutions.

The composition of researches includes: - Collection and treatment of the topographic-and-geodesic, cartographic materials for the

last years; - Analysis and updating of the materials executed at the previous stages of designing; - Reconnaissance investigations of the route sections and structures along the designed line

route; - Field routing (the route survey stationing); - Planned-high-altitude connection of the route to the State (foundation) geodesic net

points; - Topographic photography of the terrain along the route (photography of current changes

if the plans are available) at the scales of 1:1000 - 1:500, additional photography of passages, crossings, and newly emerged (after the corrections for the project development have been made) engineering communications;

- Connection of geological exploration wells, openings, geophysical and other points of the engineering researches;

- Instrumental observations of the settlements and deformations of buildings, structures, and ground surface before the beginning of the construction;

- Drawn up and multiplication of the engineering-and-topographic plans; - Geodesic provision of other kinds of researches; - Drawn up of the technical report. The scope of works at the field routing includes: - Alignment of survey (tacheometrical) traverses along the route axis, survey and picketage

with stationing of horizontal curves; - Leveling of the route and installation of checking points; - Photography of spurs in the piquet points and all plus (critical) points;

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- Large-scale topographic photography of the terrain along the route with subsequent cameral routing in the existing coordinates and altitudes system.

4.2.9. The scope of researches for the construction-and-mounting works provision includes:

- Definition of design situation of the construction object at the terrain and in the underground openings;

- Development of the foundation planned-high-altitude geodesic ranging net on the surface and in the underground openings;

- Development of the planned-high-altitude bridging and approach nets along the route; - Orientation of the underground surveying net; - Surveying works on the ranging and connecting in correspondence with the project

documentation; - Geodesic-and-surveying control of observation of geometric parameters of structures

during the construction process; - Executive geodesic-and-surveying photography of the planned-high-altitude position of

the constructed structures and engineering communications; - Observations of the settlements and deformations of the surface buildings and structures

and underground facilities, including execution of local monitoring, as well as dangerous natural and techno-natural processes;

- Geodesic-and-surveying works on the actual definition of concealed underground facilities during the construction, maintenance, and other kinds of works;

- Drawn up of executive schemes of the underground and above ground facilities, and other technical documentation.

4.3. Engineering-and-ecological researches

4.3.1. It is advisably to conduct the engineering-and-ecological researches in the scope of engineering-and-geological researches according the SP 11-102.

4.3.2. The technical assignment for execution of researches should contain the general data regarding the location and length of the route (including its versions), shallow and deep burial sections, location of stations and other facilities.

The scope of researches includes: - Generalization of published and fund materials regarding the environmental conditions,

availability of archeological objects and historical and cultural monuments, analysis of regulatory-legislative documentation;

- Observations along the route for revelation of possible sources and traces of harmful impurities;

- Testing of soils, grounds, surface and underground waters and definition of toxic and harmful biological components there;

- Gas geochemical researches of made-up grounds and dumps; - Evaluation of radiation conditions; - Evaluation of physical effects from outside sources; - Analysis of green plantings conditions; - Office treatment of materials and technical report. 4.3.3. The scope of researches at the stage of feasibility study development should be

enough for substantiation of spatial-and-planning and constructive solutions assuring the minimization of the ecological risks and prevention of unfavorable or unconvertible consequences.

The scope of researches includes: - Evaluation of the ecological conditions in the considering area. The following should be

revealed here: а) Availability of harmful impurities in the air, soil, underground and surface waters, in the

water reservoirs crossed by the route;

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b) Availability and possible influence of dumps, explosive and gas hazardous medias, traces of the petroleum products;

c) Existing and designation of protected territories, industrial enterprises, settling reservoirs, tailing dumps;

d) Presence and sources of aggressive odor. The soils accumulating these substances should be tested and investigated by the integrated index of chemical pollutions;

- Evaluation of physical effects (noise, vibration, electric and magnetic fields) with revelation of the main sources of harmful influence, their intensity and discomfort areas, electromagnetic field component, amplitude level and frequency composition of vibration from the industrial, transport, and domestic sources;

- Characteristics of the radiation conditions, including the evaluation of the gamma-radiation by the equivalent dose degree and radon hazard by the radon flux density and man-triggered radionuclides. In case of revelation of the radioactive anomalies higher than 0,3 microsieverts per hour, and equivalent balanced radon activity higher than 100 Bq/cub.m, their outlining should be conducted, and sources of contamination should be found;

- Analysis of the green plantings conditions: а) Evaluation of their stability, recoverability, possibility of degradation; b) Definition of the area of green planting territories liquidated during the construction; c) Proposals on the safety and compensational measures; - Prognosis of possible changes of ecological conditions due to the construction,

preliminary evaluation of the ecological risks, and recommendations on taking of the environmental protection measures on the base of maximum permissible concentrations of contaminations.

On the researches data the «Environmental protection» section of the feasibility study will be elaborated.

4.3.4. At the stage of elaboration of the working documentation the scope of researches includes:

- Evaluation of the designed object influence on the environment during its construction and operation;

- Evaluation of possible harmful effect of media (chemical composition of grounds and waters, their corrosion activity, composition of the atmosphere, presence of aggressive gases, sulfate-reducing bacteria, radon, high levels of noise and vibration, electromagnetic and ionizing radiations) on the constructors, operating personnel, construction structures of the designed facilities;

- Development of recommendations on environmental protection measures and recovery of the environment.

4.3.5. Sanitary-epidemiological, medical-biological, hydro-biological, geophysical, geo-chemical, radiation-ecological works and researches should be conducted by specializing organizations.

4.3.6. Technical report on the results of researches should be drawn up in the following scope:

- Introduction: short data regarding the designed object, substantiation, kinds, scopes, and methods of researches, work execution periods, etc;

- Knowledge of the ecological conditions on the materials: а) Governmental authorities executing the control in the sphere of environmental

protection, and conduction of the ecological researches; b) Engineering-and-ecological researches for the last years; c) Analogous objects in the same engineering-and-geological and landscape-climatic

conditions; - Short characteristics of environmental and man-triggered conditions: а) Climatic and landscape conditions;

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b) Protected territories (status, value, designation, location); c) Geo-morphological, hydrological, geological, hydro-geological and engineering-and-

geological conditions; - Short characteristics of the objects of historical and cultural heritage: their conditions,

perspectives of their saving and restoration; - Characteristics of the extracted ground and construction wastes, their transporting and

storage. 4.3.7. It is recommended to include the following information in the technical report on the

results of researches at the stage of feasibility study: - Current ecological conditions of the territory, including the data on waterways, sanitary

protection areas, green plantings, on the radiation conditions, atmospheric air, emissions of harmful substances and near-ground concentrations of contaminating elements, chemical and other impurities in the soil;

- Preliminary prognosis of the possible unfavorable environmental changes due to the construction and operation of the Underground Railroad;

- Recommendations on the prevention and reduction of the unfavorable consequences, restoration and enhancement of the environment.

4.3.8. It is recommended to include the following information in the technical report on the results of researches at the stage of elaboration of the working documentation:

- Corrected characteristics of the chemical, physical, biological and other factors of the media;

- Corrected component-wise indices of possible disturbance of the media, corrected boundaries, dimensions and configuration of the zones of influence.

4.3.9. The appendices to the technical report depending on the given tasks should include description of openings and wells, tables containing the investigation results on the composition of soils and waters, tally sheets of the green plantings, and other actual materials.

4.3.10. The graphical section of the technical report applicably to the designing stage should include the actual material maps, current and prognosticated ecological conditions, and other auxiliary materials at the scales of 1:10000 - 1:500 with necessary legends, cross-sections, and additions.

On the map (scheme) of the current ecological conditions the landscape types, dangerous impurity sources and their characteristics, ways of their migration and accumulation areas, especially protected areas, objects of historical and cultural heritage, results of geochemical, radiation and other researches should be reflected.

On the map (scheme) of the prognosticated ecological conditions the expected changes of the environmental components, dynamic of possible distribution of different harmful impurities should be reflected.

At the compiling of ecological maps (schemes) the landscape, geological, engineering-and-geological, geochemical, hydro-geological, soil toxic substances prognosis maps, dendroplans, etc, should be used.

It is allowable to compile the common map (engineering-and-ecological) of the current ecological conditions of the territory with elements of prognosis, and to bring out the part of information to the auxiliary schemes.

4.3.11. At the line route where during the construction working process burial mounds, interments, and other archeological objects can be affected, the engineering-and-archeological researches should be conducted using the historical-archive materials.

The researches at the stage of feasibility study should be conducted according the corresponding program and with preliminary diggings. It is possible to execute the construction works without preliminary diggings, but with the obligatory participation of archeologists.

4.3.12. At the sections where the designed structures can effect on the environment

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especially sensible to the external influences (conservation areas, water conservation districts, permafrost soils) the stationary observations can be provided (local ecological monitoring).

5. ENGINEERING

5.1. Traffic and carrying capacity

5.1.1. The traffic and carrying capacity of the line for the operating periods according to the clause 3.13 of the SNiP 32-02 should be defined depending on the calculated number of passengers in the train at the most loaded run, and at the maximum carriage hours (peak hours).

At the definition of the line traffic in the peak hours (number of the train pairs per hour, and number of subway cars in a train) the car occupancy should be accepted on the base of calculation where all seat places are occupied by passengers, and 3,5 standing passengers occupy each 1 m2 of the free area of the passenger compartment floor.

5.1.2. The line capacity, cross dimensions of passages at the sections of passenger walkways, number of entries, escalators, check-points, cash booths and cash machines should be stipulated by means of calculation using the value of 15-minute passengers flow at the peak hours for the operating periods, according to the clause 3.13 of the SNiP 32-02. The track sections capacity should be accepted by the Table 5.1.1. T a b l e 5.1.1

Track section Track width, m Capacity, passengers/hour, no less than

Horizontal track:

Single-direction running 1,0 4000

Double-direction running 1,0 3400

Doorway 0,8 3200

Manual ticket sale booth - 800

Check-point:

Automated, at the entrance 0,6 См. примечание

Automated, at the exit 0,6 2500

Manual, at the entrance 0,8 2300

Escalator 1,0 8200

Staircase:

Single-direction moving up 1,0 3000

Single-direction moving down 1,0 3500 Double-direction moving up and down 1,0 3200

N o t e – The capacity should be accepted according the technical conditions of the applied automated check-point design.

The value of the 15-minute passengers flow should be calculated on the base of maximum expected passenger flow taking into account the ratio of irregularity of their distribution during one hour:

а) for interchange and temporary end stations, for stations situated near the railway and bus terminals, stadiums, at the places of crossing of considerable number of urban transport routes, concentration of enterprises and organizations - 1,4;

b) for other stations - 1,2. 5.1.3. The capacity of adjacent sections of the passenger walkways at the station and in the

passage between stations should be the same. At the track sections being the evacuation ways outside or to the adjacent station, it is not

recommended to restrict the cross dimensions of passages. In case there are sections of the passenger walkways having different capacity, the

determinative is the section having the minimum capacity value.

5.2. Plan and longitudinal profile

5.2.1. At the place of adjacency of straight sections of the line the circular curve radiuses should be no less than, m:

а) For the main and station tracks - 600; b) For the connecting tracks - 150. At the difficult conditions the radius values can be decreased to 300m and 100m,

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correspondingly. 5.2.2. The distance from the ground surface to the top of the underground station structure

should be no less than the thickness of the road carpet and heat-insulating layers. Over the main line tunnels, at the sections of crossing of arterial streets and roads this

distance should be accepted to be no less than 3 m, at the other places decreasing of the distance is allowed providing that the tunnels are protected from the freezing and there is opportunity for arrangement of the road carpet over them.

5.2.3. The track switches should be located at the straight track sections having the slope no more than 5 ‰; in the difficult conditions - having the slope no more than 10 ‰. The distance from the starting points of curvatures in the plan, as well as from the vertical curvatures in the profile to the center of the track switch should be no less than 20 m. The distance from the center of the track switch to the beginning of the station platform should be no less than 25 m.

5.2.4. The straight and curve main line track sections in the plan having the radius of 2000 m and less, as well as compound circular curvatures of different radiuses should be adjoined by means of easement curves lengths of which should be accepted by the Table 5.2.1. T a b l e 5.2.1

Main line tracks Connecting tracks

Curve radius,

m

Elevation of outing

rail, m

Length of easement

curve, m

Train traffic speed,

km/h, at unsuppressed

acceleration, m/s2

Curve radius,

m

Elevation of

outing rail, m

Length of easement

curve, m

Train traffic speed, km/h, at

unsuppressed

acceleration, m/s2

-0,4 0 +0,4 0 +0,7

3000 - - - - 125 600 - 0 - 60 - 75

2000 10 20 - 30 - 40 110 500 - 0 - 60 - 65

1500 20 20 - 40 - 50 100 400 - 0 - 60 - 60

1200 40 20 - 50 - 60 100 350 - 0 - 60 - 55

1000 60 30 - 70 - 70 100 300 - 0 - 60 - 50

800 80 40 - 80 30 70 95 250 - 0 - 60 - 45

600 100 50 - 80 40 70 90 200 10 0 - 60 10 45

500 120 60 - 60 45 70 85 175 30 0 - 60 20 45

400 120 60 - 80 40 60 75 150 40 0 - 60 20 45

350 120 60 - 80 40 60 70 125 70 0 - 60 25 45

300 120 60 - 80 35 55 65 100 110 0 - 60 30 45

N o t e s

1. Elevation of outing rail at the main line tracks should be provided outside the borders of the station

platform. 2. The easement curves should be pegged by clothoid.

3. If possible, bigger values should be accepted for easement curves at the main line tracks.

5.2.5. At the track curvatures, excluding the station tracks within the car inspection pits, track switches and connecting tracks, as well as tracks within the station platforms, the outer rail laying should be provided with elevation over the inner rail.

The elevation of the outer rail in tunnels and at the closed above ground sections should be provided by means of elevation of the outer rail to a half of required elevation value and lowering of the inner rail to the same value, at the open above ground sections - by means of elevation of the outer rail to the full value of the required elevation.

In case the curvature is located partially in the tunnel, and partially at the open above-ground section the elevation of the outer rail should be arranged in the same way as for the curvatures located in tunnels.

The branch of the outer rail elevation should be provided along the easement curve, and in case of the easement curve absence – on the circular curvature and on the straight section adjacent to the circular curvature.

The slope of the branch of the outer rail elevation should be accepted to be no more than 2‰ per the both rails, for difficult conditions - 3‰.

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The value of the outer rail elevation is represented in the Table 5.2.1. 5.2.6. It is allowed to adjoin the compound circular curvatures at the main line tracks

without the easement curves providing that

,1500

111

21

≤

−

RR where R1 and R2 are radiuses of the first and second curvatures.

At the connecting tracks it is allowed to adjoin the straight and curve sections, as well as compound circular curvatures without the easement curves.

The length of circular curvature having the constant value of the outer rail elevation should be no less than 15 m.

The length of the straight section not having the outer rail elevation should be accepted to be no less than, m:

а) For the main line tracks - 20, in difficult conditions - 15; b) For the connecting tracks - 15. 5.2.7. The longitudinal slope of the underground and closed above ground line sections

should be no less than 3‰. In cases of substantiation it is allowed to locate separate line sections at the horizontal site. Herewith the longitudinal slope of the gutter bottom should be no less than 2‰.

The longitudinal slope of the underground and closed above ground line sections should be no more than 40‰.

In difficult conditions at the underground and closed above ground sections with the total length no more than 1500 m that can be separated by station or run having the length up to 500 m, it is allowed to accept the longitudinal slope no more than 45‰ in case of this section has no outer rail elevation branch, and no more than 43‰ in case it has such branch. Where appropriate, the train traffic speed at these sections should be limited using technical facilities.

At the 1500 m total length of the section with a slope of 45‰, the sections adjacent to its ends should be located at the slopes no more than 20‰ having the length no less than 1500 m each.

Station tracks designated for turn-around and storage of trains should be located at the 3‰ slope with elevation toward the station.

Adjacency of two oppositely directed elements of the longitudinal profile with more than 5‰ slope should be fulfilled by means of element with no more than 5 ‰ slope.

The straight adjacent longitudinal profile elements at the algebraic difference between the slope values equal to 2 ‰ or more should adjoin in vertical plane using the circular curvatures having the following radiuses: 3000 m – at the main line tracks near station; 5000 m - at the main line tracks of runs; 1500 m – at the connecting tracks. For difficult conditions it is allowed to decrease the vertical curvature radiuses at the main line tracks near stations to 2000 m, at the runs - to 3000 m.

The longitudinal profile element length should be no less than long-term calculated train length; the length of the straight insert between the adjacent curvatures should be no less than 50m.

5.2.8. At the bridges and overhead roads the combination of the plan and longitudinal profile should be accepted the same with the other line sections.

5.2.9. At the stations with gridiron for turn-around and storage of trains one or two station tracks should be provided.

The station track length should be defined as the distance from the track switch center to the stop bar.

The station track length for turn-around of trains and storage of one rolling stock at the night time should be 85 m more than the accepted perspective train length.

The station track length for turn-around of trains and storage of several rolling stocks at the night time should be stipulated as the sum of accepted perspective train lengths and the

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following distances, m: а) Between the rolling stocks - 5; b) From the rolling stock to the stop rail - 7, in case of availability of Technical

Maintenance Point - 15; c) From the track switch center to the first rolling stock in the night storage - 35. The length of designated for rolling stocks storage dead end main line track next to the

temporary end station should be defined as the sum of accepted train lengths and the following distances, m:

а) Between the rolling stocks - 5; b) From the rolling stock to the stop bar - 7; c) Additionally, at the facing train traffic on the track switch to the station track - 47, at the

trailing traffic - 22. The track length should be multiple of 12,5 m. The safety track length should be no less than 135 m, the length of the track not used with

the mentioned purpose should be no less than 47 m. In case of application of other schemes of station tracks for turn-around and storage of

trains the indicated above distances should be observed. 5.2.10. At the section of station tracks designated for turn-around of trains, the service

platform the length of which should be 11 m more than the calculated maximum of the train length should be located. The beginning of the platform at the distance of 25,6 m from the track switch center, with the width - 1100 mm, and the height - 1200 mm from the level of rail heads should be accepted.

In case of two station tracks the platform should be located between the tracks, in case of one track - on the right side of the track in the direction of the train traffic from the station.

At the trains turn-around using the temporary end station main line track to the tunnel the temporary service platform should be provided.

The lavatory and rubbish bin should be located in the end of the service platform. 5.2.11. The car inspection pit should be located along the axis of each station track. Dimensions of the pit should be as follows, m: а) Width - 1,2; b) Length between the bottom stairs of the access - 2 m more than calculated maximum of

the train length; c) Length of access in the plan - 1,5; d) Depth from the rail head level in the circular single-line tunnels - 1,2; in the square

tunnels and circular double-line tunnels - 1,4. It is allowed to locate the car inspection pit next to the area of the rolling stock turn-

around. The service platform in this case should not be provided. The car inspection pit should not be provided in the dead ends on the extension of the main

line tracks temporary used for turn-around and storage of rolling stock. 5.2.12. The passages between the single-line tunnels should be provided in correspondence

with the clause 5.16.25 of the SNiP 32-02. 5.2.13. It is allowed to break the walkway to the length up to 30 м in the main line tunnels

having internal diameter of 5,1 and 5,2 m according to the GOST 23961 in 300 - 350 m for allocation of kilometer-by-kilometer rail stock.

5.3. Stations

5.3.1. Planning solutions of stations and interchange facilities, where possible, should provide organization of the passenger traffic without crossing of the passenger flows, and maximal decreasing of the air motion effect from the train traffic.

5.3.2. Passenger platforms of the stations can be of island, side, or island and side type. The length of the boarding part of platform should be no less than 8 m more than the calculated perspective train length.

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The length of the dead ends of the boarding part of platform for the deep burial stations should not exceed 1/3 of the platform length, and should be defined taking into consideration the condition where the clearing of passengers at this section should be executed for the period no more than minimum interval between the trains, and within the calculated period of passengers evacuation from the station according to the clause 5.16 of the SNiP 32-02.

5.3.3. The width of platforms, corridors, and staircases should be accepted according to the clause 5.1 and the Table 5.3.1. T a b l e 5.3.1

Parameter Value, m, no less than

Width of island type station platform: shallow, above-ground, single-vault deep burial 10,0

The same, column type, deep burial 12,0

Width of side type platform 4,0

Distance from the platform edge:

To the column of the shallow and deep burial stations 1,6

To the column of the deep burial stations 1,6

To the piers and walls of opening-free parts of stations 2,9

Width of the passage under the platform staircase at minimal altitude of 2 m 2,0

Width of the passages between the side and middle halls of the pier-type station 2,5

Width of the staircase between the island type platform and vestibule or middle hall 6,5

Width of open staircase with covering between the floors of production, domestic, and

other premises

0,8

The same, width of corridors 1,2

N o t e – values are indicated for distances to the structures’ lining.

The length of the passenger walkways from ticket booths to the Automated Check-point, from the Automated Check-point to escalators, and from escalators to the platform should be no less than 5m, and no more than 10 m.

The height of passages along the passenger flow axis should be equal to 2,5m; in case of substantiation – no less than 2,1 m.

The height of the production, domestic, and other premises to the bottom of the arch structure should be no less than 2,5m, the premises for allocation of the train traffic control and communication equipment - 2,75m; in case of substantiation the local decrease of height to 2,1m is allowed.

The height of passage at the arch-shaped roof should be no less than 1,7 m. 5.3.4. If there is the technical opportunity, the elevator to the station platform should be

provided directly from the ground surface in the most approachable for disabled persons place. The pavilion should be arranged over the entrance to the elevator, or should be built-in other buildings or structures. In case it is impossible, the elevator to the shallow station platform should be provided from the level of ticket hall of the vestibule, and at the staircases by the each side of pedestrian crossing adjacent to the vestibule with elevator the lifting platforms for disabled persons should be installed according to the PB (Safety Rules) 10-403.

At the deep burial stations the elevator from the ground surface to the corridor located at the intermediate level, and the lifting platforms for disabled persons from the corridor to the platform should be provided.

The elevator shafts and halls (tambours) at the intermediate level platform should be equipped with the boundary fire barriers, according to the clause 5.16 of SNiP 32-02, Table 3.

5.3.5. At the disabled persons walkway the possibility of free passage and wheelchair drive, handrails, doors of required width with fixed opening, and call of accompanying person should be provided.

5.3.6. In the decoration of the passenger premises the materials decreasing the noise and vibration level, and observance of fire safety parameters according to the clauses 5.17 and 5.16 of the SNiP 32-02 should be provided.

In case the station structures are located in watered grounds, the decorative lining should

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be installed at the bearing construction structures’ carry-off. 5.3.7. At the development of spatial-planning solutions the disposal of the premises groups

by the way of blocks: (ticket, domestic – with continuous and temporary residence of personnel, production and health protection premises should be provided. The blocks should be separated from each other and from the passenger premises by the boundary fire barriers, and should be provided in correspondence with the Appendix 5.14В and PB 10-77.

The drop ceilings should be provided in the service corridors for allocation of technological communications behind them.

5.3.8. In the passenger premises and premises with continuous residence of the operating personnel of the deep burial stations the water diversion umbrellas should be provided.

In the production premises of the shallow and deep burial stations designated for allocation of equipment, communication and control facilities the water diversion umbrellas or metal insulation over these premises depending on their location should be provided.

Removal of water from the umbrellas and space between the premises walls and decorative lining structures to the common water drainage network should be provided.

Openings providing the natural ventilation of the space between the lining and umbrella should be arranged in the umbrellas.

5.3.9. The polished plate flooring in the passenger premises, and faceted plate flooring made from rocks and artificial materials at the stair platforms and staircases, as well as in the under-street pedestrian crossings should be provided.

The surface of stairs and platforms of the staircases should have coarse structure preventing the sliding.

The materials applied for the passenger premises flooring should have compressive resistance no less than 60 МPа, and abrasive resistance no more than 0,5 g/cm2 according to the GOST 9479. The floors should have the slope toward the trough gutters.

5.3.10. Flooring of the platform section of 60 cm width from the edge should be made from granite forged with small bush hammer. At the distance of 60 cm from the platform edge 10 cm width band made from contrast material, and at the distance of 120 cm – coarse surface beveled granite band, 5mm extruding from the floor surface to provide orientation on the platformе for cecutient and sightless passengers should be laid.

5.3.11. Staircases for the passenger moving should have 1:3 slope; in separate cases the slope can be increased, but should be no more than 1:2,6.

For the staircases of passages from middle hall to interchange corridor over the tracks, and in other substantiated cases the 1:2 slope is allowed.

The stair tread width should be no less than 30 cm, and no more than 36 cm. The number of stairs in one flight of stairs or in the level difference sections should be no

less than 3, and no more than 18. Staircases in the passenger walkways should be equipped with handrails. 5.3.12. The station vestibules can be of above-ground or underground type, in

correspondence with the urban planning, architectural-spatial and climatic conditions. It is recommended to place the staircases in under-street pedestrian crossings adjacent to

the underground vestibules in pavilions. At the entrance to vestibules the portals having two door lines and at the entrance to

pavilions the portals having one door line should be provided. 5.3.13. On the both sides of street in one of staircases to pedestrian crossing the 1m width

area for moving of passengers with bassinettes should be provided. 5.3.14. In the under-street pedestrian crossings with open staircases the vestibule adjacent

section should be separated with partition walls having one door line. 5.3.15. In front of the entrance (exit) to above-ground, or staircase to underground

vestibule the heated site at the height of 12 - 15 cm from the maximal mark of vertical

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planning of pavement should be provided. At the places supposed to be flooded during the rainfalls or waterway failures the height of site should be defined by calculation. The ramp for wheelchairs should be provided between the site and pavement.

5.3.16. Near the vestibules the shaft to move rasping and inert material to the level of under-street pedestrian crossing, and near the vestibules with escalators the site for temporary storage of escalator blocks with possibility of motor transport approach should be provided.

5.3.17. The pits for collection of water and dirt should be provided: а) in the under-street pedestrian crossings – near the bottom stair of the staircase; b) in the above-ground vestibule – in a warm area; c) at the shallow station platform - near the bottom stair of the staircases from the ticket

hall of vestibule. The following minimum width of grids should be accepted: for а) - 1,0 m, b) - 3,0 m, c) - 0,5 m.

The grids should be installed by the whole width of staircases. The width of the grid openings should be no more than 15 mm. 5.3.18. The following items should be located in the ticket hall of vestibule: - Automated Check-points at the entrances and exits; - Controller booth equipped with automated check-point operation control devices,

communication facilities, public address system and electrical heating; - Barriers near the escalators and staircases for direction of passenger flows; - Coin changers; - Traffic documents sale machines; - Escalators control panel near the escalator located on the side of entrance to machine

room; - Cabinets with fire cocks and outside taps; - Underground Railroad lines scheme, Underground Railroad use regulations, telephones

of Underground Railroad referral service and communication with the station dispatcher point;

- Elements of passengers visual information; - Clocks, loud-speakers, telecameras. The following items should be located at the level of the station platform: - Escalators duty officer booth equipped with escalator stop console, tele-monitoring

screens, communication facilities, public address system and electrical heating; - Booth of the duty officer controlling the arrival and departure of trains at the end stations

and stations having the tracks to the Electric depot, equipped with communication facilities and electrical heating;

- Barriers near the escalators and staircases for the direction of the passenger flows; - Elements of passengers visual information; - Telecameras, loud-speakers, ОТС telephones; - Cabinets for inventory fire extinguishers; - Cabinets with fire cocks and outside taps; - Escalators control panel in the wall niche located on the side of entrance to tension

chamber; - Rear-view mirrors or monitors near the head train control cabin; - Connecting facilities for each track in the platform ends; - Explosion-proof chambers; - Barriers near the main line tunnel entrance doors; - Litter-baskets; - Rest benches. 5.3.19. Service bridge to the tunnel should have the passage width no less than 0,75 m at

the distance of 1,5 m from the floor level, and 2,1 m height cage along the whole length with removal elements at the place of entrance to production premises block corridor.

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The bridge door should be opened toward the platform. The 2nd type staircase made from inflammable materials with 1,2 m height barrier should

be provided for descent from the bridge or station platform to the tunnel. The width of staircases near the entrance to the bridge or platform should be no less than 0,7 m, the slope – no more than 1:1, width of tread – no less than 25 cm, height of stairs – no more than 22 cm.

5.3.20. The rest benches located at the platform should not obstruct the passengers moving. The benches at the deep burial stations should be located, as a rule, in the opening-free parts of platform. At the single-vault stations it is recommended to locate the benches on the platform axis in every 25 - 30 m, and to combine them with structures for installation of elements of visual passengers’ information and loud-speakers.

5.3.21. Places for storage and charging of floor cleaning machines, hoisting equipment, ladders and rigs at the level of ticket halls and platforms should be provided outside the passenger premises.

5.3.22. Decoration of premises with continuous residence of personnel should be provided in accordance with the SNiP 2.09.04 and SNiP 32-02.

The sound-absorbing materials should be applied for decoration of ceilings and walls of radio centers, station dispatcher points, medical centers, escalator drivers, drivers’ change point, and ticket block premises.

The durability of the premises elements erected from light materials should provide opportunity of fixing of technological communications (ventilation boxes, cables, pipes, sewerage facilities, etc) to them.

Decoration of premises should be provided taking into consideration of requirements of technical aesthetics and hygiene.

5.3.23. The floors in the production premises and corridors should be made from inflammable and non-toxic materials having the high level of abrasive resistance and low level of water absorption (such as ceramic, poured, and other materials).

The floors in the premises with continuous residence of personnel should be executed in correspondence with the clause 5.16.12 of the SNiP 32-02.

The level of floor in the premises with train traffic control and communication devices should be 5 - 10 mm higher than the level of floor in corridor (passage).

The floors in all premises should sustain the load no less than 5 KN/m2, in the production premises the load from equipment installed in these premises should be taken into account.

5.3.24. The doors in all premises should be single-type, having the minimum width of 0,8m, and minimum height of 2,0 m, and should be opened, as a rule, toward the exit from the premises. For A and B categories of premises, as well as for the premises with simultaneous presence of more than 5 persons the doors obligatory should be opened toward the exit from the premises. Dimensions of the doors in the production premises should be defined on the base of conditions of transportation of equipment located in these premises. In case of substantiation it is allowed to accept the doors height to be equal to 1,8 m. The underground premises of C3 and higher categories should have the fire-proof doors.

The premises doors opened on the way of passengers’ evacuation should not obstruct the evacuation flow.

The doors of premises should be equipped with locks and self-door-closing devices. The door to the ticket block should be metal, with two locks, chain and door viewer. The

door to the ticket block should be additionally guarded from inside by metal grid door. The doors on the all passenger walkways should be double-action doors, transparent, made

from impact-resistant material, with the height no less than 2,2 m, and the width no less than 0,8 m. The under-part of the doors should be guarded by anti-shock band having the width of 0,3 m; the contrast marking should be inserted on the transparent door surface, the under-part of which should be located at the distance of 1,5 m from the floor.

The doors of vestibules leading outside should have facilities for their fixation in the open

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position. In case the portal should be arranged the distance between the door lines should be no less than 2,5 m.

5.3.25. In the premises with continuous residence of the personnel and in the production premises of the train traffic control and communication the laying of transit technological communications (ventilation boxes, pipes, and cables) is not allowed.

5.3.26. The station and approaches to them should be equipped with passengers informing system with visual static and operative changing information.

In the passengers visual information system the light and color indicators and symbols, as well as display screens with changing information should be provided.

The light indicators should be located in the direction of passenger flows: - In front of the entrance (exit) to the underground vestibule from the pedestrian crossing; - Up and down in front of the escalator (staircase) from the ticket hall of the vestibule to

the station platform and to the interchange building; - At the station platform in the middle hall and in the passages between the piers (columns)

of the deep burial stations. At the track wall of the platform part of the station no less than two line route schemes

with indication of interchange with the other line stations should be located. At the portals of the staircases to the pedestrian crossings adjacent to the underground

vestibules of stations, at the pavilions over the staircases, and at the above ground vestibules the luminous symbols - «М» character and the text of the station name should be installed.

5.3.27. At the stations, in the interchange corridors, in the pedestrian crossings, and at the pavilions over the staircases the places for advertisement should be provided; the mentioned advertisement should correspond to the clause 5.16.1.3, and should not be located near the elements of the passengers’ visual information.

5.3.28. For transportation of large-scale equipment of escalators from the machine room to the ground surface or to the line track, the passes and shaft with carrying and lifting facilities having the lifting capacity no less than the weight of the escalator shaft, and site for maintenance of these facilities should be provided.

In case the shaft exit to the ground surface is located at the place convenient for the motor transport approach and for execution of lifting works it is allowed to deliver the equipment through the shaft using the crane. The structure of the exit should be dismountable and should be equipped with waterproofing.

For transportation of equipment through the vestibule or middle hall of the station the

removable plates, and for small equipment the hatch having dimensions no less than 1,5×2,0 m should be provided in the machine room flooring.

5.3.29. The bypass cable tunnels at the places of connection to the near-station facilities and main line tunnels should have the fire-proof partitions and doors according to the clause 5.16 of the SNiP 32-02.

In the bypass cable tunnels no less than one partition should be provided; the length of the compartment separated by the partition should be no more than 120 m.

5.3.30. The composition of the underground vestibules of the stations and pedestrian crossings according the separate assignment can include additional sites and premises for placement of objects of commercial and social-and-domestic designation with observance of requirements indicated in the clause 5.16.

5.4. Main line and connecting tunnels, near-tunnel facilities

5.4.1. Depending on the depth of bedding, engineering-and-geological conditions, type of accepted structures of the lining and methods of construction the tunnels can be single-line or double-line, circular, horseshoe-shaped or square.

5.4.2. It is recommended to construct the single-line or double-line square tunnels by the cut-and-cover method of works, and single-line circular tunnels by the closed method of works. In the stable grounds it is possible to apply the horseshoe-shaped tunnels.

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The double-line tunnels should have dividing partitions between the tracks. 5.4.3. In case the tunnels floor is situated over the depth of freezing in winter period their

heat-insulation should be provided with protection from wetting and mechanical failures. At the near-portal section where the internal air temperature in the coldest month will be below 0°С, it is allowed not to provide the heat-insulation.

The insulation material and thickness should be accepted by calculation. The tunnels portals coming out to the ground surface should be equipped with air curtain

or warm air curtain (see the clause 5.8.1.2.19). 5.4.4. The insulation joints should be provided in the tunnel linings. Distance between

these joints in the linings made from cast-in-situ concrete should not exceed 30 m, for linings made from cast-in-situ reinforced concrete - 40 m, for linings made from pre-fabricated elements with cast-in-situ joints - 60 m.

5.4.5. In the tunnels the service bridges should be provided in front of adjacency of near-tunnel facilities to them.

5.4.6. The internal surface of the tunnel linings should be coated with light color water-proof inflammable compositions.

5.4.7. In the tunnels the signal signs should be placed according to the Instructions [8] and Regulations [9].

5.4.8. The lining connection nodes of the near-tunnel facilities and tunnels with cast-iron segmental lining should be made, as a rule, using the metal waterproofing having the thickness no less than 10 mm.

5.4.9. The near-tunnel facilities (ventilating, water-removing, water-intake, sewerage installations, evacuation exits to the ground surface, other production designation facilities) should be located, where possible, between the main line tunnels. The spatial-planning solutions of the near-tunnel structures should be defined according to their technological designation and fire protection requirements.

5.4.10. The structure of the doors leading to the near-tunnel facilities, their locking and fixing mechanisms should be resistant to the effect of long-term alternating-sign wind loads on them, and should have seals in the ledges. Where possible, the doors should be opened toward the inside.

5.5. Urban infrastructure objects

5.5.1. Designing of the urban infrastructure objects adjacent to the stations, main line tunnels and other Underground Railroad facilities should be executed in correspondence with requirements included in the design assignments for the Underground Railroad line.

In the assignment information about the customer, designation, location, approximate amount and sources of financing of the construction of above ground and underground objects of the urban infrastructure should be reflected, list of applied standards should be represented, additional requirements not included in the regulatory documents should be reflected.

5.5.2. It is recommended to design and construct the enclosing structures of the urban infrastructure objects and adjacent to them Underground Railroad facilities simultaneously, and the internal structures and engineering equipment – in correspondence with stipulated periods of their putting into operation.

5.5.3. The possibility of utilization of the engineering provision systems of the Underground Railroad for the urban infrastructure objects should be defined individually, and reflected in the design assignments.

5.6. Construction structures

5.6.1. Enclosing structures

5.6.1.1. The bearing enclosing structures of the underground facilities (linings) should be provided on the base of accepted spatial-and-planning solutions and the depth of the facility bedding, engineering-and-geological, climatic and seismic conditions, construction-and-mounting works execution technology, communication with near-tunnel and near-station

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facilities of urban infrastructure, requirements of the clause 5.16. The lining types should be accepted on the base of comparison of their different variants.

Herewith the mutual action between the lining and surrounding ground should be taken into consideration, and the measures excluding the negative effect of the construction on the buildings, communications, and other facilities of urban infrastructure should be taken.

5.6.1.2. The internal bearing structures of the stations and other underground facilities should be made, as a rule, from pre-fabricated reinforced concrete elements or cast-in-situ reinforced concrete. The metal structures application area should be limited to arrangement of the station columns and lintels over the passages, runs, ties and their connecting elements, connections of different diameter linings, and water-proofing of the most critical structural components.

5.6.1.3. The pre-fabricated reinforced concrete elements of the enclosing and internal structures of the underground facilities should meet the requirements of TU (Technical Conditions) 5865-001-00043920.

5.6.1.4. The water drainage to the tunnel through the enclosing structures is not allowed.

5.6.2. Materials

5.6.2.1. Materials for linings and their water-proofing, for internal construction structures, as well as decoration materials should meet the requirements of hardness, durability, fire safety, resistance to the chemical aggressiveness of the ground waters, other kinds of aggressive environmental effect, including the microorganisms action; they should not emit toxic compounds in the conditions of construction and operation of the facilities, correspond to the requirements of GOSTS or Technical Conditions.

5.6.2.2. The concrete and reinforced concrete bearing structures should be made from heavy concretes according to the GOST 26633. In case of corresponding substantiation it is allowed to apply concretes having the density no less than 1600 kg/m3 with artificial or natural porous fillers.

5.6.2.3. Class of the concrete on the compressive resistance for linings, their elements, and internal concrete and reinforced concrete structures should be accepted no less than indicated in the Table 5.6.1. T a b l e 5.6.1

Kind of structure Concrete class

High precision reinforced concrete blocks of linings made from the water-proof concrete for

closed method of works, preliminary stressed reinforced concrete elements of structures

В40

Standard reinforced concrete blocks of linings for closed method of works В30

Reinforced concrete elements of linings for cut-and-cover method of works (including the

integral-section ones), bearing structures of «walls in ground» and internal structures

В25

Reinforced concrete and concrete cast in-situ bearing «walls in ground» and linings, concrete

cast-in-situ pressed linings

В20

«Walls in ground» for shoring of trenches, internal cast-in-situ reinforced concrete structures,

concrete workpieces under the water-proofing

В15

Track concrete layer of the rack bed structures В15

Rigid foundation of the track, concrete foundation under the floors, concrete for water

removing and cable trays

В7,5

5.6.2.4. Concrete for linings provided with water-proofing along the whole their contour should have the design mark on the water-proofing no less than W6 according to the GOST

12730.5. 5.6.2.5. The concrete linings and internal structures design marks on the freeze resistance

in the areas of alternating-sign temperatures should correspond to the SNiP 52-01 applicably to the 1 class structures on their significance level.

In case of absence of alternating-sign temperatures the concrete design marks on the freeze resistance should not be less than F100.

5.6.2.6. The cast iron strength characteristics of assembled (liner plates) linings made from grey cast iron should correspond to the GOST 1412, made from high-strength cast iron – to the

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GOST 7293. 5.6.2.7. For reinforcement of the reinforced concrete structures the hot-rolled and thermo-

strengthened steel of the А240 - А500 classes the strength and deformation characteristics of which are represented in the SNiP 52-01, as well as the ones of the А500С class according to the letter [12] should be used.

The design and calculated resistances of the rolled iron for steel structures and iron castings from the grey cast iron of different marks should be accepted according to the SNiP II-

23. 5.6.2.8. For the water-proofing linings the materials should be accepted according to the

5.6.3.3.

5.6.3. Linings, water-proofing and anticorrosion protection

5.6.3.1. Structure of linings for the closed method of works 5.6.3.1.1. At the closed method of works the linings should be circular or arch-shaped. In

case of presence of side pressure, deep seat or hydrostatic pressure the shapes of walls and vaults should be defined by means of calculations.

The cavities behind the lining should be filled with hardening compositions in correspondence with VSN (All-Russia Construction Standards) 132, or should provide forced clamping of mounted rings of linings to the ground.

5.6.3.1.2. The elements of pre-fabricated linings should have folds by the internal contour forming embossed grooves in the assembled lining. In case of tightening of the joints using rubber insulating strips or using strips made from other materials the gutters should be provided on the side surfaces of elements.

5.6.3.1.3. The arrangement of single-layer linings made from the shotcreting is allowed in the low water-flooded rocky grounds in combination with grid reinforcement, anchors, metal arches, or under the conditions of reinforcement with shotcreting fibers.

5.6.3.1.4. Elements of the concrete and reinforced concrete linings should have the thickness no less than, mm:

а) Solid section reinforced concrete blocks - 150; b) Ribs and backs of the ribbed reinforced concrete blocks - 80; c) Vaults and walls from the cast-in-situ concrete and reinforced concrete - 200; d) Vaults and walls from the shotcreting - 100. 5.6.3.1.5. At the part-by-part working of openings in the rocky grounds it is possible to

apply linings in the form of variable rigidity vault (with vault abutments) made from cast-in-situ concrete, reclined simultaneously against the cavity concrete block walls and ground.

5.6.3.1.6. For the facilities operating in the conditions of hydrostatic pressure more than 0,3 МPа or alternating-sign temperatures, the cast-in-situ and precast steel-concrete linings can be applied in the form of metal insulation blocks with reinforcing cages, embedded in concrete after their mounting.

5.6.3.1.7. At the construction of tunnels by means of punching the circular linings made from the cast iron liner plates, or square linings in the form of integral sections (rigid frame structures) made from the pre-fabricated reinforced concrete should be applied.

The plant-manufactured reinforced concrete sections should have the maximum length, defined by capabilities of transport and hoisting equipment. The sections manufactured directly at the construction site can have the length up to 20 - 30 m and more.

For integration of solid sections in the longitudinal direction the welding of free lengths of reinforcement bars, bolting connections of embedded parts in the gutters by the ends of sections, or connection and crimping by pre-stressed longitudinal reinforcement should be used.

5.6.3.2. Structures of linings for the cut-and-cover method of works

5.6.3.2.1. The linings of tunnels at the cut-and-cover method of works should be provided in the form of single-, double-, three-, or multi-span closed frames, or in the form of arched

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structures made from pre-fabricated, cast-in-situ, or cast-in-situ and precast reinforced concrete. Preferably it is recommended to apply square linings.

5.6.3.2.2. The standard linings consisting from the flooring blocks, wall, foundation, and trough blocks, kneeboards, columns and runs should be used as pre-fabricated structures constructed in the open pit. Modification of the standard structures should be executed by the way of changes in configuration, dimensions, and types of separate blocks.

Integration of the pre-fabricated elements in the frame structure should be executed by means of welding of free lengths of reinforcement bars or embedded parts, embedded in concrete gaps, grouting or calking of joints with the cement grout.

In case the floor spans have the length more than 12 m it is advisably to apply pre-stressed reinforced concrete t-section or box-like section beams.

5.6.3.2.3. In case of loosed ground foundation (pulverescent and fine water-bearing sands, loosed argillic grounds) the lining of tunnels should be fulfilled with preliminary arrangement of distributing reinforced concrete plate having the thickness no less than 30 cm, in the grounds conditions do not require execution of special kinds of works preventing the structure settlement.

5.6.3.2.4. In case of availability of correspondent production base the frame structures of the main line tunnel linings can be applied in the form of solid sections. At the stream crossing it is possible to apply lining made from immersible sections.

5.6.3.2.5. The construction of structures by means of application of trench walls in ground technology should be executed in accordance with STP 014.

5.6.3.2.6. In the bearing structures of the stations the isolation joints should be provided the distance between which should be no more than 60 m. At the places of change of the structure type, ground type in the foundation, or abrupt change of loads on lining the additional isolation joints should be provided. The details of architectural decoration of the stations should also have joints along the line of isolation joint structures.

5.6.3.2.7. At the construction of tunnel structures in seismic regions the distance between the isolation joints should be defined by means of calculations.

5.6.3.3. Water-proof linings and anti-corrosion protection 5.6.3.3.1. The necessity of arrangement of the water-proofing and its type for different

kinds of lining is defined by the engineering-and-geological conditions of the construction, value of the hydrostatic pressure, presence of aggressive environmental effect, type of linings, possibility of providing of the concrete water impermeability at the accepted technology of the construction works execution, and other operating conditions.

5.6.3.3.2. The structures of tunnels constructed in the water-bearing grounds by the cut-and-cover method should have solid external water-proofing along the whole contour.

In case there is natural water drain under the tunnel, the wall drainage should be applied as additional water-proof protection. In case the foundation grounds have insufficient filtration ability the layer drainage should be provided under the buckle plate part of the tunnel.

5.6.3.3.3. Welded and glued water-proofing from bitumen-polymeric and from membrane type polymeric materials (on the polyvinyl chloride, high and low pressure polyethylene support, etc) at the cut-and-cover method of works from roll materials corresponding to the Table 5.6.2 and GOST 30547 should be provided. T a b l e 5.6.2

Parameter name

Indices for materials

Bitumen-polymeric (on the

polymeric support)

polymeric

(without support)

Conditional strength, МPа, no less than No standard 10,0

Breaking load under tension, N, no less than 600 No standard

Water absorption during an 24 hours, mass.%, no more than 1,0 1,0

Water-proofing at the hydrostatic pressure, МPа, no less than 0,2 0,3

Ductile-to-brittle transition temperature, °С, no more than Minus 25 Minus 50

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Parameter name

Indices for materials

Bitumen-polymeric (on the

polymeric support)

polymeric

(without support)

Flexibility of bar with rounded radius of 10,0 ± 0,2 mm, no more than

Minus 15 Minus 40

Heat distortion temperature, °С during 2 hours, no less than 85 85

Elongation at fracture, %, no less than 30 200

Adhesiveness to concrete, МPа, no less than 0,5 -

Chemical resistance (reduction of the conditional strength and

elongation, or breaking load under the effect of salts, acids, alkalis, petrol, mineral oils, etc), %, no more than

10 10

N o t e – Index of the chemical resistance is given for water-proofing tunnel structures subjected to the effect

of aggressive media.

5.6.3.3.4. In the buckle part the water-proofing should be laid to the concrete mattress (concrete class no less than В15) having the thickness no less than 10 cm with blinding using compo.

At the places of isolation joints the compensators should be provided for the external water-proofing, and sealing splines should be applied as additional guarantee of the water-proofing of linings.

At the arranging of water-proofing preliminary inserted on the surface elements of pre-fabricated linings the reliable methods of connection of separate elements of the water-proofing during the process of their mounting, and methods of its prevention from damages during the construction process should be provided.

5.6.3.3.5. Welded and glued water-proofing should be reliably protected from possible mechanical damages. Protection of water-proofing should be provided taking into consideration the operating conditions of the underground structure, its structural specifics, construction works execution technology, and type of the applied water-proofing material.

Protective coatings for the buckle part and flooring of the structure should be made from combo or fine concrete of no less than В25 class, and should have thickness of 4 - 10 cm. The protective coating of the flooring should be reinforced by reinforcing steel nets with

100×100mm or 150×150 mm meshes. The water-proofing of the structure walls should be protected by under-reinforced concrete

plates (В15), net shotcreting, polymeric membranes (such as «Hydroplast» profile sheets according to the TU 2246-049-00203387), or by other effective and reliable materials.

5.6.3.3.6. It is allowed to execute the water-proofing of «walls in ground» using as bearing structures in watered grounds by metal sheets having the thickness no less than 10 mm.

5.6.3.3.7. At the construction of tunnels by closed method according the NATM (New Austrian Tunneling Method) technology the pre-fabricated water-proofing should be put between the temporary external shotcreting and internal reinforced concrete bearing structure of the tunnel.

5.6.3.3.8. The water-proofing arranged, where appropriate, inside the linings should be protected by reinforced concrete casing designed for perception of expected hydrostatic pressure. In this case the firm forcing of the internal reinforced concrete structure to the water-proofing should be provided.

5.6.3.3.9. In the pre-fabricated reinforced concrete and cast iron linings of the shield-driven tunnels the sealing of joints between the lining elements, bolt holes (in case of cast-iron lining), and injection holes using the resilient seals or by means of calking should be provided.

5.6.3.3.10. The anti-corrosion protection of the steel structures should be executed in correspondence with the SNiP 2.03.11 and SNiP 3.04.03. In this case preparation of the metal surface should be executed according to the chapter 2 of the SNiP 3.04.03 and should conform to the 1st degree of treatment on the degreasing and 2nd degree of treatment from oxides according the GOST 9.402. The rounded radius of sharp edges should be no less than 2 mm.

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For padding should be applied, as a rule, zinc additive epoxy or polyurethane varnish-and-paint materials, and other modern materials meeting the corresponding requirements. The polyurethane, rubber, epoxy, and other varnish-and-paint materials should be applied as coating materials.

5.6.3.3.11. In case of application of steel structures or rolled metal products with their subsequent embedding in concrete or filling with concrete the preparation of their surfaces should be the same as for the anti-corrosion protection, and concrete works should be executed according to the specially elaborated order.

The external metal insulation in addition to its protection by anti-corrosion composition should be coated with gunite covering.

5.6.4. Loads and effects

5.6.4.1. Types of loads and effects 5.6.4.1.1. The loads and effects by the period of their action on the tunnel linings according

to the SNiP 2.01.07 should be divided to continuous and temporary (long-term, short-term, and specific) loads and effects.

5.6.4.1.2. The following should be related to the continuous loads: - filled ground weight, strata pressure; - Hydrostatic pressure; - Own weight of structures; - Weight of the buildings and structures located in the area of their effect on the

underground structure; - Persisting pre-stressing forces of linings and pressure of shield jacks. 5.6.4.1.3. The following should be related to the long-term loads: - The ground frost boil forces; - Weight of the stationary equipment; - Seasonal temperature effects, effects of settlement and creep of concrete, and some others

according to the SNiP 2.01.07; - Linings pre-stressing forces. The following should be related to the short-term loads: - Loads and effects of intra-tunnel and above-ground transport; - Loads and effects acting during the tunnel construction process: from the shield jacks

pressure, from the injection of the matrix under lining, from the forces emerging at the conveyance and mounting of elements of pre-fabricated structures, from the action of weight of excavating and other construction equipment, and some other loads defined by the specifics of execution of works.

5.6.4.1.4. The seismic and explosion effects, temperature effects, effects from shear deformation of the ground mass, and some other unordinary loads according the SNiP 2.01.07

that can be connected with the designed object should be related to specific effects and loads. 5.6.4.2. Continuous loads 5.6.4.2.1. At the calculations of the tunnel linings it is allowed to accept the vertical and

horizontal loads from the weight of the filled ground at the cut-and-cover method of works, from the ground pressure at the closed method of works, or from other continuous loads acting within the whole span or the whole height of the structure or opening as the uniformly distributed loads.

5.6.4.2.2. For the objects constructed by the cut-and-cover method the value of design vertical load from the filled ground should be accepted in correspondence with pressure of all its mass over the structure, taking into consideration the weight of the above-ground buildings and other structures supposed to be constructed over the given object or within the wedge of the ground failure.

5.6.4.2.3. The design vertical and horizontal loads on the lining of tunnels constructed by the closed method should be defined by the results of the engineering-and-geological

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researches taking into account the possibility of forming of the self-supporting arch in the grounds (Figure 1).

Figure 1. – Scheme for calculation of the height of wedge of failure

5.6.4.2.4. In the unstable grounds where formation of arch is impossible (water-saturated loose and argillic loose grounds) the load should be accepted taking into consideration the whole ground mass pressure over the tunnel structure. In such cases the design vertical and horizontal load qн and рн

, KN/m2, should be defined by the formulas:

;1

н ∑=

=n

i

ii HYq

( ),2/451

2н ∑=

−°=n

i

ii tgHYp ϕ

where Yi is the standard density of the ground of corresponding stratification layer, KN/m3; Нi is the thickness of the corresponding stratification layer, m; п is the number of stratification layers;

ϕ is the standard angle of internal friction of the ground at the tunnel cross-section level, degree.

The same loads should be accepted in case of arch formation if the distance from the top of the wedge of failure to the ground surface or to the contact with unstable grounds is less than the height of the wedge of failure.

5.6.4.2.5. The standard uniformly distributed loads: vertical - qн and horizontal рн

, KN/m2, in the conditions of arch formation for homogeneous ground mass should be defined by the formulas:

;н

ihq γ=

( ) ( ),2/455,0 2

1

н ϕγ −°+= tghhp where h1 is the height of the wedge of failure over the top point of the lining, m (Figure 1) defined according to the clauses 5.6.4.2.6 and 5.6.4.2.7;

γ is the standard density of the ground, KN/m3; h is the height of opening, m;

ϕ is the standard angle of internal friction of the ground at the tunnel cross-section level, degree.

5.6.4.2.6. The height of the wedge of failure А over the top point of the lining in the conditions of the arch formation (figure 1) for soft dewatered grounds should be defined by the formula:

,2

1f

Lh =

where L is the span value of the wedge of failure defined by the formula:

L = b + 2htg (45° - ϕ/2);

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f is coefficient characterizing the stability of the groundа in the opening according the Table 5.6.3;

b is the span value of the opening, m. T a b l e 5.6.3

Type of the ground of the opening cross-section and roof Coefficient f

Hard lithified clays (foliaceous, argillaceous, marly, etc) 1,0

Hard consistence clays, overconsolidated like the upper carboniferous or proterozoic ones 0,9

Coarsely clastic grounds with clay sand and sandy filler, thick, clays and hard consistence

argillo-arenaceous grounds

0,8

Thick low-watered sands or clay sand and argillic-arenaceous grounds 0,7

Half-hard consistence clays and argillic-arenaceous grounds 0,6

Height of the wedge of failure h1 over the top point of the lining for the tunnels constructed in the argillic grounds at the depth more than 45 m should be accepted using the coefficient К

= Н / 45, where Н is the depth of the tunnel bedding from the ground surface to the bottom of the tunnel lining, m.

In case the tunnels are bedded in argillic grounds the hardness of which decreases under the effect of inflowing underground waters the height of the wedge of failure h1 should be increased in the range up to 30 %.

N o t e – For the three-vault stations the total width of the station openings should be accepted as the span value of the opening «b».

5.6.4.2.7. The height of the wedge of failure h1 over the top point of the lining in the

conditions of the arch formation for rocky grounds should be defined by the formulas: а) for rocky grounds exerting the vertical and horizontal pressure,

,2,0

1αR

Lh =

б) for rocky grounds exerting the vertical pressure only,

,2,0

1αR

bh =

where R is the ultimate compression strength of the ground «in a piece» (sample), МPа;

α is the coefficient considering the effect of the mass fissuring accepted by the Table 5.6.4 on the base of ultimate compression strength of the ground «in a piece» and category of the mass by the fissuring degree defining depending on the fissure cavitations and the density of fissures (average distance between the fissures in the most developed fissure system) by the Table 5.6.5 , and additional characteristics of the fissuring according to the CN (Construction

Standards) 484. T a b l e 5.6.4

Category of the rocky ground mass by the

fissuring degree

Coefficient α at the ultimate compression strength of the ground «in a piece», МPа

10 20 40 80 160

I – practically without fissuring 1,7 1,4 1,2 1,1 1,0

II – low- fissuring 1,4 1,2 1,0 0,9 0,8

III – average fissuring 1,2 0,9 0,7 0,6 0,5

IV – heavy fissuring 0,9 0,7 0,5 0,4 0,3

V - splitted (divisible rock) 0,7 0,4 0,3 0,2 0,1

Т а б л и ц а 5.6.5

Fissuring cavitation, %

Category of grounds at the fissures density, m

Very low

density (more

than 1,0)

Low density

(1,0 - 0,3)

Heavy density

(0,3 - 0,1)

Very heavy

density (less

than 0,1)

Small – less than 0,3 I II III IV

Average - 0,3 - 1,0 II III IV V

Big - 1,0 - 3,0 III IV V V

Very big – more than 3,0 IV V V V

N o t e s :

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Fissuring cavitation, %

Category of grounds at the fissures density, m

Very low

density (more than 1,0)

Low density (1,0 - 0,3)

Heavy density (0,3 - 0,1)

Very heavy

density (less than 0,1)

1. At the definition of the fissuring cavitation the loose and argillaceous material of the fissures filling should

not be taken into consideration.

2. At the big and very big fissuring cavitation with simultaneous well-defined division of the mass to the

blocks by their fissuring degree it should be related to the V category (splitted) regardless of the fissures density.

3. In the conditions of expected total discontinuity of the rocky grounds in the result of their intensive

stratification (cleavage) the grounds should be related to the category V. 4. In case of presence of the running surfaces the category of the ground by the fissuring degree should be

increased on one level.

5. At the fissures partially healed with hard (crystal) material the category of the ground by the fissuring

degree should be decreased on one level, and at the totally healed fissures they should be accepted by the I

category.

Availability of the horizontal pressure of the rocky ground should be defined according the experience of construction in analogous conditions. In case of lack of analogues the calculation of linings should be executed in two versions: with the horizontal pressure and without it.

5.6.4.2.8. The height of the wedge of failure for rocky grounds obtained by the formulas 5.6.4.2.7 should be corrected by its multiplying coefficients considering the effect of the following factors:

а) Water inflow in the opening for the cases where the fissures are filled with loose or soaking argillaceous material, - 1,2;

b) Location of the fissures in the most developed their system under the angle to the tunnel axis less than 45° - 1,1;

c) Driving of the openings without application of drilling and blasting operations - 0,8. 5.6.4.2.9. In cases when the unfavorable for lining processes (developing of the tectonic

tension, rebound, running grounds, karst-suffusion occurrences) can be developed in the ground mass, or considerable change of properties and conditions of the grounds resulting from application of special methods of works is supposed, the load on lining values should be defined on the base of special researches.

5.6.4.2.10. At the height of the rocky ground wedge of failure less than 1/6 of its span, the calculation of the underground structures for the action of inrushes should be executed. The vertical load by the intensity received from the conditions of the arch formation should be distributed within the area corresponding to 1/4 of the opening span in the most unfavorable position for the lining work.

5.6.4.2.11. In case of contact with the less hard ground over the tunnel structure within the wedge of failure, the load on lining from the wedge of failure should be defined by the parameters of the less hard ground, and in case of availability of the loose grounds not capable to the arch formation the load on lining from the weight of all superincumbent mass of grounds should be defined.

If the contact with the more loosed ground is located within the range from one to three heights of the wedge of failure, the value of the standard vertical load qн, KN/m2, should be defined by the formula:

( ),

2 1

н

2

н

1н

1

н

h

qqaqq

−−=

where н

1q is the standard vertical load from the wedge of failure obtained by the parameters of the less hard ground, or the load from the weight of all mass of grounds over the tunnel structure (in case of availability of the loose grounds not capable to the arch formation within the range from one to three heights of the wedge of failure), KN/m2;

н

2q is the standard vertical load from the ground containing the tunnel, KN/m2;

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a is the distance from the top of the wedge of failure to the contact with the less hard ground, or with the loose ground not capable to the arch formation, m;

h1 is the height of the wedge of failure of the ground containing the tunnel, m. 5.6.4.2.12. The value of the vertical load from the strata pressure on linings of parallel

closely-located tunnels in case of probability of the arch formation should be defined depending on the size of opening, sizes and bearing ability of pillars between them, as well as on the works execution technology:

а) in case of formation of individual wedge of failure over the each opening – for the each opening separately;

b) in case of formation of total wedge of failure over the openings – to be defined as for the opening span of which is equal to the sum of spans of all openings and width of pillars between them.

5.6.4.2.13. The value of the standard load on the tunnel lining in the water-saturated loose grounds containing the free water should be accepted as the common action of the hydrostatic pressure of water and pressure of ground in the suspension state. In this case the standard

volume weight of the ground suspended in water γвзв, KN/m3, should be defined by the formula:

( ),γε1

1γ sвзв ∆−

+=

where γs is the standard volume weight of the ground defined by the data of laboratory researches, KN/m3;

∆ is the volume weight of water accepted to be equal to 10 KN/m3;

ε is the value of the ground porosity factor defined by the experimental data. The value of the hydrostatic pressure should be accepted taking into consideration the

highest level that will be settled after the completion of construction. 5.6.4.2.14. The load from the weight of buildings situated over the tunnel structure should

be accepted depending on the number of floors in the amount of 10 KN/m3 per a floor. In case the buildings and other above ground structures are located within the ground

wedge of failure the correspondent increasing of the horizontal load should be taken into consideration.

5.6.4.2.15. The standard horizontal load on the circular linings in argillic grounds of the fluid and semi-fluid consistency, water-saturated grounds, as well as in the grounds dropping into the fluid state during the operation conditions should be accepted equal to no more than 0,75 of the value of the standard vertical load defined in correspondence with the weight of superincumbent ground mass.

5.6.4.2.16. The standard vertical load from the own weight of structures should be defined on the base of design dimensions of the structures and specific weight of materials.

5.6.4.2.17. The reliability factors for the continuous loads at the calculation of the lining structures by the loss of sustaining capacity should be accepted by the Table 5.6.6. T a b l e 5.6.6

Type of the load Reliability factor

Vertical from the ground pressure:

From the weight of the whole ground mass over the tunnel; 1,1 From the strata pressure at the arch formation for the grounds:

а) rocky 1,6

б) argillic 1,5

в) sands and coarsely clastic rocks 1,4

From the ground pressure at the inrushes 1,8

Horizontal – from the ground pressure 1,2 (0,8)

Hydrostatic pressure 1,1 (0,9)

Own weight of structure:

Pre-fabricated reinforced concrete 1,1 (0,9)

Cast-in-situ concrete and reinforced concrete 1,2 (0,8)

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Type of the load Reliability factor

Metal 1,05 insulation, leveling, decorative layers 1,3

Persisting forces from the pre-stressing linings and pressure of the shield jacks 1,3

The value of the reliability factor indicated in the Table 5.6.6 in brackets should be accepted only in case when the decrease of the load leads to the more unfavorable load of linings.

At the calculation of the structures strength and durability for the construction stage the reliability factors by the continuous loads should be accepted equal to 1.

In the calculations of the linings floating up the value of the stability factor should be accepted no less than 1,2.

5.6.4.3. Temporary and specific loads and effects 5.6.4.3.1. The standard temporary vertical and horizontal load on linings from the above-

ground transport, reliability factors and dynamic factors should be accepted according to the SNiP 2.05.03.

5.6.4.3.2. The standard temporary vertical load on the track rail (figure 2) from the each axis of the rolling stock with passengers should be accepted equal to 150 KN.

The standard horizontal shearing load from the centrifugal force and impacts of the rolling stock, longitudinal load from the deceleration or moving force, as well as reliability factors and dynamic factors for these loads should be accepted according to the SNiP 2.05.03.

5.6.4.3.3. The temporary standard uniformly distributed load on the stations platforms, staircases, floorings of the machine rooms of escalators, ticket halls, and other floorings on which the passengers moving is supposed should be accepted equal to 4 KN/m2 (400 kgf/m2) with reliability factor of 1,4.

5.6.4.3.4. The temporary load on linings occurring during the construction process should be defined in correspondence with accepted technology of execution of works taking into consideration the character of effect on lining from the tunneling, проходческого, conveying-and-lifting, mounting, or other equipment.

The load reliability factor for the temporary load from the shield jacks pressure on lining should be accepted equal to 1,3.

5.6.4.3.5. Action of the ground frost boil forces on linings in the area of alternating-sign temperatures should be taken into consideration at the bedding of tunnels in the damp fine and pulverescent sands, in argillic or coarsely clastic grounds with argillic filler, in the grounds with consistency index JL > 0 according to the SNiP 2.02.04 depending on the frost boil degree at the seasonal freezing of the near-contour ground layer under the lining on the depth more than 0,5 m. The consistency of the argillic grounds should be accepted taking into consideration the prognosis of its change at the stage of the tunnel operation.

Figure 2. – Scheme of the load on the track rails from the rolling stock

The standard load from the ground frost boil forces qп, МPа emerging at the contact of the tunnel linings with freezing ground should be defined by the formula:

,4

10п

+= mh

F

lqq

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where q0 is the uniformly distributed load from the standard frost boil forces, МPа, defined experimentally and corresponding to the load to be imposed on the surface of the heaving soil for the total suppression of rebound deformation of the given ground;

l is the perimeter of linings on the external surface, m; F is the opening cross-section area, m2; hm is the calculated depth of the seasonal freezing ground layer under the tunnel lining, m. The reliability factor of load at the definition of the load from the frost boil forces should

be accepted as the load from the strata pressure at the arch formation by the Table 5.6.6. 5.6.4.3.6. The reliability factors of temporary load for the other temporary loads or effects

to be considered at the designing of specific construction structures, depending on the conditions of execution of works (weight of stationary equipment, load from suspended crane equipment, effect of the settlement and creep of concrete, and others) should be accepted according to the SNiP 2.01.07.

5.6.4.3.7. The seismic effect on the tunnel lining for the structures erected in the regions (zones) having the seismicity of 7 balls and more should be considered by the Manual [16].

5.6.5. Calculation of structures of the underground facilities

5.6.5.1. The analytical models of the structures should maximally correspond to the structures operating conditions and specifics of interaction of the designed structure elements with each other and with the ground.

5.6.5.2. Calculation of the underground structure should be conducted in correspondence with basic provisions of the GOST 27751 taking into consideration unfavorable combinations of the loads and effects probable for the separate elements or for the whole structure that can act simultaneously during the construction or operation. In this case it is necessary to consider the following:

- General combinations of loads consisting from the continuous and temporary (long-term and short-term) loads and effects;

- Special combinations of loads consisting from the continuous loads, most probable temporary loads, and one of the specific loads or effects.

The simultaneously acting temporary loads should be considered according to the SNiP

2.01.07. 5.6.5.3. The structures should be calculated by the marginal states of the first and the

second groups. 5.6.5.4. The calculations by the first group marginal states are obligatory for all structures.

They should be fulfilled for general and special combinations of loads using the reliability factors, load combination coefficients according to the SNiP 2.01.07, coefficients of structure operating conditions, and calculated values of strength characteristics of their materials, and where appropriate, dynamic factors.

The tunnel linings should not be checked on their robustness, excluding the big span linings with minimum covering over the flooring, the calculation of which is conducted by the bridge diagram.

5.6.5.5. The calculations of structures constructed by the closed method by the first group marginal states should be executed taking into consideration the specifics of their operation:

а) For the cast-in-situ concrete and cast-in-situ reinforced concrete linings in the dewatered grounds, or in case of availability of water-proofing the probability of plastification in the most tense cross-sections should be taken into consideration;

b) For the cast iron and pre-fabricated reinforced concrete linings with pull braces the location and size of initial gaps in the joints, deformability of joints and probability of plastification should be taken into consideration.

At the calculation of concrete and reinforced concrete linings the additional coefficient of the structure operating conditions reflecting the inaccuracy in the analytical model for the cast-in-situ linings should be accepted equal to 0,9, and for pre-fabricated linings the

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deformability of joints should be taken into consideration. 5.6.5.6. Calculation of linings by the second group marginal states should be executed for

the general combination of loads using the reliability factors on the loads and on the structure operating conditions equal to 1, and for standard values of the strength characteristics of materials.

At the calculation of linings constructed by the cut-and-cover method of works the following requirements should be considered:

- For the reinforced concrete elements of the floorings the values of vertical deflections and crack opening displacement should be defined, in this case the value of deflection from the action of continuous and temporary vertical loads within the span should not exceed 1/200L (L is the length of calculated span) at the limiting value of prolonged opening displacement of the separate cracks up to 0,2 mm;

- For the reinforced concrete elements of walls the values of horizontal deflections and crack opening displacement should be defined, при этом величина deflection from the action of continuous and temporary loads for the walls of underground structures should not exceed 1/300Н, for the ramp walls - 1/200Н (Н is the calculated height of the wall) at the limiting value of prolonged opening displacement of the separate cracks up to 0,3 mm.

The circular outline structures constructed by the closed method should not be checked on deformability.

N o t e – It is allowed not to execute the calculation of structure by the second group marginal states if the

practice of application of analogous structures or experimental testing of the designed structures suggests that

their hardness is sufficient, and the structures provide normal operation of facilities.

5.6.5.7. The reinforced concrete elements of the pre-fabricated tunnel linings without the arrangement of solid water-proofing constructed by the closed method in the watered grounds should be calculated on the load taking into consideration the reliability factors on loads according the clause 5.6.4.2.17 on the base of conditions of impermissibility of fissuring at the all stages of work (manufacturing, storage, transportation, mounting, and operation).

In the tunnel linings constructed in the dewatered grounds, as well as in the linings having the water-proofing along the whole contour the value of crack opening displacement is allowed to be no more than 0,2 mm.

5.6.5.8. The statistical calculations of linings for all types of tunnels constructed by the cut-and-cover and closed method of works on the designed loads can be executed by the construction mechanical methods (for example, according to the [17]).

Calculations of linings of the tunnels constructed by the closed method should be conducted taking into consideration the back pressure of the ground mass, except for the linings designed for the loose grounds (like the running or mud grounds) that can be calculated without considering of the back pressure.

5.6.5.9. The calculations of the crack resistant cast-in-situ and pre-fabricated round outlined (circular, elliptical, etc) linings with pull braces in the deep burial tunnels (no less than three-fold width of opening to the surface ground) in the homogeneous isotropic grounds can be executed by the mechanical methods for solid media on the base of solution of the contact problem regarding the interaction between the lining and ground mass. The initial data at the calculation by these methods are the values of main initial stresses (gravitational or tectonic) in the virgin ground, deformation characteristics of the lining materials and surrounding ground, as well as technology of the tunnel construction according to the [18].

5.6.5.10. It is allowed to conduct the pre-calculation of the structures on the base of assumption of linear work of the structure material and ground mass using the data on the elastic resistance coefficient.

The deformation characteristics of the ground mass (modulus of deformation, Poisson’s ration, elastic resistance coefficient) should be defined on the base of data of engineering-and-geological researches, natural and laboratory researches, as well as the data obtained during the construction of tunnels in the analogous engineering-and-geological conditions. In case of

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lack of experimental data it is allowed to accept the elastic resistance coefficient by the Table 5.6.7. T a b l e 5.6.7

Grounds in the opening cross-section

Resistance coefficient, N/cm3 (kgf/cm3)

At the specific pressure on the

ground up to 0,4 МPа (4 kgf/cm2)

At the specific pressure on the

ground more than 0,4 МPа (4

kgf/cm2)

Rocky of average hardness (temporary resistance to the single-axis compression in the water-saturated conditions 25 - 40 МPа (250 - 400 kgf/cm2):

Low fissuring 1000 - 1500 (100 - 150) 1000 - 1500 (100 - 150)

Heavy fissuring 400 - 600 (40 - 60) 400 - 600 (40 - 60)

Rocky of average and low hardness (temporary resistance to the single-axis compression in the water-saturated

conditions 8 - 25 МPа (80 - 250 кгс/см2):

Low fissuring 700 - 1000 (70 - 100) 700 - 1000 (70 - 100)

Heavy fissuring 200 - 400 (20 - 40) 200 - 400 (20 - 40)

Intact hard clays 150 - 250 (15 - 25) 80 - 150 (8 - 15)

Fractured half-hard or hard clays 100 - 200 (10 - 20) 50 - 100 (5 - 10)

Coarsely clastic, tight sands 70 - 100 (7 - 10) 50 - 70 (5 - 7)

In the refined calculations the running features and nonlinearity of the structure material work, and corresponding characteristics obtained by experimental methods for the tunnel surrounding ground should be used, with application of the method of sequential loading of the structure up to marginal state.

5.6.5.11. The frictional and adhesive forces between the tunnel lining and ground should be taken into consideration, except for the cases of bedding of the tunnel in loose grounds. In this case the values of tangential stress transferred to the ground should not exceed the values of extreme shearing stresses for the ground.

5.6.5.12. For the pre-fabricated tunnel linings in foundation of which watered fine and pulverescent sands or hydromorphic binder soils are bedded it is recommended to execute testing of the circular joints strength taking into consideration the effect of temporary load from the Underground Railroad train traffic.

The lining in the whole should be calculated as a beam on the elastic foundation under the load from passing train. At the train speed up to 70 km/h the dynamic factor should be accepted equal to 1, and at the speed of 70 km/h and more - 1,1.

The testing of the tensile strength of concrete of the buckle part of linings and calking of joints should be executed taking into consideration cycling of load.

5.6.5.13. At the calculation of linings extruded in the ground in the general combination of loads at the stage of their mounting the full pre-stressing force and temporary construction load should be taken into consideration. At the stage of lining operation the effective pre-stressing force should be taken into consideration in case when it exceeds the normal force of the strata pressure. Otherwise the calculation should be conducted in the same way as for non-extruded linings.

5.6.5.14. The joints of concrete and reinforced concrete blocks and liner plates should be calculated on the strength and crack resistance for the most unfavorable distribution of the contact forces in the joint.

The extreme normal force in the cylindrical joint (bearing capacity of the joint) Nн, МPа, should be defined by the formula:

,2

175,0э

эбн

−=

h

ebhRN

where Rб if the calculated axis compression resistance of concrete, МPа;

b is the width of the block or liner plate, m; hэ is the height of cross-section of the element, m; е is the possible centering error in the joint (in case of lack of data it is accepted equal to

hэ/30), m.

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5.6.5.15. The strength testing of the concrete cross-sections and reinforced concrete linings should be executed in accordance with the SNiP 52-01.

The strength testing of cross-sections of the cast iron tunnel linings by the marginal states should be executed according to the SNiP II-23.

5.6.5.16. The ribs of elements of the pre-fabricated linings tightened by bolts should be calculated on the strength and crack resistance at the critical forces of the bolts. These forces should be calculated by the standard resistance of the bolt steel with coefficient equal to 1,25.

5.6.5.17. The structures of the column stations constructed by the closed method at the sequential construction of separate station tunnels should be tested according the analytical models providing the different phases of stress and strain state of the structure and its separate parts during the construction process.

The steel columns should be designed taking into consideration the operating conditions coefficient equal to 0,8, and the centering error in the cross and longitudinal directions of the station accepted depending on the structure of the heel joints, cm:

а) at the hinge support - 3; b) at the plate support - 10; c) at the support through the centering bearings - from 5 to 9 (depending on their

dimensions); d) at the hinge support with tangential bearing parts - 2. In case of taking measures preventing displacement of columns during the construction

process and opening of joints between the columns and tubing ends at the plate support, it is allowed to decrease the centering errors in the cross direction to 5 cm.

5.7. Track and contact rail

5.7.1. Track

5.7.1.1. The parameters of the plan and longitudinal profile of tracks should correspond to the clause 5.2.

5.7.1.2. The following should be provided as the substructure: а) for the underground sections – flat foundation made from the reinforced concrete or

cast-in-situ concrete according to the Table 5.6.1; b) for the ground sections - flat foundation made from the reinforced concrete or road bed

according to the SNiP 32-01 of the I category railroads; c) for the above-ground sections - reinforced concrete or metal structures of bridges

(including viaducts and overhead roads) according to the SNiP 2.05.03. 5.7.1.3. For the road bed of the above ground section the following should be provided: - ground compaction in the embankments; - Protective layer from sands (excluding the fine and pulverescent sands) under the ballast

section according to the Table 5.7.1. The slope grade of the protective layer should be equal to 1:2;

- removal of the surface and ground waters from the road bed; - strengthening of slopes of the road bed.

T a b l e 5.7.1

Tracks

Thickness of the protective layer (sand cushion), m, no less than, for the

road bed grounds

drainage Non-drainage

Main line 0,2 1,1

Station and connecting 0,2 0,8

5.7.1.4. As the superstructure the rails, rail fastenings, track switches, scissors crossings, rail seats, track concrete or ballast layer should be provided.

5.7.1.5. The superstructure should correspond to the Table 5.7.2. 5.7.1.6. The width of the rail gage at the curve track sections should be accepted: а) for the double-line sections of the main line tracks with the width of inter-track space

less than 6,5 m – equal for the both tracks depending on the curve radius by the working line

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of the inter-track space; b) for other sections of the main line tracks, as well as for station and connecting tracks –

separately for each line, depending on the curve radius by the working line of the track in case of availability of the easement curve, and depending on the curve radius by the working line of the track in case of lack of the easement curve.

5.7.1.7. The welding of rails into the continuously welded rails should be executed by electric contact, aluminothermic or other method approved in the established order.

5.7.1.8. The intermediate rail fastenings should provide: - electric insulation of rails from the substructure, tunnel linings, track concrete layer,

reinforced concrete rail seat according to the clause 5.21; - possibility of quick change of rails and regulation of their positions by the height at the

rail seat laid on the track concrete layer. The fastenings installed on the wooden rail seat with the tie plates and screw track-spikes

should be provided: T a b l e 5.7.2

Parameter

Main line tracks Station tracks

Connecting

tracks Outside the

platform

station

Within the platform

station

Outside the inspection

pits

Within the inspection

pits

Type of rails Р50 Р50; Р50(С) Р50; Р50(С)

Number of the rail seats, pieces, per 1 km of the track:

Cross-ties on the track concrete layer 1680

1840

- 1680

1840

- 1680

1840

cross-ties on the ballast layer 1840

2000

1600

1760

- 1600

1760 Short cross-ties on the track concrete layer 2×1680

2×1840

2×1680

2×1840

2×1600

2×1600

2×1680

2×1840 sills on the track concrete layer 2×400

2×400

2×400

2×400

- 2×400

2×400

N o t e s

1. The used rails types are indicated with the С symbol (С).

2. The number of the rail seats is indicated: above the line – for straight and curve sections having the radius

of 1200 m and more, under the line – for the curve sections having the radius less than 1200 m. 3. The type of the rail seat (wood, composition material, reinforced concrete) should be accepted in

correspondence with the approved technical documentation.

4. The sills are located along the track, for each sill no less than four intermediate rail fastenings should be

provided.

5. In case of substantiation it is allowed to apply the rails of heavier types.

а) for the underground sections outside the inspection pits and for the above ground sections in case of the rail seat laid on the track concrete layer – separate type with elastic or free fixing of the rail and resilient pads;

b) for the underground sections within the inspection pits – non-separate type; c) for the above ground sections in case of the rail seat laid on the ballast layer – separate

type on the main line tracks, separate or non-separate type on the station and connecting tracks;

d) for the ground sections and approaches to them having the length of 200 m by the each side - separate type with providing of electric insulation of the tie plates from the rail seats, screw track-spikes, and intermediate wood screw fastenings of the bridge type flange rails.

At the curve underground and above-ground sections of the main line tracks having the radius of 400 m and less on the wooden rail seat laid on the track concrete layer the intermediate fastenings with prolonged eight-hole tie plates should partially be applied.

The fastenings for the rail seat of other type should be accepted in correspondence with the approved technical documentation.

The bolted rail joints should be current-conducting or insulating, according the clauses 5.12 and 5.21.

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5.7.1.9. To provide the electrical conduction of the bolted rail joints the following should be applied:

а) at the underground and closed ground (above ground) sections where the effective traction current in the peak hours in the both rails of the one track does not exceed 1500 А - graphite grease or belleville springs, where the effective traction current exceeds 1500 А - graphite grease in combination with electrical connectors, or belleville springs.

b) at the open ground (above ground) sections, track switches, and scissors crossings - electrical connectors.

The electric resistance of the bolted rail joint should be no more than the resistance of the integral rail section with the length of 1 m.

The gap size in the current-conducting bolted rail joints should correspond to the Table 5.7.3.

The insulating bolted rail joints should be provided with polymeric fishplates or should be of the adhesive-bolted type.

5.7.1.10. At the main line tracks in front of switch blades of the track switches located in the face direction for the tracks passing in the right direction the fender beams should be installed. The same fender beams should be installed in front of the switch blades of the track switches and scissors crossings on the station tracks independently from the direction of the train traffic. T a b l e 5.7.3

Temperature of rails* at the joint assembling,

°С:

Gaps in the joints, mm

underground sections located at the distance more than 200 m from the tunnel

portal

underground sections located at the distance less than 200 m from the tunnel

portal, ground and above-ground sections

от до 25 m and less rail

length

300 m and less

continuously welded

rails length

12,5 m rail length 25 m rail length

-60 -50 - - 18,0

21,0 -50 -40 - - 16,5

-40 -25 - - 15,0

-25 -20 - - 13,5

19,5

-20 -15 - - 18,0

-15 -10 - - 12,0 16,5

-10 -5 9,0 12,0 10,5

15,0

-5 0 13,5

0 5 7,0 9,0 9,0

12,0

5 10 10,5

10 15 4,5 6,0 7,5

9,0

15 20 7,5

20 25 2,0 3,0 6,0

6,0

25 30 4,5

30 35 0 0 4,5

3,0

35 40 1,5

40 50 - - 3,0 0

50 60 - - 0 * Negative temperatures of rails are indicated with «-» symbol.

At the underground and closed above ground sections near the track switches and scissors crossings location places the sites for storage of metal parts of the track switches and scissors crossings should be provided at the level of the rail heads.

5.7.1.11. The track switches and scissors crossings located at the open above ground sections and included in the electrical centralizing should be equipped with automated pneumatic blowing facilities, or, according the design assignment, with electric heating facilities.

5.7.1.12. The bridge type flange rails at the above-ground sections of the track should

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correspond to the type of the laid rails and should be installed inside the rail gage along the both rails of the each track. It is recommended to apply the used rails as the flange rails.

5.7.1.13. At the metal bridges with temperature spans more than 100 m the feathered joints corresponding to the type of the laid rails with bypass electrical connectors should be applied for compensation of longitudinal shifting of the rails.

5.7.1.14. The following items should be provided as the rail seats: - wooden cross-ties and wooden short cross-ties according to the GOST 22830; - wooden beams for the track switches and scissors crossings according to the GOST 8816; - reinforced concrete cross-ties according to the GOST 10629; - reinforced concrete and other structures according the approved technical documentation. The wooden rail seats should be soaked with antiseptics not conducting the electric current. 5.7.1.15. The following items should be provided for laying of the rail seats: а) On the flat basement made from reinforced concrete or cast-in-situ concrete – as a rule,

track concrete layer; b) On the road bed - ballast layer; c) On the bridge structures - ballast layer; d) On the track switches and scissors crossings - ballast layer. The wooden rail seat laid on the track concrete layer should be positioned upper face

down, on the ballast layer – upper face up. The length of the wooden short cross-ties at the main line tracks within the station platform

should be equal to 0,9 m, at the station tracks within the inspection pits - 0,75. The ends of the wooden cross-ties, bucked at the laying on the track, and newly perforated

in the wooden rail seat wood screw holes should be three times creased with antiseptics not conducting the electric current.

For the track concrete layer the concrete of В15 class by the compression strength according to the SNiP 52-01, and for the ballast layer the crushed natural stone of the I20, I40 rocky marks by the abrasive resistance according to the GOST 7392 should be provided.

The cross profile of the track concrete layer should provide the removal of water from the rails and intermediate rail fastenings.

The following width of the ballast section by the top at the open single-line above-ground sections should be accepted, m, no less than:

а) At the main line tracks - 3,6; b) At the station and connecting tracks - 3,4. At the curve sections of the main line track having the radius less than 600 m the width of

the ballast section from outside should be increased by 0,1 m. The ballast section slope grade should be 1:1,5. The surface of the ballast section should be situated 3 cm lower than the upper face of the

wooden rail seat, and should be at the same level with the top of middle part of the reinforced concrete cross-ties.

The minimum thickness of the track concrete and и ballast layer under the wooden rail seat should be accepted according to the Table 5.7.4.

The thickness of the ballast layer under the reinforced concrete cross-ties should be 5 cm more than under the wooden rail seat. T a b l e 5.7.4

Parameter

Thickness of layer, cm, no less than

At the rail location places At the inner rail on the

curve sections location

places with canting

At the straight and

curve sections

without canting

At the track

switches and

scissors crossings

Track concrete layer 16 - 10

Ballast layer in the pressed state:

On the flat basement from reinforced

concrete or cast-in-situ concrete

30 24 24

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Parameter

Thickness of layer, cm, no less than

At the rail location places At the inner rail on the

curve sections location places with canting

At the straight and

curve sections without canting

At the track

switches and scissors crossings

On the road bed 30

25

30

25

30

25

On the above-ground sections 24 - 24

N o t e – The thickness of the ballast layer above the line is indicated for the main line tracks; under the line -

for station and connecting tracks.

5.7.1.16. Near the underground stations, as well as in the middle of the underground runs the length between the station axis more than 1,5 km the 15 - 18 m2 storage area should be located for storage of heavy line instruments and materials. In the storage area the lighting, electric power supply for connection of the line instruments, and metal box for storage of fuel and lubrication materials should be provided. The storage area floor should be arranged at the level of the rail heads.

Near the connecting chambers the pointsman booth with the area no less than 1,5 m2 should be located. In the booth lighting, electric heating and station communication telephone should be provided.

5.7.1.17. The calculations of the superstructure should be executed on the base of the following ranges of the rail temperature fluctuation:

а) At the underground sections situated at the distance more than 200 m from the tunnel portal - from 0 to 30 °С;

b) At the underground sections situated at the distance less than 200 m from the tunnel portal, and at the ground and above ground sections – according the technical instructions [2].

5.7.1.18. The project documentation on the track construction should contain the following information about the track elements:

- piquet and altimetry data of the line stakes; - piquet and geometry parameters of the elements of plan and longitudinal profile of the

track axis, rails and rail joints. The composition of the documentation on the new track structures should include the

project of execution of the line works and instructions on their operation. 5.7.1.19. The installation of the wayside and signal markers along the tracks should be

provided. Near the track switches and scissors crossings the installation of the surveying rods

(surveying poles) should be provided.

5.7.2. Contact rail

5.7.2.1. The contact rail should be located on the left side in the direction of the train traffic, and at the separate sections by the right side.

At the curve underground sections of the track having the radius less than 200 m the contact rail should be located on the outer side of the curve, and within the island type underground station platforms and service platforms – under the platform.

5.7.2.2. The contact rail fastening facilities should provide: - electric insulation of the contact rail from the superstructure and tunnel linings; - possibility of regulation of the contact rail position; - possibility of connection of the electric power supply facilities to the contact rail. 5.7.2.3. The distance between the brackets for the contact rail fixing should be within 4,5m

and 5,4m. At the main line sections with longitudinal slope more than 40 ‰, and at the curve in the

plan having the radius of 400 m and less the distance between the brackets should be decreased to 2,5 m.

5.7.2.4. Welding of the contact rails into the rail strings should be executed by the electric contact method. The length of the rail strings should be equal to, m, no more than:

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а) at the underground sections located at the distance more than 200 m from the tunnel portal at the traction current up to 3000 А - 100, and at the traction current more than 3000 А - 75;

b) at the underground sections located at the distance less than 200 m from the tunnel portal, and at the ground и above ground sections - 37,5.

The temperature joints should be provided at the welded rail strings connection places. The temperature joint electrical resistance should be no more than the resistance of the

integral part of the contact rail with the length of 1,25 m. The gaps in the temperature joints should be accepted by the Table 5.7.5.

T a b l e 5.7.5

Temperature of rails* at the

joint assembling, °С:

Gaps in the joints, mm

underground sections located

at the distance more than 200

m from the tunnel portal

underground sections located at the distance more

than 200 m from the tunnel portal, ground и above

ground sections from to

Less than - 30 - 38

-29 -26 - 32

-25 -21 - 30

-20 -16 - 27

-15 -11 - 25

-10 -6 38 23

-5 -1 36 20

0 4 32 18

5 9 26 16

10 14 20 14

15 19 14 11

20 24 8 9

25 29 2 7

30 34 0 5

32 39 - 2

40 and more - 0 * Negative temperatures of rails are indicated with «-» symbol.

The distance between the brackets adjacent to the temperature joints should be no more than 2,5 m.

5.7.2.5. To prevent the creeping the contact rail should be fixed by means of installation of four anticreeping devices on the welded rail string regardless from its length. At the main line tracks located at the longitudinal slope more than 30 ‰, and within the station platform in the middle of the welded rail string additional paired brackets with anticreeping devices should be provided.

5.7.2.6. At the places of sectioning of the contact network, and at the places of location of the track switches, scissors crossings, leveling devices and equipment in the area of the contact rail laying the contact rail air gaps should be provided.

5.7.2.7. At the places of arrangement of the air gaps at the main line track contact rails the end ramps with the 1:30 (receiving end) and 1:25 (sending end) slope, and at the station and connecting tracks – with 1:25 slope should be provided.

The distance between the metal ends of contact rail ramps overlapping by the trolleys of one passenger car should be no more than 10 m, non-overlapping by the car trolleys - no less than 14 m.

The equipment installed within the air gap of the contact rail should be located at the distance no less than 0,8 m from the metal end of the ramp.

5.7.2.8. The length of the contact rail with ending ramps should be no less than 18,7 m. In the constrained conditions in case it is necessary to locate the equipment in the area of the contact rail laying, it is allowed to accept the length of the contact rail with ending ramps no less than 12,5 m with its fixing by the anticreeping devices at the each bracket.

5.7.2.9. It is allowed to accept the length of the contact rail within the inspection pit of the

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station track situated behind the area of the rolling stock turnaround according to the clause 5.7.2.8.

5.7.2.10. The calculations of the contact rail should be executed taking into consideration the range of the rail temperature fluctuations according to the clause 5.7.1.17.

5.8. Ventilation, heat supply, heating, compressed air

5.8.1. Ventilation

5.8.1.1. General provisions 5.8.1.1.1. The systems of the tunnel and local ventilation should be provided according to

the SNiP 32-02 and SNiP 41-01. 5.8.1.1.2. For the heating needs the air removing by the ventilation systems can be used as

the secondary energy resources, as well as the heating and cooling agents of the production installations suitable for these purposes.

5.8.1.1.3. The allowable levels of the sound pressure at the station premises and in the main line tunnels should be accepted according the clause 5.17 of the SNiP 32-02, Table 5.

The porous concrete blocks, structures with synthetic and other materials meeting the requirements to the operation of the Underground Railroad facilities should be used as the noise absorbing materials.

5.8.1.1.4. For the closed above ground line sections it is allowed to accept the natural ventilation by means of utilization of piston-like action of the trains.

The possibility of utilization of the natural ventilation in the mode of smoke removal should be stipulated by calculation.

5.8.1.1.5. The underground and closed above-ground line sections should be equipped with telemetering control system for the control of the following air parameters:

а) temperature and relative humidity of the air – in one end of the platform part of the station, in the machine premises of the Tunnel Ventilation Installation;

b) temperature of the air – in the ticket hall of the station vestibule and in the corridor between the stations;

c) Carbon dioxide – in the both ends of the platform part of the station, in the corridors between the stations, at the places if accumulation of passengers; d) Carbon monoxide, explosive and poisonous gases at the sections of: crossing of gas-bearing geological layers, gas and oil pipelines located closely to the Petrol Filling Stations, industrial enterprises, and others – in the machine premises of the Tunnel Ventilation Installation.

5.8.1.1.6. The structures of ventilation installations should not promote accumulation of dust and microorganisms, and their distribution within the attended premises. Air-ducts and other elements of installations capable to accumulate the dust should be equipped with facilities for cleaning of the internal surfaces.

5.8.1.1.7. In the ventilation installations the devices metering the system productiveness should be provided.

5.8.1.1.8. Ventilation cabinets of the Local Ventilation Installations can be free-standing, built in the above-ground station vestibules, or attached to the other buildings.

Air intake cabinets should be located at the places with minimum concentration of harmful substances and dust in the air, if possible – in the existing or specially created green plantings areas (trees and bushes).

Location of station installation cabinets at their operation in the mode of smoke removal should not prevent evacuation of the passengers and personnel.

The air intake and air relief openings of the cabinets should be located at the distance excluding the recirculation of the removed air, and should be accepted equal to, no less than:

а) for the Tunnel Ventilation Installations - 25 m horizontally; b) for the Local Ventilation Installations- 10 m horizontally or 6 m vertically. Distance from the bottom part of the cabinet openings to the ground surface should be no

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less than 2 m (for periodically heated places above the level of submergence). The openings in the air intake and air relief ducts built in the buildings or located at the

distance less than the accepted standard value from the buildings should be located at the height no less than 2 m over the roof of the highest part of the building situated in the radius of 10 m.

The structure of cabinets should prevent unauthorized access of people, animals, or foreign matters inside.

The cabinets should be equipped with intruder alarm according to the clause 5.22. The cabinets of the deep burial Tunnel Ventilation Installations should be located apart

from the shafts taking into consideration the urban planning conditions and environmental protection requirements. Location of the cabinets directly at the shaft head is allowed in extraordinary circumstances.

The entrances to cabinets should have doorsteps with the height of 0,2 m from the ground level.

Structure of grids on the air intake and air relief openings of cabinets should prevent access

of atmospheric precipitates inside. The metal net with 20×20 mm meshes should be fixed on the inside of the grids.

In the cabinets of the Tunnel Ventilation Installations the beam having the bearing capacity no less than 1 ton should be provided.

5.8.1.1.9. In the ventilation installations the equipment providing their comfortable and safety maintenance, mounting openings, hoisting facilities, and other mechanization facilities for their transportation through the ventilation cabinets and main line tunnels should be placed.

The lifting capability and dimensions of the facilities should be accepted on the base of the transportation conditions of the heaviest and largest element of the equipment.

The ventilators maintenance area, sizes of the openings, and placement of the hoisting facilities should be provided taking into consideration the instruction issued by the enterprises – manufacturers of the equipment. For transportation of electric motors and ventilators’ details to the destination points the hand trucks, beams with hoists for manual transportation of the goods, eyebolts, and other facilities should be provided.

5.8.1.1.10. The ventilation installations’ electric power supply and control should be provided according the clauses 5.10, 5.11 and 5.16.

5.8.1.2. Tunnel Ventilation

5.8.1.2.1. The ventilation schemes should be either unidirectional - with all-year supply of the outside air to the main line tunnels and stations, or reversible (bidirectional) – with seasonal supply of the outside air to the main line tunnels and stations, and, accordingly, removal of the air from the stations and main line tunnels.

Application of other ventilation schemes providing the meeting of the standard requirements in all operating modes is allowed.

5.8.1.2.2. To provide the standard conditions in the premises of stations and tunnels it is allowed in case of substantiation to apply cooling or heating of the air supplied by the ventilation installations, recirculation of the exhaust air with maintenance of supply of standard volume of the outside air and smoke removal regime.

5.8.1.2.3. To ventilate the tunnels of turn-around and storage dead ends and main line tunnel dead end sections the separate ventilation installations with discharge of the air directly to the ground surface should be provided.

To ventilate the tunnels of single-line dead end located at the run the cross-passages of the main line tracks to the tunnels should be provided; where appropriate, the ventilator should be installed in one of them.

5.8.1.2.4. To provide the standard meteorological conditions, air changes per hour, and to meet the requirements of the clause 5.16 and SNiP 41-01 the amount of intake air (or mixture

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of outside and recirculation air) should be stipulated by calculation taking into consideration the emitting harmful substances.

5.8.1.2.5. To ventilate the tunnels of connecting branches it is allowed to intake the air from the ground surface or from the main line tunnels.

5.8.1.2.6. In case of application of cooling or heating of the intake air the surface heat exchanger should be used in the ventilation installations

In case of utilization of the contact air-coolers the recycling water supply with the treatment of water to the parameters according to the SanPiN (Sanitary Regulations and

Standards) 2.1.4.1074 should be provided. The refrigeration supply systems should be provided according the SNiP 41-01. 5.8.1.2.7 The Tunnel Ventilation Installation should provide the standard microclimatic

conditions in the passenger premises according to the clause 5.17 of the SNiP 32-02, in this case the following design parameters of the microclimate in the attended structures and premises should be accepted:

- in the warm seasons of the year: а) the air temperature in the platform and ticket halls of the stations, and in the corridors

between the stations, can exceed the design temperature of the outside air by up to 4 °С, but should be no more than:

1) 28 °С – for cities with design temperatures of outside air by the “А” parameter of 24 °С and less;

2) 30 °С - for cities with design temperatures of outside air by the “А” parameter more than 24 °С;

b) the temperature of the exhaust air in the end of the designed section for cities with design temperatures of outside air by the “А” parameter of 24 °С and less:

1) at the line traffic capacity of 40 train pairs per hour – accordingly, no more than 33°С at the observance of standard values of integral index of the heat load, in correspondence with the Appendices 2 and 3 of the SanPiN 2.2.4.548;

2) for cities with design temperatures of outside air by the “А” parameter more than 24 °С, regardless of the line traffic capacity – no more than 35 °С at the observance of standard values of integral index of the heat load, in correspondence with the Appendices 2 and 3 of the SanPiN 2.2.4.548;

- in the cold seasons of the year: а) the air temperature in the platform halls of the stations and in the corridors between the

stations: 1) for cities with design temperatures of outside air by the “А” parameter of 24 °С and less

– no more than 2 °С higher than the natural temperature of the ground, but no less than 5 °С; 2) for cities with design temperatures of outside air by the “А” parameter more than 24 °С

- no more than the natural temperature of the ground, but no less than 10 °С; b) the air temperature in the ticket halls - no less than 5°С; The average non-observance of the indicated parameters should be stipulated by the

calculations and compile no more than 650 hours per year. 5.8.1.2.8. The content of the harmful substances in the tunnels and stations should not

exceed the maximum concentration limit according to the GOST 12.1.005 taking into consideration the background concentration of these substances at the places of disposition of the air intake facilities.

The content of the harmful substances at the places of the air intake should be accepted taking into consideration the background concentration of these substances, but no more than the maximum concentration limit in the air of inhabited area.

In case of exceeding of the maximum concentration limit of the harmful substances at the places of the air intake the providing of the intake air supply with standard content of the harmful substances should be executed by means of decreasing of their concentration to the

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standard values. The measures and expenses for the normalization of the air media should be stipulated at the early stages of designing with participation of the territorial governmental authorities and sanitary-epidemiological supervision services.

5.8.1.2.9. In the calculation of the ventilation systems for the underground and closed above ground lines the following parameters of the outside air should be accepted:

а) in the warm seasons of the year - the “А” parameters according to the SNiP 41-01; b) in the cold seasons of the year – for the underground lines - average temperatures and

corresponding to them heat contents for this period according to the SNiP 23-01; c) for the closed above ground line sections - the “B” parameters according to the SNiP 41-

01. The calculations should be executed taking into consideration the following provisions: а) for the deep burial lines – the changes of the design temperature of the intake air in the

ventilation installation ducts taking into consideration their length and calculation period of the year;

b) for the shallow lines in the warm seasons of the year – effect of the solar radiation on the temperature of the surrounding the tunnel grounds;

c) for the unidirectional ventilation scheme with the all-year supply of the outside air to the run and exhaust from the station – the temperature in the end of designed section should be accepted equal to the standard parameters for the stations for the corresponding period of the year.

In the cold seasons of the year the air temperature at the station platforms and in the corridors between the stations, at the substantiation of impossibility of supporting of the standard upper temperature limits, should be accepted by the calculation results, wherein the standard values of the air media parameters can be reached during the calculated срока operation period. In this case the extreme air temperature should be accepted equal to 16 °С.

5.8.1.2.10. In the Tunnel Ventilation Installations (TVI) of the stations, main line tunnels and dead ends no less than two ventilators, and in the TVI of the connecting tunnels and single-line dead ends one ventilator should be provided.

The ventilators should provide supporting of design conditions at the given operating modes, including the smoke removal, taking into consideration the local climatic conditions.

The each ventilator capacity, depending on the applied ventilation scheme, should compile 50 or 100 % or the required capacity of the TVI.

The ventilator capacity and head should be defined taking into consideration the following: - Parallel operation of ventilators; - Piston effect occurring at the train traffic; - Providing of the smoke removal at the fire or fumigation according to the clause 5.16. The electrical equipment should be located in the separate premises (electrical building),

adjacent to the machine room. In the electrical building the ventilation and heating systems providing the air temperature no less than 5 °С should be located.

The machine and electrical premises should be situated at the level of the main line tunnels, their location at the level of the upper ventilation duct is also allowed.

5.8.12.11. For the ventilation ducts of the track branch leading to electric depot the separate ventilation or ejection installation located in the near-portal section should be provided.

In the ejection installation the mixture of air taken from the ground surface and from the tunnel in the defined by calculation and season ratio or taken from the tunnel only should be used for creation of the ejection effect. In the installation one ventilator should be provided. Location of the installation should be defined on the base of the tunnel structure and the branch track route.

5.8.1.2.12. Connection of the ventilation ducts of the TVI independently to the each tunnel should be provided. Connection to one tunnel is allowed providing that the cross passage will

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be constructed between the tunnels; cross-sectional area of this passage should be defined by calculation.

The side connection to the main line tunnels and to the cross passage between the tunnels should be executed from above or, in the exceptional circumstances, from below with provision of possibility of removal of drain waters from the ventilation ducts located below the level of the rail heads.

Connection of the ducts from above (with the exception of ducts of the ejection ventilation installation) or from below directly to the main line tunnels is not allowed.

In the Underground Railroads constructed in the cities with the design outside temperature in the cold seasons of the year below 0 °С, the connection of the intake ducts to the main line tunnels should be provided at the distance no less than 100 m from the drainage plant. If meeting of this requirement is impossible the technical solutions providing the serviceability of the drainage plant at the negative temperatures should be proposed.

5.8.1.2.13. The amount of the intake air for warm and cold seasons of the year should be defined taking into consideration the clauses 5.8.1.2.4, 5.8.1.2.7, 5.8.1.2.9:

а) by the excess heat equal to the difference between the heat generation in the tunnels and heat input to the ground - for the warm season of the year;

b) by the heat generation equal to the sum of the heat generation in tunnels and heat input from the grounds - for the cold season of the year, and the biggest of the received results should be accepted.

The following parameters should be defined by calculations: - Average hourly values of the total heat in the tunnels and stations generated by trains,

equipment, lighting devices, cable networks, and passengers during the day for the train traffic period;

- Non-steady heat flow from the tunnels to the ground in the warm season of the year, as well as from the ground to the tunnels in the cold season of the year for the grounds cooling to the temperature minimally exceeding the natural ground temperature defined before the start of the line operation;

- Circulating air flows emerging at the train traffic; - Aerodynamic drag of the air flow duct (including the main line tunnels and station

passenger premises) at the moving of the air supplied by the ventilators taking into consideration the circulating air flows generated by the pistol action at the train traffic.

The distance between the axes of the two adjacent stations or between the axis of station and ventilation installation located in the dead end should be accepted as the design section.

Removal of the excessive heat accumulated by the ground in the warm season of the year should be provided by means of use of maximum performance of the ventilation installations in the mid-seasons at the outside air temperature above 0 °С and below than the temperature of the grounds surrounding the tunnels, including the night period.

5.8.1.2.14. The air supply and removal should be provided: а) At the level of the passenger platform of the stations – by the horizontal ducts under the

platforms or above them, and by the vertical ducts near the both ends of the platform, and through the openings under and above the platforms or in their ends; additionally at the pier-type stations (in case it is possible constructively) by vertical ducts in each pier, with the air discharge (intake) from the side of the platform and middle halls;

b) In the escalator tunnel – separately by two parts of the tunnel section: upper – passenger, and lower - ventilation-cable bay (the station shaft constructed for the provision of the underground construction works, and specially constructed shaft and wells can be used instead of the ventilation-cable bay);

c) In the corridors between stations having the length less than 50 m – by the corridor cross-section, more than 50 m – by the air-duct with even air discharge along the corridor, or with concentrated air discharge, and with the air removal by the corridor cross-section;

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d) In the main line tunnels, dead end and connecting tunnels, ticket halls of the station vestibules, under-street pedestrian crossings – by the cross-sections of the indicated structures.

The height of the horizontal ducts in clear should be no less than 1,8 m; at the separate sections having the length no more than 15 m it is allowed to decrease their height to 1,1 m.

5.8.1.2.15. The main line TVI should be located taking into consideration the accepted ventilation scheme:

а) for the scheme of ventilation of the both tunnels using one installation – in the middle of the run and, if possible, between the tunnels. For the lines constructed in the cities where the design temperature of the outside air in the coldest month is below 0 °С it is allowed to accept the distance from the end of the station platform to the point of adjacency of the ventilation duct to the main line tunnel equal to 1/3 of the run length, but no less than 400 m;

b) for the schemes with separate ventilation for the each tunnel – near the stations, with proposal of the technical solutions preventing the stations cooling.

5.8.1.2.16. The TVI at the stations should be located by side between the tunnels, and for the shallow stations – above the stations flooring as well, taking into consideration their plan specifics.

The entrance to the machine premises should be provided through the portals. 5.8.1.2.17. At the location of the two lines’ TVI at the place of their crossing, the

ventilation shaft of one of installations can be used as the vertical air duct with arrangement of solid separating partition inside having the fire-resistance rating no less than R 90. The distance between the ventilation cabinets of the installations should be defined by calculation, but no less than 25 m.

5.8.1.2.18. The air flow speed should be accepted, m/s, no more than: а) in the horizontal and vertical ventilation ducts - 8; b) in the ventilation-cable bays of the escalator tunnels, and, in case of substantiation, in

the ventilation ducts - 15; c) through the grids of the ventilation cabinets - 5. 5.8.1.2.19. To prevent the tunnels from the overcooling at the places of their exit to the

surface the following equipment should be used: - damper type air curtains or mixing type warm air curtains; - cross-passages between the tunnels near the portals (the cross-section should be defined

by calculation) and diaphragms restricting the cross-section area of the tunnels by the extremely allowable value, located in the each single-line tunnel next to the cross-passage (in the train traffic direction);

- space air overpressure at the adjacent line section. 5.8.1.2.20. Air relief and air intake openings with adjusted cross-section at the station

should be provided. 5.8.1.2.21. Regulation of the volume of supplied or discharged air at the different operating

modes should be executed by means of change of the number of operating ventilators, speed of rotation of the ventilator impellers, impeller blades installation angle, application of throttling devices, or using the other methods.

5.8.1.2.22. To decrease of the effect of «blowing» at the shallow stations between the adjacent main line tunnels the circulatory cross-passages should be provided in the amount of two cross-passages per tunnel:

а) the first – at the distance of 70 - 120 m from the platform end, cross-section area 40 - 50 m2;

b) the second – at the distance no more than 250 m from the first one, but no less than design train length in the future, cross-section area 20 - 30 m2.

In case of substantiation of impossibility of the second cross-passage construction in the station vestibules the additional installation of one entrance door line should be provided.

At the stations with gridiron the circulatory cross-passages should be provided on the side

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opposite to the gridiron only. In case of substantiation by calculation it is allowed not provide the ventilation cross-

passages. In case of exceeding of the standard design air flow speed the spatial-and-planning

solutions of the stations providing decrease of the air flow speed should be proposed. 5.8.1.2.23. The places of connection of the machine premises openings and Tunnel

Ventilation Installation ducts, ventilation cross-passages (except for circulatory cross-passages) to the main line and dead end tunnels should be closed by the grids with doors. The grid attachment fittings should provide their convenient and quick demounting.

5.8.1.2.24. In the TVI the valves with firm adherence of flappers designed for the load no less than 100 kgf/m2 (1 KPа) should be used as regulating and shutting facilities. Depending on the application conditions the valves should be equipped with electric and hand drives, or with hand drive only, and position alarm.

In the partitions of the machine premises dividing the suction and discharge areas the sealed doors providing the safety passage at the operating ventilators equipped with the position alarm, or portals should be applied.

5.8.1.2.25. The tunnel ventilation systems should provide the smoke removal and effective smoke protection of the people evacuation ways in correspondence with the clause 5.16.

In case of impossibility of creation of the smokeless conditions of the escalator tunnel at the operating tunnel ventilation it is allowed to provide the installation of emergency pressurization fan in the station vestibule, or to use other methods of increase of the critical air flow speed.

5.8.1.3. Local Ventilation 5.8.1.3.1. For the ventilation of the underground ticket halls of the station vestibules,

adjacent to them under-street crossings, cable tunnels, and corridors between the stations the air supplied to the station by the tunnel ventilation system should be applied.

For the ventilation of underground station vestibules including the areas of зоны passenger service (shops, catering enterprises, etc) the outside air can be applied.

5.8.1.3.2. The volume of the intake air (outside or mixture of outside and recirculation air) should be defined by calculation according to the SNiP 41-01 or by air changes per hour according to the Table 5.8.1 on the base of providing of the standard meteorological conditions, requirements of the clause 5.17 of the SNiP 32-02, clause 5.16.5 of the present Summary of regulations, or air changes per hour. T a b l e 5.8.1

Designation (name) of the premises

Design air temperature, °С, in

the season of the year air changes per hour

cold worm intake discharge

1 Passenger premises 10 - 16 Note 1 - -

2 Ticket halls, revenue service premises 19 22 6* 4*

3 Chief of the station, service mechanics, drivers

field station, police post

20 Note 1 6* 4*

4 Medical station 22 - 24 23 - 25 4 6

5 Mess rooms 22 Note 1 4* 6*

6 Storage rooms (except for the fuel and

lubricating materials storage rooms), machine

premises of ventilation installations

Note 1*** Note 1 4* 4*

7 Fuel and lubricating materials storage room То же » - 20

8 Still room 16 » 6 10

9 Workshop, wardrobe 16 » 6 6

10 Shower room 25 » - 6

11 Premises for the special clothes drying 16 » - 25 m3/h from

cabinet

12 Wardrobe of the shower room 23 Note 1 6 -

13 Lavatory 16 Note 1 - 100 m3/h per

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Designation (name) of the premises

Design air temperature, °С, in the season of the year

air changes per hour

cold worm intake discharge

lavatory basin

14 Washing room 16 » - 4

15 Pumping room at the station 5*** » - 5

16 Heating point, water metering station 5*** » 4 4

17 Accumulator room Note 1*** 30 3* 3*

18 Machine room of the substation То же 35 4* 4*

19 Switchboard room of substation, electrical

building

16** 30 4* 4*

20 Cable tunnel - 35 4 4

21 Machine room of escalators 16*** Note 2 8* 6*

22 Automated check-point Controller and escalator

operator booths

22** Note 1 - 3 (but no less

than 60 m3/h)

23 Corridor between the stations Note 1*** Note 2 4* 4*

24 Dispatcher point of the station 20** 22 6* 4*

25 Relay room, equipment room, switch room,

radio center, Line-switching room

18** 28 6* 4*

* To be checked by calculation, the maximum value to be accepted, ** - electric heating to be applied, *** - the

heating not required.

N o t e s

1. The design temperature should be accepted according to the clause 5.8.1.2.7 applicably to the passenger premises of the stations (here and below - taking into consideration ***).

2. To be accepted 5 °С above the design outside temperature, but no more than 28 °С. 3. In the premises with continuous residence of personnel, where more than 40 % of the walls, ceiling and

floor surface directly adjoin to the ground the design temperature of the heating air should be accepted 2 °С

above the temperature indicated in the Table.

The calculation of the air exchange in the production premises with excessive heat should be executed taking into consideration assimilation of heat by the intake air without considering of the heat input to the ground.

The air changes per hour according the Table 5.8.1 for the premises of above ground vestibules with windows, except for the premises indicated in the items ## 4, 5, 10, 12, 13, should be decreased by 60 %.

5.8.1.3.3. The ventilation installations of the machine premises of the traction step-down substation (TSS) should be provided with no less than two blowing machines and two exhaust ventilators; capacity of the each of them should be no less than 50 % of the design capacity of the installation. The ventilation installations of the production, administrative, and other premises with continuous residence of people at the underground stations should be provided with no less than two blowing machines and two exhaust ventilators; capacity of the each of them should be no less than 50 % of the design capacity of the installation.

5.8.1.3.4. For the premises with continuous residence of people where the supply of the outside air is supposed, separate ventilation installations with the air heating in the cold season of the year by the air heaters, or with the air cooling in the warm season of the year by the air conditioners should be installed.

The air supply to the production and domestic premises without continuous residence of people should be provided from the tunnels or stations. The outside air supply to such premises should be provided in case of impossibility of providing of the standard air parameters in the premises using the air taken from tunnels or stations.

5.8.1.3.5. The premises of medical centers, lavatories, sewerage installations, and fuel and lubrication materials storage rooms should be equipped with separate exhaust ventilation installations.

5.8.1.3.6. The equipment of the Local Ventilation Installation premises, lavatories, medical centers, and fuel and lubrication materials storage rooms should be installed in the separate premises.

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5.8.1.3.7. In case of location of the openings designated for the air intake or relief in the main line tunnel partitions the projection of the opening in the plan should be located outside the minimum fixed structure.

5.8.1.3.8. It is allowed to place the air intakes and air relieves in the under-street crossings being the entrances to the underground station vestibules, except for the air relieves from the premises of lavatories, fuel and lubrication materials storage rooms, machine rooms of escalators, medical centers, and shower rooms. The air flow speed through the facilities air intake and air relief grids should be defined in the base of conditions of their location, but no more than 5 m/s.

5.8.1.3.9. The air consumption supplied to the stair enclosures between the premises of three and more floors should be defined taking into consideration creation of 20 Pа overpressure in them (at the closed doors) relating to the pressure in the premises. The stair enclosure doors should correspond to the clause 6.18 of the SNiP 21-01.

The intake air consumption in the machine rooms of escalators and TSS should be defined on the base of conditions of assimilation of excessive heat generating at the operation of equipment.

The intake air consumption for the AB premises, depending on the battery type should be defined by calculation.

5.8.1.3.10. The air supplied to the production and domestic premises of the underground stations should be taken:

а) to the premises at the level of the vestibule floors – from the ground surface, from the under-street crossing near the staircases, or from the tunnel;

b) to the premises at the level of the platform part of the station – from the station or from the main line tunnel.

The air from the premises of lavatories, sewerage installations, fuel and lubrication materials storage rooms, medical centers, shower rooms, premises for the special clothes drying, and machine rooms of escalators should be discharged to the ground surface. In case of substantiation it is allowed to discharge the air from the medical centers and lavatories to the tunnel. In the ventilation installations in this case the reserve ventilators and filters designed for the full capacity of the system should be provided.

In case of the air discharge from the premises of lavatories and sewerage installations at the deep burial stations to the ground surface the circular space between the discharge line of the installation and its casing well should be used, and in case of the air discharge from the premises of lavatories at the shallow stations the individual air-duct should be provided.

The air discharged from the other premises should be returned to the tunnel after the place of its intake in the direction of train traffic from the station, to the ground surface, or to the under-street pedestrian crossing.

5.8.1.3.11. For the equipment rooms of the train traffic control, accumulator and machine rooms of escalators the separate air handling ventilation installations should be provided. Where appropriate, the air recirculation and smoke removal in case of the fire according to the SNiP 41-01, as well as air heating or cooling should be provided.

The air discharge from the machine rooms of escalators of the interchange facilities of the deep burial stations to the tunnels or ventilation ducts under the platform taking into consideration the operation of the tunnel ventilation and organization of the smoke removal mode should be provided.

5.8.1.3.12. For the fuel and lubrication materials storage rooms the separate exhaust ventilation installations should be provided. The air intake should be provided from the corridors, through the overpressure valves installed in the walls of the portal-gates at the entrances to these premises.

For the machine rooms of the underground TSS the separate air handling ventilation installations should be provided with the air intake from the ground surface or from the main

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line tunnel out of which the train arrives to the station, and air exhaust to the main line tunnel after the station in the train traffic direction; for the switchboard premises of the substations the air handling ventilation installations with the air intake from the main line tunnel should be provided.

It is allowed to apply the recirculation ventilation systems with the air cooling. 5.8.1.3.13. The ventilation of the premises of the drainage plants situated between the main

line tunnels should be provided using the piston pressure of the air emerging at the train traffic, with arrangement of the openings for the air intake in the premises doors. The premises of the drainage plants situated by the tunnel sides should be equipped with Local Ventilation Installation with the air exhaust to the main line tunnel after the entrance to the premises in the train traffic direction.

5.8.1.3.14. The location of the ventilation installations equipment should be provided according to the SNiP 41-01. The fire safety valves used in the ventilation systems should meet the requirements of the NPB (Fire Safety Regulations) 241.

The ventilators of the exhaust installations of the fuel and lubrication materials storage rooms should be of explosion-proof type with the explosion-proof electrical drive. At the intake section of the air-duct, near its input to the machine room of the installation the relief valve or pressurized valve with electrical drive blocked with the ventilator should be provided; in case of fire the ventilator should be automatically cut off, and the pressurized valve should be closed.

In the machine rooms of the installations the embedded details for fixing of the small inventory hoisting tools and equipment should be provided.

5.8.1.3.15. To provide the standard air parameters in the vestibules and platform halls of the stations in the cold season of the year in the cities with the average outside air temperature below 0 °С in the coldest month the warm air or air curtain should be provided. The temperature and heat content of the outside air for the warm air curtain calculation should be accepted by the “B” parameters of the SNiP 41-01. The air intake for the warm air curtain should be provided from the premises of the ticket hall of the vestibule, the air exhaust should be provided to the portal between the two door lines of the entrance to the ticket hall. Other schemes of the air exhaust and intake (by vertical flow, by uniflow to the portal and to the ticket hall), and utilization of the suspended and floor-standing warm air curtain are allowed.

At the horizontal discharge the air speed in the discharge grid should be no more than 6 m/s, the bottom of the grid should be located at the height of 0,3 m from the floor, and the top of the grid should be no higher than 1,5 m.

At the vertical discharge the air speed should be defined depending of the height of the intake grid location.

At the calorifer inputs the conditioning of the supplied air in the dust filters should be provided.

The warm air curtains should be calculated for supply of the air to the portal with the temperature no more than 45 °С in the volume required for the heating of the outside air incoming to the ticket hall to the temperature of 5 °С.

The shut-off valves at the calorifer pipelines should be equipped with electrical drives. The necessity of installation of the air curtains or warm air curtains in the tunnel portals

should be stipulated by calculation on the base of providing of the nearest to the portal station air temperature no less than 5 °С in the cold season of the year.

5.8.1.3.16. In the production and domestic premises of the stations the air-ducts made from inflammable materials meeting the sanitary-and-hygienic requirements should be installed

The transit air-ducts laid to the sanitary-domestic, domestic, and production premises, or through these premises at the places of passing through the structures with rated fire-

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resistance limits should comply with the SNiP 41-01. The fire-resistance rating of the air-ducts should be defined according the NPB 239.

Laying of the transit air-ducts through the fuel and lubrication materials storage rooms is not allowed.

5.8.1.3.17. Development of technical solutions regarding the utilization of secondary energy resources should be executed according to the SNiP 41-01.

5.8.2. Heat supply

5.8.2.1. The external heating network inputs should be provided in the premises of the heat points located in the station vestibules; the height of the premises should be no less than 2,2 m, the width of passages for maintenance of equipment should be no less than 0,8 m. The heat points should be designed taking into consideration the SP 41-101.

It is not allowed to place the heat points, warm air curtains, and Local ventilation Installation with overheated water as the heat-transfer agent over the passenger premises, equipment rooms, relay rooms, switch rooms, substations, machine rooms of escalators, and over the main line tunnelми. The floors of the heat point premises, warm air curtains, and Local ventilation Installation should be equipped with metal water-proofing with the outlet to the walls at the height 200 mm more than the finished floor level.

5.8.2.2. At the application of one heat input at the station the heat points of vestibules should be connected by the pipeline laid in the underground gallery having the height no less than 1100 mm. At the shallow stations it is allowed to lay the pipeline in the ventilation duct under the platform; in this case the shut-off valves equipped with electrical drive and remote control from the Station Dispatcher Point should be installed on the pipeline of the heat points, and instrumental quality testing of the all joints welding, and protection of the joints using the 300 mm length cases should be executed.

5.8.2.3. The adjacent to the station vestibules heat network channels having the height of 1500 mm at the length of 5 m should be made from cast-in-situ reinforced concrete with water-proofing.

5.8.2.4. The pipeline inputs should be executed through the fixed supports installed on the wall of the underground vestibule. The wall should have the heat-resistant water-proofing on the area of the adjacent heat network channel.

The steel shut-off valves, electrically-insulating flanges, and the heat consumption remote measurement devices should be provided at the input pipelines.

The equipment of the heat point and water metering unit should be located in the separate premises.

5.8.2.5. The water discharge from the heat network channels to the municipal sewerage networks should be provided.

5.8.3. Heating

5.8.3.1. The heating of the following positions should be provided: а) In the cities where the average temperature of the outside air in the coldest month is

below 0°С – in the ticket halls, sanitary-domestic, production, and other premises of the underground and above ground station vestibules;

b) In the cities where the average temperature of the outside air in the coldest month is above 0°С – in the premises of the fare collectors and premises with continuous residence of personnel.

The design temperatures and heat content of the outside air for the above ground premises heating systems calculation (including the air heating) should be accepted by the “B” parameter according to the SNiP 41-01.

The design temperatures in the premises should be accepted according to the Table 5.8.1. 5.8.3.2. The municipal distributing heat networks of the heat-electric generating station,

regional boiler installations, water and steam boiler installations of enterprises and dwelling houses, as well as self-contained heat energy sources should be used as the heat supply

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sources. 5.8.3.3. As the heat transfer agents the following matters should be provided: а) for the heating of domestic and production premises of the above ground and

underground station vestibules, as well as premises of shallow stations – water having the temperature of 95 - 70°С, or electrical heating devices;

b) for the air heaters of the warm air curtains at the entrances to the ticket halls of the station vestibules, intake Local ventilation Installations, heat registers of the underfoot grids in the above ground vestibules, heating devices of the ticket halls of the vestibules – water having the temperature of 150 - 70 °С. In case of substantiation it is allowed to apply the electric power for heating of the station vestibule premises, including the ticket hall;

c) for the domestic and production premises at the level of platform part of the deep burial stations, as well as for the automated check-point and escalator duty officer booths, and at the station platform - electrical heating devices;

d) For heating of the stairs of the under-street crossing staircases combined with the entrances to the underground station vestibules, as well as adjacent to the staircases 3 m length pavement sections – electrical heating cables, electrical infrared radiators with protected heating elements, or other devices providing the design temperature of the heated surfaces no less than 3 °С.

For the main line tunnels and other structures subjected to icing it is allowed to apply the electrical infrared radiators with protected heating elements.

5.8.3.4. The heating devices in the station vestibule ticket halls should be protected by the

removable 4×4 mm metal mesh and decorative grids made from the inflammable materials. The distance to the grid bottoms should provide the opportunity for the floor cleaning.

5.8.3.5. Heating of the underfoot grids in the above ground station vestibules should be provided only in the cities where the average temperature of the outside air in the coldest month is below 0°С. The underfoot grid heat registers made from the steel seamless pipes should be provided.

Heating of the stair of staircases and pavement sections located in front of the staircases should be provided for the regions where the average temperature of the outside air in the coldest month is below 0 °С. The design temperature of the outside air should be the value above which the total snowfall period compiles no less than 80 % of the time of all snowfalls per year.

5.8.3.6. In the premises of drainage plants located by the side of the main line tunnels and at the tunnel sections where the air temperature can fall below 5 °С the electrical heating should be provided.

5.8.3.7. The electrical heating devices should be equipped with closed heating elements and should have the surface temperature no more than 95 °С, they should be fixed-sited, and their connection to the electric power network should correspond to the clause 5.10.4.8.

5.8.4. Compressed air

5.8.4.1. In the bottom part of the escalator tunnel, or in one of passages between the escalator structures the 50 mm conditional diameter steel pipe should be provided. The branch tubes with valves for connection of pneumatic mechanisms should be installed at the pipe in 25 m.

The compressed air supply to the pipe from the portable compressor should be provided. The pipe should be drawn off to the ground surface to the place preventing the unauthorized connection to it.

5.9. Water supply, drainage, sewerage

5.9.1. Water supply

5.9.1.1. At the selection of integrated or separate water pipeline systems the characteristics of the water supply sources and demand in water for different needs should be taken into consideration.

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5.9.1.2. The water consumption for drinking needs should be accepted on the base of number of personnel in the largest shift according to the Appendix 5.14Б and SNiP 2.04.01.

The water consumption for technological needs should be defined in the base of the water demand of the corresponding equipment.

The water consumption for the wet cleaning of the passenger premises of the station and adjacent main line tunnel sections should be defined in the base of simultaneous operation of all facilities having the following water consumption, l/s:

а) 50 mm diameter outside tap - 3,0; b) five 20 mm diameter outside taps - 0,5; c) flushing aggregate - 6,5. The water consumption for fire extinguishing should be defined according to the clause

5.16. In this case the water consumption for using of showers, flushing of the structures and facilities should not be taken into consideration.

5.9.1.3. The water pipeline inputs from the municipal water pipeline network to the each station vestibule using the tubes having the diameter no less than 100 mm with arrangement of the water metering units on them should be provided. In case of substantiation it is allowed to provide inputs to one station vestibule by two tubes with arrangement of one water metering unit. The water metering units should be located in the separate room.

The electrical driven shut-off valves, relief valves, electrical insulating flanges, and remote and local water consumption metering devices should be provided at the inputs.

The pipes should pass through the walls using the glands. 5.9.1.4. The bypass lines equipped with electrical driven shut-off valves should be

provided at the water metering units designated for the fire extinguishing. 5.9.1.5. In case of insufficient hydrostatic head at the input the fire-fighting booster

pumping plants located in the water metering unit premises should be applied. The plant should provide the required efficiency of the water flow and fire cock discharge

head during the fire extinguishing at the shallow station platform or in the premises of the deep burial station vestibules.

The plant should be equipped with two pumps, one of which is reserved pump automatically activated in case of the main pump failure.

5.9.1.6. The conditional diameter of the water pipeline elements should be no less than, mm:

а) Bypass line of the water metering unit, water mains at the stations and in the dead ends - 100;

b) Water mains in tunnels - 80; c) Distribution network – according the calculations. 5.9.1.7. The water pipeline laying should be provided in the each tunnel at the height of 0,6

- 0,8 m from the level of the rail heads on the low-current side. In case of its location on the high-current side the water pipeline should be placed into the duct.

In the double-line tunnel the water pipeline should be laid by the both sides. At the place of the track crossing the water pipeline should be laid in the track concrete

layer in correspondence with the requirements of the clause 5.21. 5.9.1.8. At the tunnel water pipeline electrical driven shut-off valves located at the station,

and hand driven shut-off valves located in the tunnels and at the closed above ground sections in 500 m should be applied.

The water pipeline sections laid in the tunnels adjacent to the intake TVI should be separated by the electrical driven shut-off valves. The shut-off valves should be located in the positive temperature area of the tunnel.

The dead end sections of the water pipeline should be interconnected with shunt pipe with hand driven shut-off valve installed on it.

Application of the ball flanged valves instead of shut-off valves is allowed.

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5.9.1.9. At the water pipeline network should be installed: - 20mm diameter outside taps: а) in the pedestrian under-street crossings near the staircases, near the entrances to the

station vestibules, near the entrances and exits of the ticket halls of the station vestibules; b) in the machine rooms of escalators, in the ventilation and pumping plant premises, in the

calorifer rooms, and in the substation basements; c) in the each under-balustrade passage and in the ventilation-and-cable bay of the

escalator tunnels; d) in the under-platform part of stations, in the corridors between stations, in the cable

galleries, in the ventilation ducts of the Tunnel Ventilation Installation; e) in the main line tunnels and at the closed above ground sections. The distance between

the outside taps should be no more than 30 m. At the short sections of the route no less than 2 taps should be placed;

- water hydrants for cold and hot water at the height of 0,5 - 0,7 m from the floor in one of ends of the platform part of the station, in the mess and rest room of the station dispatcher point, in the blocks of production and domestic premises at the all levels of the station vestibules;

- fire cocks, in correspondence with the clause 5.16; - taps for filling of flushing aggregates (two 50mm diameter cocks with connection heads)

in the tunnels and at the closed above ground line sections in 450 m. 5.9.1.10. The water pipelines for the underfoot grids pit flushing should be provided at the

entrances to the station vestibules and near the staircases leading to the under-street crossings, and for the ventilation tunnels flushing - in the Tunnel Ventilation Installation.

5.9.1.11. The main and distributing networks of the water pipeline should be laid open in the cable galleries, corridors, and production premises. In the switchboard premises, equipment, switch, storage, wardrobe rooms, etc, the laying of the water pipeline is not allowed.

The cold water sections of the water pipeline having the diameter of 50mm and more (except for the flow pipe to the fire cocks) in the corridors and premises of the station vestibules, and long-distance hot water sections of the water pipeline (for example, at the laying in the ventilation-and-cable bay of the escalator tunnel) should be equipped with the heat-insulation.

At the deep burial stations at the section from the vestibule to the level of the passenger platform the water pipeline should be laid through the special well, or in the ventilation-and-cable bay of the escalator tunnel.

5.9.1.12. In the station vestibules and TSS the hot water supply should be provided to the wash basins and showers from the boilers of the station heat supply system, or from the electrical water heaters. For the period of heat supply system cutout the electrical water heaters for the hot water supply to the wash basin of one of still rooms and to the two showers should be provided.

The shower rooms in the technical maintenance point, and wash basins in the machine rooms of escalators of the interchange station facilities should be supplied with the hot water from the electrical water heaters.

In the mess premises, medical center, and in one of still rooms of the station vestibule the electrical boilers should be installed.

5.9.2. Drainage

5.9.2.1. The drainage system includes the gravity gutters and pipes, filling sumps and floor gullies, drainage pumping plants, pressure pipelines and external networks.

5.9.2.2. The water drainage from the under-street crossings, corridors between the stations, ventilation and cable ducts, main line and station tunnels with the track concrete layer to the drainage plant water collectors should be provided by gravity in the open gutters. For laying

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of the gutters between the single-line main line tunnels the passways should be provided. 5.9.2.3. The water intake through the floor gullies or grid sumps, and water drainage by

gravity through the pipes should be provided: - In the tunnels with the broken stone underlayer of the track; - in the passenger premises of the stations and between the stations; - in the machine rooms of escalators, in the premises of the Local Ventilation Installation,

water pipeline inputs, heating points, still rooms, accumulator rooms, in the corridors of the station premises;

- At the places of the water discharge from the floor washing machines with arrangement of the dirt collector ditch with the volume of no less than 1 m3.

5.9.2.4. The gravity drainage pipes diameter should be no less than 100 mm, bending – no less than 120 degrees, slopes of pipes and gutters – no less than 3 ‰, distance between the floor gullies at the platform, or sumps on the pipes – no more than 20 m.

The water drainage gutters should be made from the water-proof material, the cross-section area should be no less than 120 cm2.

In the main line tunnels with the broken stone underlayer of the track (at the places of the track switches location) for the water drainage two 200 mm diameter pipes, and in the constraint conditions - three 150 mm diameter pipes should be provided.

The floor gullies, sumps, cleanout pipes should be located at the places accessible for their cleaning.

5.9.2.5. The depth of pits with underfoot grids at the entrances to the above-ground station vestibules should be equal to 1 m, near the staircases to the under-street crossings – no less than 0,65 m, capacity of the sedimentation section – no less than 3 m3.

5.9.2.6. The main water drainage plants should be located at the lower sections of the line route, transit plants – in the middle of sections with long down route grades (at the distance from the drainage line to the lower point more than 1500 m), local plants – in the lower places of stations and near-tunnel structures, out of which the water cannot be removed by gravity.

At the station, in case it is located at the long down grade section of the route the main drainage plant should be provided instead of transit one.

The each drainage plant should be located in the separate room. In the cities where the average temperature of the outside air in the coldest month is below

0 °С the drainage plant in the main line tunnels should be located, as a rule, at the distance no less than 100m from the ventilation duct of the intake Tunnel Ventilation Installation.

5.9.2.7. The main drainage plant should be equipped with no less than two working and one reserve pumps, the transit and local plants – one working and one reserve pumps, the local plant near the staircase to the corridor of the underground station vestibule – one fixed and one portable pumps.

The each pump capacity, m3/h, should be no less than: - for the main and transit plants: а) at the deep burial lines - 150; b) at the shallow lines - 50; - for the local plants - 50. The volume of the water collectors in the plants should be accepted according to the Table

5.9.1. T a b l e 5.9.1

Plant type Water collector volume, m3, no less than

working total

Deep burial line:

main 30 70

transit 15 40

local 7 7

Shallow line:

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Plant type Water collector volume, m3, no less than

working total

Main and transit 15 30

local 4 4

The working volume of the water collector should be defined from the water level at which all pumps are out to the water level at which the last of the installed pumps is on. The total volume of the water collector should be defined from the water level at which all pumps are out to the bottom of the water collector of the drainage plant at the shallow station, and to the flange of the cross-ties – for the other plants.

At the drainage plant the pump priming facilities should be provided. 5.9.2.8. The drainage plant premises should be equipped with the hand driven materials-

handling machines. 5.9.2.9. For the drainage plants: main, transit, at the subfluvial sections of the line, and

local (except for the plants near the staircases) two pressure pipelines should be provided. The pressure and gravity pipelines should be connected to the municipal network of the

stormwater drainage or combined sewerage system through the dirt collectors having the volume no less than 2 m3.

Drainage water volume remote control devices should be provided at the pipelines. The dirt collector ditches at the places of connection of the drainage pipes to the municipal

network of the stormwater drainage or combined sewerage system should be located at the places accessible for their mechanical cleaning.

At the deep burial line sections the drainage of water from the water collectors of the local drainage plants to the water drainage gutters of the main line tunnels should be provided.

5.9.2.10. At the main and transit drainage plants the water collectors should have three compartments (one of them is sedimentation compartment), at the local plants - two (one of them is sedimentation compartment).

The each compartment should have the inspection hatches, staircases and bridges, bypass valves and overflow openings in the partitions, sediment detachment facilities. Under the suction valves of the suction pump line the 200mm depth pits should be arranged. The water collector bottom slope toward the pits should be no less than 2 ‰.

The water level alarm should be installed in the water collectors. 5.9.2.11. The drainage plant floor level should be: а) For the main and transit plants - 0,25 m over the track rail heads level; for the drainage

plants of dead ends with inspection pits it is allowed to arrange the drainage plant floor level 0,15 m below the track rail heads level.

b) For the local and main drainage plants of the shallow stations – not higher than the floor level of adjacent premises.

The height of the pump foundations should be no less than 0,2 m from the floor level. 5.9.2.12. At the deep burial lines the laying of the pressure pipelines of the main and transit

drainage plants to the ground surface should be provided in the wells.

5.9.3. Sewerage

5.9.3.1. For the waste water drainage from the structures located below the ground surface the sewerage pumping plants should be applied.

5.9.3.2. The sewerage pumping plants should be provided with two pumps – one working and one reserve; in separate cases installation of one working pump and storage of the reserve pump in the storage premises is allowed.

Installation of pumps should be provided under the flood from the waste water level in the intake reservoir.

The sewerage pumping plants should be located in the separate rooms. 5.9.3.3. The separate suction pipeline with recovery to the pump no less than 0,5 ‰ should

be provided for the each sewerage pump. The shut-off valves should be installed at the suction and discharge pipelines of the each pump, additionally the relief valve should be

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installed at the discharge pipeline. 5.9.3.4. In the intake reservoir of the sewerage pumping plants the sediment detachment

facilities, hermetic inspection hatches, safety grid at the pump suction pipelines, fluid level alarms should be provided.

The slope of the reservoir bottom toward the pits under the suction lines should be no less than 10 ‰.

In the sewerage pumping plants of the rolling stocks technical maintenance point the arrangement of oil removers should be provided.

5.9.3.5. The discharge pipeline from the sewerage pumping plants should be connected to the municipal sewerage network.

At the pipelines the discharged fluid volume remote and local control devices should be installed.

At the deep burial lines the discharge pipelines laying to the ground surface should be executed in wells.

5.9.4. Pipelines

5.9.4.1. In the water pipeline networks, water drainage and sewerage the following pipe types should be applied:

а) for the main water pipelines – pipes made from corrosion-proof steel according to the GOST 9940; for the distributing network – galvanized steel pipes according to the GOST 3262;

б) for the heating network pipelines – steel seamless pipes according to the GOST 8732 and longitudinal electric-welded steel pipes according to the GOST 10704;

в) for the pressure pipelines of the water drainage and sewerage - steel seamless pipes according to the GOST 8732;

г) for the open or closed laid gravity pipelines - electric-welded steel pipes according to the GOST 10704 or cast iron sewerage pipes according to the GOST 6942. In case of laying outside the construction facilities – cast iron pressure pipes according to the GOST 9583.

The thickness of the pipe walls should be defined by calculation. 5.9.4.2. The pipeline, takeoff and mixing fittings should be selected in correspondence

with the operating pressure in the network. The stop valves of 50mm diameter and less should be made from nonferrous alloys.

5.9.4.3. The steel pipelines should be protected from the chemical and electrical corrosion according to the GOST 9.602 and clause 5.21.

5.9.4.4. In the water pipeline (including the fire pipelines), water drainage and sewerage networks in case of substantiation application of pipes made from composite, cynthetic, or other materials instead of the metal pipes is allowed.

5.10. Electric power supply

5.10.1. Electrical calculations. Grounding

5.10.1.1. The calculation of the 10 KV voltage electric power supply network of the TSS should be executed for normal, operating and emergency modes on the base of the following conditions:

а) Normal mode - TSS electric power supply from the first electric power source of the energy system by two parallel lines, from the second and third electric power source – by one line. The voltage at the designed TSS should be 5 % above the rated voltage, at the adjacent ones – rated voltage;

b) Operating mode – failure of one line from the first electric power source. The voltage at the designed TSS should be 5 % above the rated voltage, at the adjacent ones – rated voltage;

c) Emergency node - failure of the first electric power source. The TSS electric power should be supplied from the adjacent TSS. In case of availability of two lines (jumpers) between the TSS and power supply from one TSS the sectional breakers of the 10 KV switchboard and rated voltage at the both TSS should be provided.

The cables for the normal and operating modes of power supply should be selected by the

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allowable sustained currents, for the emergency mode – by the allowable cable overload according to the clause 5.10.1.3.

The cables should be tested for the thermal resistance in the short-circuit mode. 5.10.1.2. The traction load should be defined without considering of recuperation. At the calculation of the traction loads for the selection of the number of converting units,

cable lines, and equipment of the traction network the following should be accepted: - Frequency of the train traffic at the peak hours, and number of subway cars in them for

the first period of operation and at the maximum development of the line; - Influence of the external characteristics of the TSS and deviation from the train traffic

schedule within ± 15 s; - 5 % more than the rated value voltage in the 10 KV switchboard buses of the designed

TSS in the normal mode, and rated voltage at the adjacent TSS; - Switching off the one converting unit at the designed TSS, and switching on the all

converting units at the adjacent TSS. At the designed TSS the voltage in the 10 KV switchboard buses should be 5 % more than the rated value, at the adjacent TSS - rated voltage.

No less than three converting units (taking into consideration the reserve one) should be installed at the TSS.

5.10.1.3. The parameters of the electrical equipment, commutation devices, cables, wires, and buses should be accepted according the loads and short-circuit current calculation results for the normal, operating, and emergency modes of work eliminating availability of «blind areas».

The cable lines load current for the emergency mode should compile 115 % of the value of allowable sustained current indicated in the regulatory documentation.

5.10.1.4. On the base of traction loads and traction network parameters calculation results the maximal allowable frequency of the train traffic in the line should be defined at the failure of 825 V switchboard of one of the TSS and normal mode of the other TSS work (the calculation should be executed for the each TSS at the rated voltage in the 10 KV buses of the adjacent TSS).

5.10.1.5. The 10 KV and 825 V voltage power networks, as well as the substation dimensions should be defined on the base of maximal design parameters for the any period according to the clause 3.13 of the SNiP 32-02.

5.10.1.6. The voltage losses in the 380/220 V power networks from the substation switchboard buses to the electrical receivers should compile, %, no more than:

- At the stations - 5; - At the main line tunnels: а) Normal power supply mode - 8; b) Emergency mode - 12. 5.10.1.7. The equipment of the TSS and traction network should provide receipt and

utilization of the train recuperation electric power. 5.10.1.8. The calculations of the short-circuit currents for the AC electrical installations

with the voltage more than 1 KV should be executed according to the RD (Working

Documentation) 153-34.0-20.527 taking into consideration the PUE (rules for arrangement of electrical installation) regulations.

5.10.1.9. In the electrical installations grounding system of the line the cast iron lining of the tunnels, metal insulation of the reinforced concrete structures, metal structures of the shoring of trenches, specially plugged pipes should be used as the earthing devices. It is allowed to use the steel bands designated for laying of the single cables of the main line tunnel lighting as the ground conductors.

The resistance of the TSS earthing devices should be no more than 0,5 Ohm. For the step-down substations (SS) located in the station vestibules and other line sections

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it is allowed no to consider separate earthing devices. The structural execution of the earthing devices should correspond to the PUE.

5.10.2. Substations

5.10.2.1. The TSS should be provided at the each station, the alternate solution should be approved by calculations.

The TSS should be located at the level of the main line tunnels. The SS should be installed at the station in case it is not equipped with the TSS, in the deep

burial station vestibules, and, where appropriate, at the runs and in the free-standing facilities. 5.10.2.2. The first electric power source should be connected to the first section of the TSS

10KV switchboard buses, the second source (from the first section of the adjacent TSS 10KV switchboard buses) – to the second section of the 10KV switchboard buses. Connection of the third electric power source, in case of its availability, should be defined at the development of the substation line power supply diagram.

The SS electric power supply from one or two nearest TSS relating to their location should be provided.

5.10.2.3. The TSS 10KV switchboard buses should be divided to two sections with the breaker between them. The high-voltage fuses should be provided for connection of Train Traffic Control transformers and voltage transformers to the 10KV switchboard, and electrical driven breakers for other connection.

5.10.2.4. The 825 V switchboard buses should be provided without sectioning. The composition of the switchboard should include one or two reserve power supply lines for replacement of the main power supply lines of the contact network, and earthing disconnector of the positive bus.

The high-speed circuit breakers should be used as the switching units and protection from the short-circuit current.

The negative 825 V bus should be isolated. 5.10.2.5. At the TSS the separate 380/220 V switchboards should be provided for the

power supply to: - electromechanical installations (switchboard 1); - lighting installations, communication unit, and Automated Fare Payment System

(switchboard 2); - Train Traffic Control units (switchboard 3). The switchboards should include two bus sections; in the switchboard 2 it is allowed to

provide three sections – two working and one reserve designated for the main line tunnel operating lighting power supply.

It is allowed to connect the reserve section to the working sections of buses using the electrical driven breakers.

The automated breakers should be provided in the switchboard for connection of transformers and outgoing lines.

5.10.2.6. The each 380/220 V switchboard working bus section feeding should be provided from the transformer connecting to the correspondent 10 KV switchboard bus section.

The each transformer in the emergency mode (one of transformers failure) should provide the design load of the both 380/220 V switchboard sections with allowable overload.

The calculation of the transformers power should be executed according to the Appendix 5.10А.

5.10.2.7. The number of transformers and elementary connections diagram for the SS should be defined depending on its designation.

5.10.2.8. The uninterruptible power supply includes the 380/220 V uninterruptible power supply aggregate with accumulator battery designated for installation in ordinary (non explosion hazardous) premises, and for the AC switchboard.

Capacity of the uninterruptible power supply should be defined by calculation on the base

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of operating mode (load, cycling) of the electrical receivers related to the special group of the Ist category. In the calculation the load of the emergence lighting station and adjacent tunnel sections should be taken into consideration.

The separate accumulator batteries or uninterruptible power supply should be applied as the reserve power supply of the Train Traffic Control units.

At the TSS the accumulator batteries for the control loops and signalization power supply should be provided.

The accumulator batteries room should have reinforced water-proofing construction of the floor using the acid-resisting materials.

5.10.2.9. Application of the oil-filled electrical equipment at the underground substations is not allowed.

5.10.2.10. Location of the equipment at the substations should provide the possibility of its replacement and transportation using the fixed-site facilities for mechanization of carrying and lifting operations.

5.10.2.11. Laying of the transit communications (cables, pipes, air-ducts) through the substation premises is not allowed.

5.10.2.12. At the substation and uninterruptible power supply premises the auxiliary production facilities, as well as domestic premises should be provided according to the Table 5.10.1. T a b l e 5.10.1

Designation of premises

Premises area, m2

TSS Step-down substation и uninterruptible power

supply

Workshop 10 10

Stowage 8 8

Operative personnel premises 8 8

Maintenance personnel premises 10 -

Mess and rest rooms 8 -

Shower room 4 -

Lavatory 2 -

At the premises the places for location of the safety engineering inventory and firefighting equipment should be provided.

5.10.2.13. Staircases in the substation premises should have the handrails and the slope up to 45°, width up to 0,9 m with the stair height no more than 0,15 m.

No less than two exits from the substation and uninterruptible power supply premises should be provided: the main exit to the area out of which the free exit to the surface is available any time, and the second one directly to the main line tunnels or to the other area.

In case the substations are located between the main line tunnels, the service exits to the both tracks should be provided. It is allowed to accept one of the service exits having the less dimensions.

5.10.2.14. To connect the commercial electric power consumers at the substations according the customer assignment the additional capacity, separate power supply lines and electric power metering devices should be provided.

5.10.3. Traction network 5.10.3.1. The contact rail location should be accepted according the clause 5.7. 5.10.3.2. Sectioning of the contact network to the non-overlapped contact rail overlap

spans (CROS) should be provided: - at the main line tracks, in the intermediated TSS location places; - between the main line tracks and station tracks; - between the main line tracks and connecting tracks; - between the connecting tracks and parking tracks of the Electric depot (near the tunnel

portals);

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- between the main line tracks. Near the end TSS the main line tracks contact network can be provided without the

sectioning, but the network power supply diagram should be designed taking into consideration the further line extension.

At the main line tracks the contact rail sectioning should be provided in the places where the train moves by inertia.

Near the track switches and gates the CROS (contact rail overlap span) should be applied. The arrangement of the CROS in other places is allowed in case of corresponding

substantiation. 5.10.3.3. At the main line tracks contact network of the intermediate station with gridiron

the following should be provided: - from the station track (dead end) side: а) at the track of the train departure from the station – overlapped CROS at the distance no

less than 125 m from the leave siding signal; b) at the track of the train arrival to the station – non-overlapped CROS near the track

switch; - from the side of connection between the main line tracks: а) at the track of the train departure from the station to the other main line track -

overlapped CROS at the distance no less than 125 m from the leave siding signal; b) at the track of the train arrival to the station - overlapped CROS at the distance from the

track switch center exceeding the train length by 35 m in perspective. N o t e – Position of the CROS is indicated for the version of connection between the tracks where the

nearest track switch is located at the track of the train departure from the station.

At the main line track next to the temporary end station used for the train storage the overlapped CROS should be provided.

It is allowed to apply the non-overlapped CROS in case the trains at these track sections move by inertia.

In the cable jumpers of the CROS the electrical driven breakers should be provided. 5.10.3.4. The each section of the main line track contact network should be equipped with

power supply from two TSS by the main and reserve feeding lines. It is allowed to install one reserve line on the side of the train departure from the station. 5.10.3.5. Feeding of the distributing points of the station track contact rails for the train

turn-around and storage with the inspection pits should be provided: а) main feeding – by the separate power supply line from the TSS; b) reserve feeding – by the common reserve line from the TSS and from the contact rail of

one of the main line tracks. In case of two station tracks the distributing point for the each track should be provided.

The main power supply line is connected to the distributing point 1 using the electrical driven breaker, the reserve one – to the distributing point 2 using the hand driven breaker.

The buses of the distributing point 1 and distributing point 2 should be interconnected. The following breakers should be provided in the connecting line: at the distributing point 1 - hand driven, в distributing point2 - electrical driven.

For one station track with the inspection pit one distributing point should be applied. In the area of the inspection pit location it is allowed to install two contact 825 V posts to

provide the possibility of supply of power to the separate cars. At the distributing point the hand driven breakers should be applied for connection of the

contact rails, contact posts, and track rails of the station section of the track with the inspection pit, as well as for grounding of the disconnected contact rail of the track section. The breakers of the power supply and negative boosting main should have the common hand drive mechanically blocked with the earthing disconnector drive.

The distributing point should be located in the area next to the stop rail clear of the rolling

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stock track. 5.10.3.6. The track rails of the station section of the track with the inspection pit should be

isolated from the track rails of the connecting main line tracks. At the power supply to the contact rail of this track the insulating joints of the track rails should be shunted automatically.

The distributing point 1 and distributing point 2 negative boosting main breakers should be interconnected, and connected with the main line track rails.

5.10.3.7. The tracks in the inspection pit location area should be equipped with the sound alarm indicating the power supply to the contact rail and light alarm of the voltage availability. The light alarm signals should be located in the inspection pit and on the wall of the dead end.

5.10.3.8. The main and reserve feeding of the contact network of the station tracks without the inspection pits should be executed from the main line track contact rails. In the feeding lines the electrical driven breakers located near the main line track contact rails should be applied.

5.10.3.9. Feeding of two line connecting track contact rail should be provided from: а) main feeding – from the main line track contact rail, or (in case of substantiation) from

the nearest TSS of one of lines; b) reserve feeding – from the main line track contact rail of the other line. Connection of the main feeding should be executed using the electrical driven breaker, and

the reserve feeding – using the hand driven breaker. The connecting track rails should be isolated from the track rails of the main line providing

the reserve feeding to the connecting track contact network. The breaker having the common hand drive with the breaker of the contact rail reserve feeding should be provided for the connection of track rails.

5.10.3.10. The main feeding of the connecting track contact rails of the branch leading to the electric depot should be provided from the corresponding contact rails of the main line track. The connection of feeding should be executed using the electrical driven breakers.

At the track length more than 700 m the main feeding should be provided from the nearest TSS by the separate feeding line. This line should be connected to the contact rail of the each track of the branch using the electrical driven breaker.

The reserve feeding of the contact rails of the each connecting track should be provided from the contact rails of the storage tracks. The contact rails should be connected using the hand driven breakers.

The connecting track rails of the branch should be isolated from the storage track rails. They should be connected using the breaker having the common hand drive with the breaker of the contact rail reserve feeding.

It is recommended to provide the normally removable link in the bus arrangement of the «+825 V» breaker by the side of the Electric depot.

N o t e – The link removal provides the safety execution of works on the connecting branch, additionally to

the breakers cutoff.

5.10.3.11. The negative boosting mains and inter-track connectors of the track rails should be connected to the center taps of the impedance bond with secondary winding.

5.10.3.12. The feeding and negative boosting mains, contact rail and track rail jumpers should consist of no less than two cables.

5.10.3.13. The traction network cable lines should be calculated for the normal and emergency operating modes. The emergency mode should be considered as trip of the power supply to the contact rail from the nearest TSS.

The main feeding lines should be calculated on the normal mode load without the cable overload, and on the emergency mode load with the cable overload.

The reserve feeding lines should be calculated on the normal mode load with cable overload.

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The contact rail jumper cables should be calculated on the normal mode load at the disconnection of one cable with overload of all remaining cables, and on the emergency mode load with overload of all cables in the jumper.

The negative boosting main cables should be calculated on the normal mode load at the disconnection of one cable with overload of all remaining cables, and on the emergency mode load with overload of all cables in the line.

The inter-track connector cables of the track rails should meet the requirements of the clause 5.21.

5.10.4. Electromechanical installations

5.10.4.1. Feeding of the electromechanical and other installations should be provided directly from the substations, or from the common power mains on the base of design category of the power supply adequacy, their location and capacity.

5.10.4.2. Feeding of the escalators should be provided directly from the TSS or SS. The design capacity of escalators should be accepted on the base of design load for the

corresponding height of escalator according the Appendix 5.10Б and the following operating conditions:

- for three escalators: а) in the normal mode: two moving up, one moving down; b) in the emergency mode – three moving up; - for four escalators: а) in the normal mode: two moving up, two moving down; b) in the emergency mode: four moving up. 5.10.4.3. Feeding of the main and transit drainage plants should be provided directly from

the TSS or SS by the one power supply line. It is allowed to connect the second feeding line to the common power main.

Feeding of the local drainage plants and firefighting boosting pumping plants should be provided from the common power mains.

The each feeding line of the drainage plant should be calculated on the simultaneous operation of the two pumps in the main plant, and one pump in transit and local plants in the normal mode, and simultaneous operation of all pumps in the emergency mode.

The each feeding line of the firefighting plant should be calculated on the operation of one pump.

Supply of power by the two simultaneously connected feeding lines should be provided for the drainage plants with two or more pumps.

One working and one reserve feeding lines should be provided for the local drainage plants with one fixed-site pump and for the firefighting plant.

5.10.4.4. Feeding of the tunnel ventilation installation with two ventilators should be provided directly from the TSS or SS by the two working lines.

The each feeding line of the tunnel ventilation installation should be calculated on the operation of one ventilator in the normal mode, and two ventilators in the emergency mode. The calculation on the emergency mode should be executed at the operation of the given tunnel ventilation installation in the fire safety system.

5.10.4.5. Feeding of the separate near-tunnel installations and portable aggregates with the total capacity up to 60 KW located in the main line tunnels should be provided from the common power mains. The line boxes containing the automated breakers and plug-and-socket units should be applied for the connection to the power mains.

The line boxes should be installed: - under the station platform in the ventilation-and-cable duct; - in the main line tunnels: а) near the station platform; b) near the track switches;

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c) near the main and transit drainage plants; d) in every 100 m (no more) between the mentioned above locations. The distance between the end line boxes in the area of the power mains current distribution

between the adjacent substations should be no more than 15 m. 5.10.4.6. At the application of the electrical heating cables in the staircases heating system

according to the clause 5.8.3 the technical opportunity for the cable maintenance and replacement without execution of construction works should be provided.

5.10.4.7. To feed the maintenance mechanisms with the capacity up to 20 KW the line boxes connecting to the nearest 380/220 V distribution points should be provided in the vestibules, in the machine and tension rooms of escalators, in the machine premises and ventilation cabinets of tunnel ventilation installations, in the drainage plants, and in the sewerage and water-intake installations.

5.10.4.8. The 220 V feeding of the separate installations – heating electrical devices, air conditioners, special clothes drying cabinets, maintenance and cleaning mechanisms, etc, should be provided, as a rule, from the 380/220 V distribution network using, where appropriate, the reducing transformers and Emergency Circuit Breakers.

N o t e - Application of the Emergency Circuit Breakers should meet the requirements of the PUE.

The automated breakers should be applied for the connection of stationary electrical receivers, plug-and-socket units with protected contacts should be applied for the connection of portable maintenance and cleaning mechanisms.

The plug-and-socket units should be provided in the machine and traction rooms of escalators, in the production premises, in the passenger premises of the station in every 25 m. The number of poles in the plug-and-socket units should be defined depending on the type of connected equipment.

5.10.5. Lighting

5.10.5.1. The working and emergency lighting of the premises should be provided taking into consideration the SNiP 23-05 and PUE, on the base of functional, aesthetic, architectural-and-art, and operating conditions.

5.10.5.2. In the passenger premises of the stations the common balanced or localized working lighting executed by the lamps with low and high pressure gas-discharge light sources. It is allowed to apply the incandescent lamps at the execution of lighting on the base of architectural-and-art requirements.

The lighting installation elements according the light distribution class can be the elements of direct (P), semidirect (N), balanced (R), semiindirect (V) and indirect (О) illumination.

5.10.5.3. In the passenger premises of the stations and main line tunnels the standard values of horizontal illuminance should be accepted by the Table 5.10.2.

The allowable deviation of the horizontal illuminance from the standard should be equal no more than -10 - +20 %.

The calculation of the lighting installation in the passenger premises of the stations should be executed according to the Appendix 5.10В. T a b l e 5.10.2

Premises Illuminance normalization

plane

Horizontal

illuminance, lux

Station:

Middle and platform halls Floor level 200

Ticket hall Floor level 200

Area in front of escalator » 100

Escalator combplates and staircases Combplate or stair level 100

Corridors between stations Floor level 100

Entrance corridors and under-street crossings Floor level 75

Main line, dead end, connecting tunnel Rail head level 20

25 m length section of tunnel before and after the station

platform

Rail head level 60

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Premises Illuminance normalization

plane Horizontal

illuminance, lux

The pre-portal tunnel section of the length, m: 5 Rail head level 1000

от 5 до 25 Rail head level 750

» 25 » 50 » 500

» 50 » 75 » 300

» 75 » 100 » 150

» 100 » 125 » 60 » 125 » 150 » 20

Switch blades of the track switches » 20

Service platform in the dead end tunnel Platform 30

N o t e s 1. The illuminance value is given for the gas-discharge light sources. In case of incandescent lamps

application the illuminance standard should be decreased by one step of the illuminance scale according to the

clause 4.1 of the СНиП 23-05. 2. The illuminance depreciation and variation factors for the passenger premises of the stations should be

accepted according to the Recommendations [10].

5.10.5.4. In the lighting installations of the passenger premises the average value of the discomfort index should be no more than 20 with the allowable exceeding up to 20 %.

In case of the special architectural-and-art requirements the average value of cylindrical illuminance should be accepted to be 75 lux with the allowable deviation no more than -10 - +20 %.

5.10.5.5. The illuminance of the production, administrative, medical, domestic, and other premises should be accepted in accordance with КСЦ Metro-2.

5.10.5.6. The emergency (evacuation) lighting should be provided in the passenger, production, and domestic premises of stations, and in the tunnels and near-tunnel installations. The illuminance in the passenger premises and tunnels should compile 5 % of the standard value accepted for the working lighting, but no less than 2 lux in the passenger premises and 0,5 lux in the tunnels.

5.10.5.7. The lighting of the platform and middle halls of the stations should be executed using the lamps located in the arch cornice, coffers of ceiling, as well as it can be open using the diffusers preventing the train drivers blinding.

As a rule, the factory manufactured 220 and 380 VAC lamps with decreased level noise should be applied.

It is allowed to apply individually manufactures lamps meeting the requirements of NPB

249 and GOST 15150. In the working documentation the technical characteristics and maintenance instructions of such lamps should be indicated.

The lamps should be located at the places accessible for maintenance; it is not allowed to locate them over the escalators and staircases, over the track rails, and at the height more than 5 m.

The suspended lamps (lusters) with one fastening unit should be equipped with fall protection and lowering facilities.

The inventory (dismountable, folding) staircases and towers should be provided for the lamp maintenance.

5.10.5.8. To illuminate the area under the station platform edge the separate group of the working lighting should be provided with location of the lamps in every 6 m.

5.10.5.9. In the main line, connecting and dead end tunnels the luminescent lamps should be applied for the working and emergency lighting.

The voltage of the lamps in the working and emergency modes should be no less than 90%, and no more than 105 % of the rated value.

5.10.5.10. The working lighting of the stations and main line tunnels should not deteriorate the visibility of the signal lights.

5.10.5.11. The light indicators at the evacuation ways should be connected to the

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emergency lighting network according to the clause 5.16. At the entrances to the connecting cross-passages the light indicators «Emergency exit to

the 1 (2) track», and at the exit from the cross-passage - the light indicators of moving toward the stations with their names and distances to them should be provided.

The light indicators «Emergency exit to the 1 (2) track» should be connected to the emergency lighting network of the 2 (1) track.

5.10.5.12. In the single-line tunnel the working lighting groups should be located on the both sides, the emergency lighting group – on the high-current side of the tunnel; in the double-line tunnel the working and emergency lighting groups – on the both sides of the tunnel.

5.10.5.13. In the dead ends the common and local lighting of the station track inspection pits should be provided.

The common lighting should be executed using the 220 V lamps with their checkered alternate installation in every 5 m on the both sides of the pit. The lamps should be equipped with protective net and with the structure preventing the access to the lamp without application of the tool; the local lighting should be executed using the portable 12 V lamps. The sockets for their connection should be located by the one side of the pit in every 20 m.

The additional luminescent lamp lighting should be provided on the both sides of the pits at the height of 1100 mm in the area of the hand-trucks and car automatic couplers location.

In the dead ends without the station track inspection pits the sockets for portable 12 V lamps should be located at the rolling stock storage places on the walls in every 20 m.

The plugs of the 12 V electrical receivers should not match to the 220 V sockets. 5.10.5.14. The feeding of the working lighting groups of the main line, dead end, and

connecting tunnels should be provided from the TSS or SS by the two cable lines, and the feeding of the emergency lighting groups – by the one cable line.

5.10.5.15. The intensified lighting in the main line tunnels before the station platforms and the tunnel portals should be provided according to the Table 5.10.2. The separate power supply lines and automated control should be provided for the intensified lighting groups.

5.10.5.16. In the main line and connecting tunnels the separate 380/220 V feeding line with automated breakers and plug-and-socket units in the boxes for connection of the hand electrical tools of up to 5 кВт capacity and portable lamps providing the intensified local lighting should be provided. The boxes with two-and three-pole plug-and-socket units with protected contacts should be located in the single-line tunnel on the low-current side of the tunnel, and in the double-line tunnel – checkered alternate on the both sides of the tunnel at the intervals no more than 50 m.

The boxes with 220/12V reducing transformer and plug-and-socket unit should also be connected to this line. The boxes should be installed at the places of the Train Traffic Control Devices, track switches and gates location.

The allowable loss of voltage in the power supply line at the simultaneous connection of two loads with total capacity of 10KW compiles 9 %.

In the dead ends the boxes with reducing transformers and plug-and-socket units should be connected to the working lighting groups.

5.10.5.17. For illumination of the switch blades of the track switches the separate emergency lighting group should be provided.

5.10.5.18. The feeding of the 220V loads having the capacity up to 100W in the communication cabinets located at the stations and in the dead ends should be provided from the working lighting networks.

In the tunnels and near-tunnel structures, near the communication cabinets the two-pole 220V socket with protected contact should be provided.

5.10.5.19. In the near-tunnel structures the feeding of the working lighting network should be provided from the local 380/220V distributing point, to the emergency lighting network –

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from the emergency lighting groups of the main line tunnels. 5.10.5.20. In the lighting networks of the near-tunnel structures having the entrances from

the tunnels and from the ground surface, the lamp switches should be located near each entrance

5.10.5.21. The sockets for connection of the 12V portable lamps should be provided in the production premises, in the passages between escalators in every 20 m, near the water collectors, and sewage tanks of the pumping plants.

In the ends of the station platforms, and in the middle of the station platforms with gridiron the sockets for the covering lamps, and special plug-and-socket units should be provided according to the clause 5.16.7.

In the under-street crossings near the staircases the two-pole 220V sockets should be provided.

5.10.5.22. At the entrances to the station vestibules and to the ticket halls the electrical rings with installation of buttons outside the entrances should be provided.

5.10.5.23. In the passenger premises of the stations the concealed wiring should be provided in the thin-walled metal tubes; it is allowed to execute open cabling in the cornices.

In the production, domestic, and other premises of the stations, in the tunnels and near-tunnel structures, in the cable tunnels and under the station platforms the open cabling should be provided; in the inspection pits of the station tracks the wiring in the thin-walled metal tubes should be provided.

5.10.5.24. Cabling of the working and emergency lighting in the premises should be provided by the separate routes.

5.10.6. Cable network

5.10.6.1. In the tunnels, near-tunnel structures, ventilation-and-cable ducts, compartments, and in the cable tunnels of the stations, in the power mains, as well as in the distributing networks of the near-tunnel structures the armored cables should be applied, in the production and other premises of the stations – non-armored cables should be applied according to the Manual - Appendix 5А.

5.10.6.2. Cabling in all premises and structures, except for the passenger premises, should be open, without any fencings and partitions.

5.10.6.3. The minimum distances between the hangers and between the cables, as well as dimensions of the cable rooms should be accepted by the Table 5.10.3. T a b l e 5.10.3

Parameter Size, mm

By vertical By horizontal

Distance:

between the hanger ears 125 -

between the racks 150 -

between the hangers 1000 - 1200 800 - 1100

Height of the ventilation-and-cable duct under the station platform in the

passage area and in the area of cabling

1800

Height of the cable floor at the substation 1800 -

Distance in the clear between cables:

power cables up to 3KV 60 15

power cables up to 10KV 100* Note 2 power cables up to 3KV and 10KV 100* Note 2

power cables up to 1KV and control cables 60 15

Power and communication or control cables:

а) communication or control cables over the 3 – 10KV cables 500 -

b) power cables up to 1KV over the 3 – 10KV cables 100 -

c) communication or control cables under the 10KV cables 100 - d) crossing of communication or control cables with cables up to 1KV 15 15

e) crossing of communication or control cables with 3 – 10KV cables Note 3

N o t e s

1. In case of checkered alternate location of cables on the hanger the size marked as «*» should be equal no

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Parameter Size, mm

By vertical By horizontal

less than 80 mm.

2. The size by horizontal should be no less than the cable diameter. 3. The one group cables should be laid in the tubes, or separated by the inflammable partition.

5.10.6.4. In the single-line main line tunnels the power and control cables should be located on the high-current side of the tunnel, the train traffic control units and communication cables - on the low-current side of the tunnel.

The separate train traffic control units and communication cables laying on the high-current side is allowed, as a rule, below the power cables, and power cabling on the low-current side of the tunnel, as a rule, above the communication cables.

The 825V contact network jumper cabling and 825V negative boosting main cabling on the both sides of the tunnel should be executed on the additional hangers installed below the main cable hanger.

5.10.6.5. The cables depending on the voltage and designation should be located in the following consequence (from top downward):

- high-current side: 10KV; 825V; 380/220V cables; control; power main (line box cables); - low-current side: communication cables and wires; train traffic control and

communication signal-locking and control cables. In the double-line tunnel the combined cabling on the both sides of the tunnel is allowed

meeting the mentioned above requirements. 5.10.6.6. On the one 65 mm diameter hanger ear it is allowed: - laying of two communication, signal-locking, control, or two power cables up to 1KV at

the diameter of the each cable no more than 30 mm; - laying of three трех communication, signal-locking, control cables at the diameter of the

each cable no more than 20 mm. Combined power, communication, or signal-locking cabling on the one hanger ear is not

allowed. Within the one run the each cable on the cable hangers should, as a rule, be laid on the one

and the same level defined by the most loaded area. 5.10.6.7. The cables should pass the wall openings and cross the tunnel from one side to

another on the special structures or hangers located in every 1 m, and should be fastened by brackets.

Cabling under the main line tracks is not allowed. 5.10.6.8. In the ventilation-and-cable compartment of the escalator tunnel the cabling

should be provided with fastening by brackets to the each fifth hanger. The transit cabling in the cable ducts of the machine rooms of escalators is not allowed. In the shafts the cabling should be provided in the central area of the shaft cross-section on

the metal structures with platforms in every 3 m and staircases between them. Fastening of cables should be executed by brackets to the each hanger.

5.10.6.9. At the places of the piped trunk line conduit route direction change as well as in every 60 m at its straight sections the cable manholes or cross-connecting terminals should be placed; the pipes between the cable manholes or cross-connecting terminals should have one-way slope no less than 3 ‰.

5.10.6.10. The inter-reserving cabling should be provided in the different main line tunnels.

The inter-reserving cabling at the stations and in the premises should be provided by the different routes. If it is necessary to lay such cables by the common route they should be separated by asbestos-cement partitions.

5.10.6.11. At the places of crossing of temperature joints of bridges, at the places of transfer from the bridge structures to the overhead roads, as well as at the above-ground sections in the galleries the cabling should be provided with excess length enough for

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compensation of possible displacements. 5.10.6.12. At the 10KV cable coupling sleeves the special fire-proof metal cases should be

installed. The limits of the 10KV cable coupling sleeves location should be accepted according to the clause 5.16.7.

5.10.6.13. Cabling through the walls and partitions of the structures should be provided in the pipes sealed with inflammable material.

5.10.6.14. Measures on the electrical corrosion prevention should be taken according to the clause 5.21.

5.10.6.15. In the main line tunnels and other structures with concrete and reinforced concrete linings the each cable hanger grounding should be provided.

5.10.6.16. Fastening of the cable hangers, earthing conductors, and other metal structures to the reinforced concrete linings of the tunnels should be provided with application of dismountable joints (rawplug anchors).

5.11. Electrical installation control

5.11.1. At the TSS and SS the following should be provided: - Local element-by-element control of objects; light alarm of the controlled object

positions, light and sound alarm of their emergency shutdown, automated control of availability of voltage in the operating current circuits;

- Local automated control of objects; - 10KV network breakers cutoff due to the acting of protection, and lockout preventing

closing according to the safety conditions; - Automated electric power counting at the 10KV line inputs and outputs, at the converting

units and transformers, with location of the central station system at the Line Dispatcher Point.

In addition, the following should be provided at the SS: - Local element-by-element control of the 10KV and 825V breakers, 825V feeding line

disconnectors, earthing disconnectors at the 825V switchboard; - Control of availability of voltage in the buses of the 825V switchboard; - Converting unit cutoffs at the earth-faults in them and in connected to them 825V cables; - 825V feeding line cutoff at the earth-fault in the cable; - 825V feeding lines and converting units cutoff at the earth-fault in the 825V switchboard; - Single repeated closing of the 825V feeding lines after their cutoff due to the overload or

short circuit conditions in the contact network; - 825V feeding lines cutoff at the emergency cutoff of the adjacent SS feeding lines

blocked with them (depending on the accepted traction network scheme); 5.11.2. At the TSS, SS, and at the traction network the following should be provided from

the Line Dispatcher Point: - telecontrol of: а) all 10KV breakers; b) 825V breakers and earthing disconnectors at the 825V switchboard of the SS, as well as

electrical driven disconnectors in the contact network; c) Program control of the converting units, breakers and disconnectors of the 825V feeding

lines, earthing disconnectors at the 825V switchboard; - tele-signalization of the telecontrolled object positions and disturbance of the normal

operating mode of the substation. It is allowed to integrate the telesignals required the identical actions of the dispatcher;

- tele-measurement of: а) voltage in the bus sections of the 10KV switchboard and at the AC and DC switchboards

with voltage up to 1KV; b) current load of the 10KV feeding lines; c) current load of converting units, main and reserve 825V feeding lines;

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d) data from microprocessor safety devices of the 10KV and 825V feeding (according to their implementation);

- Automated control of the power consumption by the transformers, converting units, 10KV power supply. In correspondence with the task it is allowed to provide the information about the power consumption control at the Underground Railroad chief power engineers’ working places and electrical supply services as well.

5.11.3. In the uninterruptable power supply unit the following should be provided: - automatic changeover 380/220V of the switchboard to the feeding from the

uninterruptable power supply unit in case of failure of the feeding from the SS; - telemetric control of operative condition of the equipment, dump of voltage in the

switchboard buses, emergency changeover. 5.11.4. In the 825V traction network of the stations with gridiron the remote control of the

following items should be provided from the Station Dispatcher Point: - disconnectors of the cable jumpers between the contact rail sections, and dead end contact

network reserve power supply lines from the main line track contact rail; - sectional switches between Distributing Point 1 and Distributing Point 2 of the dead ends; - switching unit in the electrical drive power supply circuits of these disconnectors and

switches. 5.11.5. In the ventilation and pumping plants the following should be provided: - local element-by-element control of the objects, light alarm of the tunnel ventilation

installation ventilators’ position, valves and shut-off valves; voltmeter control of the voltage availability in the feeding network of the pumping plants and ventilators of tunnel ventilation installation;

- local automated control of the objects: а) in the pumping plants, in the warm air curtains, air curtains and local ventilation

installations at the station and substation depending on the settled parameters (fluid level in the collectors, water and air temperatures);

b) local ventilation installations cutoff at the stations and substations, closing of pressurized valves of local ventilation installations of the fuel and lubricating materials storage rooms in case of actuation of the Automatic Fire Alarm Installation;

- remote control of the following objects from the Station Dispatcher Point: а) local ventilation installations of stations and near-tunnel structures; b) booster pumps of the ground water wells; - remote startup of the firefighting booster pumps at the water pipeline and opening of

shut-off valves of the bypass line of the water metering unit using the button posts near the fire cock boxes at the shallow stations and in the vestibules of the deep burial stations;

- remote control of the following items from the Station Dispatcher Point and telecontrol from the Line Dispatcher Point:

а) aggregates of the tunnel ventilation installation, warm air curtains and air curtains; b) firefighting booster pumps and shut-off valves at the water pipeline; c) submersible pumps and shut-off valves of the ground water wells; - remote signalization to the Station Dispatcher Point and tele-signalization to the Line

Dispatcher Point of: а) positions of the remote and tele-controlled objects; b) active mode of the pumps, failure of drainage plants and alarm level of fluid in them, as

well as in the sewerage installations at the station and in the technical maintenance points of the dead ends;

c) ground short circuit and dump of voltage in the remote control and remote signalization circuits;

d) actuation of the Automatic Fire Alarm Installation and Automatic Firefighting Installation at the station and exceeding the allowable air temperature limits in the machine

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rooms of substations and escalators. 5.11.6. The escalator installations alarm and control, including the automatic changeover of

380V feeding lines in the machine room of escalators, as well as requirements on the escalator control from the Station Dispatcher Point and Line Dispatcher Point should be accepted in correspondence with the electro-technical tasks of the escalator manufacturing enterprise.

5.11.7. In the networks lighting stations and main line tunnels should be provided: - local individual control of lighting groups of the stations and main line tunnels; - remote control from the Station Dispatcher Point of: а) lighting groups of the passenger premises of stations; b) lighting groups of the under-platform ventilation-and-cable ducts, contact rail area under

the entrance roof overhang of the station platform, as well as the main line tunnels; c) centralized disconnection of the working lighting groups of the main line tunnels (for

emission of the light signals); d) electrical heating networks of staircases to the under-street crossings or to the corridors

at the entrances to the underground station vestibules; - automated control of the intensified lighting groups of the main line tunnels in front of

the station platforms and tunnel portals at the train arrival; - automated control (depending on the illuminance level in the day time) of the lighting

groups of the «М» symbols and entrance roof overhangs over the staircases to the underground vestibules.

5.11.8. In the passenger premises, in the premises with continuous residence of personnel, at the escalators and staircases of the stations the automatic activation of the emergency lighting groups in case of disconnection of the corresponding groups of the working lighting should be provided. In the other premises, as well as in the main line tunnels, dead ends and technical maintenance points the manual activation of the emergency lighting should be provided.

5.11.9. At the line the tele-metering and telecontrol systems should be provided according to the clauses 5.8.1.1; 5.8.2; 5.9.1; 5.9.2; 5.9.3 with transmission of signal to the Line Dispatcher Point.

5.11.10. It is allowed to accept the volume of the remote and telecontrol and signalization of the installations’ operation in correspondence with approved in the established order control charts of aggregates and devices included in these installations.

5.11.11. Switching from the one control type to another should be provided from the local control posts individually for the each controlled object.

At the control switch the status of the controlled objects, as well as the statuses of safety devices and locking should be saved.

5.11.12. Telecontrol system channels should be provided preferably in the communication cables taking into consideration the perspective development of the line.

5.12. Train traffic control

5.12.1. The train traffic control installations should meet the requirements of the Regulations [9] and Instructions [8].

5.12.2. The maximum traffic capacity of the line should be calculated by the parameters of the train traffic interval regulation and safety system only. At the realization of maximum design schedule of the traffic, the train traffic interval regulation and safety system should provide the continuous control of the observance of allowable traffic speed, automatic deceleration in case the train exceeds this speed, and stop of the train in case the driver does not take measures for the speed reduction.

The train traffic interval regulation and safety system should be provided on the principals of automated regulation of the speed by means of formation and transmission of the Automated Speed Regulation code signals (frequency, digital, etc) by the communication channels to the train devices regarding the allowable train speed at the given track section and

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at the next section in the train traffic direction. The track rails, floor sensors, and leaky (slotted) cable can be used as the communication

channels. The train traffic interval regulation and safety system should consist of the stationary and

train equipment subsets. N o t e – The train subsets are included in the composition of the car equipment and are supplied together

with the rolling stock.

The train traffic interval regulation and safety system should be provided at the all main line tracks and connecting tracks between the lines.

At the track sections with bidirectional traffic the train traffic interval regulation and safety system should be provided for the each traffic direction.

5.12.3. At the calculation of the traffic capacity of the line the time reserve for sensing of the Automated Speed Regulation code signal permitting the train traffic should be taken into consideration: on the main line - no less than 15 s; at the approach to station and station tracks – no less than 5 s.

If necessary, the main line and station tracks can be equipped with the outboard speed control.

5.12.4. At the double-line connecting branches to the Electric depot, where the each track is designated mainly for the unidirectional traffic, it is allowed not to provide the automated locking (AL) devices for locking of the opposite direction train traffic.

5.12.5. The automated locking devices, except for the semi-automated action traffic lights, should be normally open. Activation of the automated locking of separate sections should be provided from the Station Dispatcher Point, locking of separate sections and of the whole line – from the Line Dispatcher Point.

5.12.6. In the tunnels the «Metro» type traffic lights and at the open line sections the typical railroad traffic lights should be provided.

The bifilar lamps or LEDs should be installed in the traffic lights. The traffic lights at the main line tracks should be marked with odd numbers for the first

track, and with the even numbers for the second track. The traffic light number consists of the run number (one or two first figures) and sequential

number of the traffic light at the run (last figure). The semi-automated action traffic lights should have two characters showing the station

name in abbreviated form before the number. The shunting traffic lights can be marked with one character only.

5.12.7. The two-figure automated action traffic lights should be provided at the exit from the station only; they should be normally open.

The semi-automated action traffic lights should have two operating modes: at the open and closed automated locking.

5.12.8. The traffic light installation should be provided, as a rule, on the right side in the traffic direction. In the single-line tunnels and at the poor visibility places it is allowed to install the traffic lights on the left side.

5.12.9. At the semi-automated action traffic lights should have (except for the traffic lights permitting the traffic on the main line tracks in the wrong direction) the calling-on signals should be provided. The electrical diagrams of the calling-on signals should provide the continuous control of intactness of the circuit wires and calling-on signal light sources, and control of position of railway points in the train traffic direction.

5.12.10. At the traffic lights permitting the traffic in the multiple directions, including the traffic on the calling-on signal, the route indicators should be provided.

5.12.11. At the line tracks the double-rail track circuits should be provided without the insulating joints and with the insulating joints.

The single-rail track circuits at the scissors crossings are allowed. The rail circuits should be protected:

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- from the mutual effect of the adjacent rail circuits at the closing of insulating joints between them;

- from the effect of the traction current in the rails, and ground currents; - from the effect of the rail circuit imposition currents used in the other schemes. 5.12.12. The each rail circuit should have no less than two traction current inputs, and

should be used for the control of the track rail intactness as well. The each undivided rail circuit with insulating joints should include no less than two

impedance bonds with secondary winding to pass the traction current. In the divided rail circuits it is allowed to install three impedance bonds with secondary winding.

In the single-rail track circuits the track rail nearest to the contact rail should be used to pass the traction current.

5.12.13. Connections of the different designation (traction current negative boosting, inter-track connectors) wires and cables to the track rail at the double-rail track circuits should be executed through the middle output of the impedance bond with secondary winding no closer than in every two insulating joints, or three rail circuits. In this case the parameters of the bypass circuit on the parallel and adjacent rail circuits should not be less than the ones indicated in the Table 5.12.1. At the more close location of the inter-rack connectors the inductive reactance no less than 2 Ohm at the frequency of 50 Hz should be included in their circuits.

5.12.14. The electrical centralization devices include the all railway points of the station with gridiron.

The electrical centralization should be correlated with the train traffic interval regulation and safety system devices.

It is allowed to apply the Automated Working Place (AWP) of the station dispatcher at the Station Dispatcher Point and Automated Working Place of the train traffic control electrician in the computer-based equipment room instead of the display console and control panel of the electrical centralization, correspondingly.

5.12.15. The Automated Speed Regulation code channel permitting the traffic on the route within the station with gridiron should be activated after the setting and locking of the route together with permissive indication of the traffic light.

The Automated Speed Regulation code signal of absolute stop should be transmitted to the rail circuit in front of the semi-automated action traffic light at the unsettled route.

The route should be released after the train leaves the whole route (or part of the route in case of its sectional release). The route release circuit should act both in the time of train traffic and in the time of moving of single running unit on this route.

The route not used by the train should be released in case there are no trains at the pre-route section.

It is allowed to provide the emergency route release by fixed button with display console (or АWP) of the Station Dispatcher Point and Line Dispatcher Point at the closed traffic light and absence of the permissive signal from the Automated Speed Regulation only.

5.12.16. In the train traffic control installations the redundancy of separate circuit nodes of the Automated Speed Regulation code signal formation and railway points control circuits, as well as possibility of the railway points control circuit switching to the mockup should be provided.

The railway points control circuit should provide: - possibility of switch of the track locked in the route and at the occupied point section; - continuous control of the switch point blade positions; - bringing of the switch point blades to the end positions in case of rolling stock run-over

to the point section in the time of starting track switch; - Preventing the track switch and false control at the wires fault, grounding, and

penetration of current from unauthorized power supply source, including the spontaneous

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switch of track under rolling stock; - control of the point splitting with record of signal about splitting; - possibility of the track switch using the separate button with record of this action; - possibility of the point circuit disconnection. 5.12.17. The frequent routes at the stations should have the possibility of changeover to the

automated operation. In this case the calling-on signals of the main line traffic lights should be switched together with these traffic lights changeover to automated operation. T a b l e 5.12.1

Lрц, m 100 125 150 175 200 225 250 275 300 325 350 375 400 425 450 475 500

Lобх, m 540 560 580 600 615 640 670 700 720 760 790 820 850 900 930 975 1000

Lтп, m 320 340 370 390 410 430 460 490 510 540 570 600 630 660 690 730 750

Zобх, Ohm 1,0 1,1 1,15 1,2 1,22 1,3 1,33 1,4 1,45 1,5 1,6 1,65 1,7 1,8 1,85 1,95 2,0

Lрц - length of the longest rail circuit;

Lобх – minimum allowable length of the bypass circuit;

Lтп - distance between the points of connection of the inter-track connectors; Zобх - minimum allowable resistance of the bypass circuit.

5.12.18. The simultaneous Centralized Dispatching Control of the railway points and signals from the Line Dispatcher Point and Station Dispatcher Point is not allowed.

Selection of the control mode should be provided from the Station Dispatcher Point by the direction of the Line Dispatcher Point.

In case of the circuit integrity damage occurring between the Station Dispatcher Point and Line Dispatcher Point facilities the open calling-on signals should be automatically switched off.

5.12.19. The Centralized Dispatching Control systems should be protected from the unauthorized access – control of the objects can be executed only after entering the personal code of the dispatcher recognized by the system.

5.12.20. The train traffic control systems on the line should be equipped with the following facilities:

- automated reading (transfer) of the train route numbers; - check points of the technical conditions of rolling stock during the train traffic with their

location at the each line track; - control of passage to the tunnel. These facilities should be correlated with the circuits of the train traffic interval regulation

and safety system and Electric Centralized Control. The records of emergency situations registered by the devices should be automatically

transferred to the Station Dispatcher Point and Line Dispatcher Point. 5.12.21. The train traffic control facilities should be correlated with the time interval

indicators and track gates. 5.12.22. The equipment of the installations should be located at the Line Dispatcher Point

and, as a rule, at the each station. The trackside assets should be located in the tunnel: traffic lights, line boxes, impedance

bonds with secondary windings, point operating gears, line sensors, crank devices, and, where appropriate, relay cabinets with instruments.

5.12.23. The 220VAC feeding of the rail circuits, traffic lights, calling-on signals and point operating gears, and 24V feeding of the direct current relays located in the equipment room from accumulator batteries or from the uninterruptable power supply units should be provided.

Feeding from accumulator batteries or from the uninterruptable power supply units to the DC devices located outside the equipment room of the given station is not allowed.

The DC feeding from the separate rectifier units to the track repeaters located in the equipment rooms of adjacent stations, equipment installed in the tunnels and other premises should be provided. It is allowed to use the AC in these purposes.

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5.12.24. The reserve feeding of the calling-on signals, point detection relay, crank devices, as well as to the control indicators of these circuits at the Electric Centralized Control panel in the Station Dispatcher Point should be provided from the separate transducers connected to accumulator batteries or to the uninterruptable power supply units.

5.12.25. The main distribution panels should be installed in the equipment rooms and should provide the following:

- connection of three AC feeding lines or two AC feeding lines and uninterruptable power supply unit;

- distribution of the power supply by the loads; - automated and manual switch of feeding lines: - light and sound alarm of dump of voltage in the feeding lines; - power supply lines voltage and current metering; - connection of accumulator batteries by the buffer circuit, and its charging; - reserve feeding of the separate circuits. 5.12.26. In the networks going beyond the equipment rooms the two-pole disconnection of

the each circuit should be provided. 5.12.27. The special switchboard located in the separate room near the equipment room

should be provided to disconnect the all kinds of power supply. At the installation of the main distribution panels in separate switch room it is allowed not

to apply the power supply disconnection switchboard. 5.12.28. The cable according to the Appendix 5А should be applied in the train traffic

control facilities. 5.12.29. The circuits of the electric switch mechanisms, traffic lights, feeding and relay

ends of the rail circuits should be provided in different cables. It is allowed to combine in one cable circuits of different designation, except for the take-up circuits of the track relays and point control circuits.

5.12.30. For the train traffic control devices the separate cable lines should be provided for the each track. It is allowed to combine in one cable auxiliary circuits related to different tracks.

In the cable line one free cable pair with output to the each signal point should be provided for execution of regulation and, where appropriate, for reserve using.

5.12.31. In the signal-and-locking cables the reserve conductors should be provided – no less than 10 % of their total number, but no less than two conductors.

5.12.32. At the stations the premises for allocation of the train traffic control facilities should be provided: equipment, switch, and accumulator rooms with portal. In case of use of the uninterruptable power supply unit the accumulator rooms are not necessary.

At the station with gridiron the panels of Automated Working Place or Electric Centralized Control should be located in the premises of the Station Dispatcher Point, the lockout switches of the track gates – in the passage-through premises of the Station Dispatcher Point. The indicated premises should be located at the platform level on the side of the gridiron, or in the production premises block.

The control display console (information display facilities) should be provided in the equipment room with indication of train positions and serviceable conditions of the main devices and circuits.

5.12.33. Near each signal point and point operating gear the sockets for connection of the train traffic control communication devices should be provided.

5.12.34. The metal structures and equipment enclosures grounding should be provided to the common protective earthing system for the line electrical installations, except for the enclosures of the impedance bonds with secondary winding and point operating gears.

5.13. Communication

5.13.1. The list of subscribers to be equipped with the line and station Operative-

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Technological Communication (OTC) facilities is represented in the Appendix 5.13А. According the design assignment the following line OTC can be provided additionally: - conference communication for the management, services, and distances of the

Underground Railroad; - tele-monitoring with transmission of pictures from the stations to the Line Dispatcher

Point. All types of dispatcher and service communication should be organized by the group

principal. 5.13.2. The dispatcher communication control panels should be installed at the working

places of corresponding dispatchers, the service communication control panels – in the equipment and relay rooms, subscriber and terminal blocks – according the Appendix 5.13А.

5.13.3. The composition of the line and station ОТС should include the communication types according to the Table 5.13.1. T a b l e 5.13.1

ОТС Designation

1. Line

1.1. Dispatcher: Train traffic TTDC

Power supply PSDC

Escalator EDC

Electromechanical EMDC

Police PC

Fire safety ESC

1.2. Train radio TRC

1.3. Tunnel Т

1.4. Operative О

1.5. Telephone general usage АТС

1.6. Audio Recording of Dispatcher Negotiations ARDC

1.7. Inter-dispatcher IDC

1.8. Inter-dispatcher PSDC with the City power supply Dispatcher Point IDEC

1.9. Service:

Between the dispatcher and line train traffic telecontrol devices TTTC

The same for the power supply PSTC

» escalators ETC » electromechanical installations EMTC

2. Station

2.1. Station S

2.2. Train traffic control TTC

2.3. Escalator ES

2.4. Station master M

2.5. Local L

2.6. Public address system PAS

2.7. Loudspeaker LSC

2.8. Tele-monitoring TO

2.9. Electric clock EC

2.10. City CTC

2.11. City radio broadcasting net CRN

2.12. Warning Signalization WS

2.13. Repair-operative radio RORC

5.13.4. The TRC radio stations should be installed: regulatory – in the Traffic Dispatcher Point (TDP), stationary – at the station, locomotive – in the train driver cabs.

The TRC between the regulatory and stationary radio stations should be organized by the wired channel, between the stationary and locomotive radio stations – by the radio channel.

The leaky feeders should be applied, as a rule, as the guide lines (antennas) for the radio channel.

N o t e – The locomotive radio stations and their antennas are included in the car equipment set and are

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supplied together with rolling stock.

5.13.5. The T communication equipment should provide: - the calls reception and notification sent to the Traffic Dispatcher Point control panel; - connection of the tunnel communication line to the dispatcher communication line. Near the telephones in the tunnel the ATC telephone sockets should be provided. 5.13.6. The IDC lines should provide connection by the managing dispatcher of his

selective communication channel to the other dispatcher channel. 5.13.7. The O Communication should be provided in case of availability no less than three

lines in the Underground Railroad network. 5.13.8. The ATC networks of the Underground Railroad should be provided for

organization of the general usage telephone communication. The number of АТС, their capacity, location, and correlation should be defined during the designing.

The distribution of the ATC telephones should be accepted according to the Appendix 5.13А and additional inventory list of customer.

5.13.9. The mobile communication facilities should be used for negotiations of dispatchers with the emergency repair and restoration services.

5.13.10. The ОТС communication station control panels (commutators) should be located at the working places of corresponding managers (duty officers), and connecting communication lines should be organized between them.

5.13.11. The local substation communication should be organized by the local battery system using the conductors of control cables of the substation automation facilities as the communication lines.

5.13.12. In the PAS networks the groups should be organized by the following line sections:

а) tunnel - tunnels and tunnel ventilation installations; b) platform – platforms and middle halls of stations; c) escalator - escalator tunnels areas of approach to them; d) vestibule – ticket halls and areas of entrance to and exit from them to the pedestrian

crossings; e) street – territory in front of the entrance to the station vestibules or to the underground

crossings; f) service – corridors of production and domestic premises of the stations at all levels; g) fire notifications – according to the clause 5.16.4. The notification should be provided: а) from the station dispatcher point and dispatching center (adjacent to the station

dispatcher point) – by all groups; b) from the automated check-point cab – by the vestibule and street groups; c) from the operator booth near the bottom sites of escalators – by the escalator group; d) from the cabs of dispatching center stations with gridiron – by the platform group. 5.13.13. The tele-monitoring from the station dispatcher point should comprise the

following station areas: - entrances to the stations (toward the passenger flow); - ticket hall of the vestibule, automated check-point (toward the passenger flow),

staircases; - upper and bottom sites of escalators; - middle hall, crossing staircases; - passenger platforms of the 1st and 2nd tracks along the whole length, train route numbers; - balconies, galleries along the whole length; - end doors of platform from the side of tunnel, including the service bridge; - interchange structure corridors (opposite to the passenger flow); - sector of adjacency of the interchange structure corridor to the middle hall of the station,

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if this area is not controlled by other tele-cameras; - under-street crossings in the area of Underground Railroad control; - ramps and portals of the tunnels at the open line sections; - telecontrol of other station areas according to the design assignment. 5.13.14. Arrangement of the tele-monitoring at the other objects of the Underground

Railroad, as well as the necessity of transmission of the pictures of separate observation areas to the line dispatcher point should be reflected in the design assignment.

5.13.15. The intercom system (membrane) «passenger-fare collector» should be provided at the cash windows.

At the deep burial stations the line with sockets for connection of intercommunication facilities of firefighting subdivisions should be provided in accordance with the clause 5.16.7.

5.13.16. At the stations the electric clock showing the current and interval time should be provided:

а) current time, digital – in the ends of the platform from the side of the train departure, in the ticket halls of vestibules, at the station dispatcher point;

b) interval time, digital - in the ends of the platform from the side of the train departure; c) current time, secondary – at the premises according to the Appendix 5.13А and at the

places of train turn around, near the service platform from the side of the train departure. The secondary electric clock network control should be provided from the primary electric

clock installed at the station and checked by the standard time signals of the city radio broadcasting net.

5.13.17. The warning signalization should be provided: а) from the station dispatcher point - to the ticket offices and automated check-points; b) from the automated check-point cab and operator booths near the escalators – to the

station dispatcher point. The call signaling by the any communication type should be provided: а) from the premises of the police post – to the ticket hall; b) from the premises of the escalator machinist – to the machine and tension rooms; c) from the station dispatcher point - to the platform halls; d) from the substation duty officer table – to the substation premises. The repeaters of the public address system by all types of communication, except for the Т

communication, should be provided at the outdoor telephones. 5.13.18. The input of the city telephone network should be provided at the stations. The

input capacity should be defined on the base of conditions of the automatic telephones installation and connection, and, according the customer assignment, telephone receivers of additional subscribers.

5.13.19. The trunk networks should be provided in the line ОТС at the section from the line dispatcher point to the stations, and between the stations.

The trunk network capacity should be defined taking into consideration provision of all types of the line ОТС, reserve channels, reserve conductors, and perspectives of the line development.

5.13.20. The method of the trunk networks organization (primary, secondary, or mixed) should be defined taking into consideration:

- length and perspectives of the line development (or its section); - remoteness of the line from the line dispatcher point; - number of stations in the line; - possibility of combination of different communication circuits and other information

transmission circuits in one network. 5.13.21. The primary trunk network should be organized using the devices of the digital

information transmission systems; formation of the group transmission paths and voice-frequency channels for the communication networks should be provided.

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The fiber-optic cables should be used as the communication lines. The communication lines should be reserved by means of application of parallel cables and blocks of the digital transmission system facilities providing the switch of the communication lines to the reserve channel.

5.13.22. The secondary trunk network should be organized, as a rule, in the physical cable circuits. The reserve circuits should be provided in different cables.

5.13.23. The station and tunnel networks should be provided in the physical cable circuits. The track gates or, in case of their unavailability, current distribution points of the lighting network should be accepted as the edges of the tunnel networks.

5.13.24. As the reserve power capability for the facilities the following should be accepted: in the line dispatcher point – electric power supply facilities, at the stations – uninterruptable power supply rated for the emergency power supply during one hour.

5.13.25. The following main premises should be provided for location of the communication facilities:

а) in the line dispatcher point premises – the line-switching room for the digital transmission system facilities and line-switching hall for the regulatory and control ОТС facilities. It is allowed to provide the common communication equipment room;

b) at the station - line-switching room, switch room, and radio center.

5.14. Location of operation personnel

5.14.1. Composition and manpower of the maintenance subdivisions located at the stations should be defined according to the Appendix 5.14А; specialties, production process groups, daily working periods - according to the Appendix 5.14B; name (designation) and area of the premises - according to the Appendices 5.14C and 5.14D.

5.14.2. Composition and manpower of the operating subdivisions for the sections of extending of operating lines should be defined taking into consideration the existing line subdivisions.

5.14.3. Distribution of the subdivision personnel should be provided within the service sites and, where possible, equably by the line stations.

5.15. Electric depot

5.15.1. Buildings and structures

5.15.1.1. The following buildings and structures should be located at the electric depot territory:

а) to provide the electric depot activities: 1) administrative-and-domestic building; 2) storage-and-repair-building; 3) production shops; 4) routine maintenance (RM)-3 shop; 5) regenerative car painting and drying shop; 6) car washing and blowing chamber; 7) TSS and SS; 8) compressor station; 9) electrical centralization post; 10) treatment facilities; 11) rail-motor cars and motor cars filling station; 12) storages: materials, reserve aggregates, units and details, fuel-and-lubricating

materials; 13) parking tracks; 14) parking line section and pointsman's tower with domestic premises, shops and

storages; 15) check passage with automated entrance and exit control facilities; 16) tunnel portal security post;

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17) site for storage, technical maintenance and repair of the intra-depot vehicles; 18) covered sites for cargo and metal scrap, equipped with electric cranes; 19) snow melter or snow mold-board; 20) boiler house; 21) loading dock near the railroad track; 22) sports-ground; 23) guarded personal motor transport parking; b) to provide the line operation: 1) rail-motor cars shop; 2) electric locomotive shop; 3) restoration facilities point; 4) site for storage of the superstructure elements; 5) swinging circle or reversing triangle; 6) different designation storages, blocked with production buildings or free-standing; 7) site with bins for storage of cement and sand equipped with electrical crane; 8) site for collection and mechanical loading of waste and metal scrap with container

washing point; 9) sedimentation reservoir for drain of slurry taken from the drainage plants, drainage tanks

by the used petroleum product types; 10) common shops of operating services; 11) rail welding station (in the electric depot having the connecting branch with railroad). Facilities indicated in the а) 19 sub-point should be provided in the regions with average

height of snow cover during winter is more than 20 cm; in the а) 20 sub-point – in case of unavailability of municipal heating network; in the а) 23 sub-point – behind the electric depot fence.

The composition and requirements to the buildings and structures listed in the sub-point b) should be reflected in the line and electric depot design assignment.

The structures in the а) 8, 10, 11, 12, 20 sub-points should be provided for the typical or re-used projects.

5.15.1.2. The technical equipment of the production buildings and structures should correspond to the technological processes of maintenance and repair of rolling stocks with application of progressive techniques and equipment.

Architectural-and-construction solutions by the buildings and structures should correspond to the natural landscape and urban planning.

5.15.1.3. Heating and ventilation buildings should be provided according to the SNiP 41-01, heat supply from the municipal networks - according to the SNiP 41-02 or, in case of unavailability of municipal network, from the self-contained boiler room, water supply from the municipal networks, internal water pipeline and sewerage - according to the SNiP 2.04.01, SNiP 2.04.02, SNiP 2.04.03.

5.15.1.4. The parking tracks should be located on the one side, in case of substantiation – on the both sides of the storage-and-repair building (SRB).

The number of tracks in the storage-and-repair building should be defined on the base of conditions of placement of the cars operating fleet, reserve cars in the amount of 10 % of the operating fleet, and special cars (cargo car, track measurement car, laboratory), excluding the cars located on the line.

At the up to 200 car inventory fleet the number of tracks should be increased by one track for shunting movements, at the more than 200 car fleet – by two tracks; in addition, one track should be provided for cleaning and washing of the under-car equipment.

The length of the each track should be defined on the base of length uncoupled rolling stock at the distance of 1 m automatic coupling between the adjacent cars.

During the first period of the line operation, at the less number of cars in a train, it is

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allowed to place on the each track two uncoupled rolling stocks with the distance between them no less than 3 m.

5.15.1.5. The span sizes in the storage-and-repair buildings should be accepted according to the Table 5.15.1. T a b l e 5.15.1

Name

Size of the span for, no less than, m,

Storage, TM

(technical maintenance)

RM-1 RM-2, RM-3

Height from the rail heads to the bottom of bearing structures 4,8 9,6

Width of the passage:

between the car bodies (if there are no columns between the tracks) 1,6 2,0 3,1

between the columns and car body 1,35 1,5 -

between the span walls and car body 1,15 (1,1) - -

between the shop wall and car body - 2,6 2,8

between the wall opposite to the shop wall, and car body - 1,7 (1,1) 3,8 (2,4) From the front end wall to the upper stair of the staircases to the

inspection pit

2,3

The same, from the back end wall 3,0 4,5

Distance from the upper stair of the staircases to the inspection pit to the

car automatic coupling axis

1,5

Depth of the inspection pit from the rail heads 1,4

Width of the inspection pit 1,35

Gates: height from the rail heads, and width 3,9×3,8

N o t e - the allowable narrowing of the passage at the length no more than 6m is indicated in the brackets.

5.15.1.6. All tracks of the storage-and-repair building and RM-3 shop should have the inspection pits. The niches on the both sides in every 20m for installation of the electrical equipment and compressed air pipelines with air intake valves in every 20m, and water-and-oil collector in front of the first valve should be provided in the pits.

At the all tracks of the storage-and-repair building the brackets of the car blow-out valve and bumping posts should be provided. The special wheel-pair turning lathe acting without removing the wheels from under the car should be provided at one of the tracks.

5.15.1.7. The independent entrance to the RM-3 for the motor transport equipped with the warm air curtain should be provided.

No less than two bridge cranes with 10 ton lifting capacity should be installed in the shop. 5.15.1.8. The floor level in the spans of the storage-and-repair building, except for the RM-

3 span, should be accepted to be 0,5m below the level of the rail heads. In the RM-3 span the floor level should be on the level of the rail heads.

5.15.1.9. The gate leaves of the storage-and-repair building should be equipped with electric drives and should be sealed in the closed position; they should have locking facilities for open and closed positions, and inspection windows at the level of 1,4 m from the level of

the rail heads. The 0,8×1,8m door should be in one of the gate leaves of the each span. 5.15.1.10. Three underground adjacent corridors should be provided along the front wall of

the storage-and-repair building: the first one – to supply the air to the warm air curtain of the gate, the second and third ones – for the cable and heating networks. It is allowed to lay the heating and hot water supply networks in the first corridor.

5.15.1.11. The administrative-and-domestic building (ADB) should be located near the storage-and-repair building, and heated passage should be provided between them.

In the administrative-and-domestic building the block of the drivers rest premises, administrative-management personnel premises, rolling stock operation shop and repair shop production personnel premises, medical center, catering and sanitary-domestic premises should be provided.

The composition and areas of the premises should be defined by calculation according to the staff schedule of the electric depot.

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5.15.1.12. The car washing and blowing chambers should be provided in the composition of the first stage of construction of the electric depot.

5.15.1.13. The rail-motor cars and locomotive shops should be located in the separate building. It is allowed to block them with other production buildings.

The length of the shops should be defined on the base of number of traction and trailing units, but no less than 36 m, the height - 6,2 m to the girder bottom.

The number of tracks in the each shop should be defined by calculation, but should be no less than four.

The inspection pit having the dimensions according to the Table 5.15.1 should be provided at the each track.

The frame cranes with lifting capacity 3,2 ton should be installed in the shops. The block of sanitary-domestic and production premises composition of which for

locomotive shop should include the premises for storage and maintenance of accumulators and charging 825V switchboard should be provided in the shops.

The ride of locomotives from the shop using the accumulator traction should be provided. 5.15.1.14. The compressor station should be located in the separate building. The number

of compressors and capacity of the station should be defined by calculation taking into consideration one reserve machine.

At the station the measures on the noise and vibration level reduction to the level according to the clause 5.17 of the SNiP 32-02 should be taken.

5.15.1.15. The production shops should be located in the storage-and-repair building near the RM-3 shop. The technological openings should be provided in the wall between them.

The shop building should have two or three floors, 12m width, and the length equal to the length of the storage-and-repair building. The designation and areas of the premises should be accepted according to the approved re-used solutions.

In the shops the site for cleaning and washing of the dust filters of the local ventilation line and electric depot should be provided.

5.15.1.16. The regenerative car painting and drying shop should be located in the separate building. It is allowed to block it with the different designation building in case of observance of fire safety requirements.

The area of buildings should be defined on the base of location of two car places, production premises (ventilation, switch, firefighting plants, etc), storages, premises for personnel and sanitary-domestic premises.

5.15.1.17. The TSS should be integrated with rail-motor car shop or with the other designation building. The SS should be located in the block of production shops and other production buildings on the base of their demand in electric power.

5.15.1.18. In the administrative-and-domestic building and storage-and-repair building the reserve hot water supply from the electrical water heaters should be provided. In the other production buildings the electrical water heaters should be applied for the hot water supply.

In the administrative-and-domestic building the hot water from the electrical water heaters should be led to catering and two showers, in the storage-and-repair building - to the wash basins in the RM-3 shop, and one wash basin in the each span.

5.15.1.19. The wash basins with cold and hot water and connection to the domestic sewerage network should be provided near the front and back walls of the storage-and-repair building by the adjacent span axis.

5.15.1.20. Heating of the inspection pits and warm air curtains of the gates of the storage-and-repair buildings should be provided according to the SNiP 41-01.

5.15.2. Track and contact rail

5.15.2.1. Track 5.15.2.1.1. The plan and longitudinal profile of the tracks should correspond to the Table

5.15.2.

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T a b l e 5.15.2

Parameter

Standard

basic In difficult

conditions

Radius of the curvature in plan for the parking tracks, m, no less than 75 60

Track switch frog mark for the rolling stock turn around tracks: Underground Railroad 1:5 -

Railroads with rail gage of 1520 mm 1:9 -

Length of the straight section of electrified parking track, m, no less than, located

between two curvatures in plan, directed:

unidirectional 3 -

opposite 15 -

Length of the straight section of non-electrified parking track, m, no less than,

located between two curvatures in plan

3 -

Distance from the initial points of the curvature in plan and vertical curvature in

profile, m, no less than:

To the front wall of the storage-and-repair building 20 8

To the center of the track switch of 1:5 mark from the side of the point rails 10 8

Longitudinal slope of the parking tracks, ‰, no more than:

At the places of laying of the track switches 5 10

At the places of probable stop of the train (draw-out tracks, in front of the storage-

and-repair building)

1,5 -

Longitudinal slope of the depot tracks, ‰ 0 -

Radius of the vertical curvature at the algebraic difference between the slope values

equal to 2 or more ‰, m, no less than

1500 -

Length of the element of parking tracks longitudinal profile: electrified Note 2 -

Non-electrified, m, no less than 50 40

N o t e s

1. Difficult conditions are the conditions connected with restricted dimensions of the electric depot territory.

2. The length of the element should be no less than the length of the train in perspective.

5.15.2.1.2. The curve sections of the parking tracks should be arranged without the elevation of the outing rail over the inner rail and should be connected with the straight sections without the easement curves.

5.15.2.1.3. The parking tracks at the places of laying of the track switches, and the depot tracks should be located at the straight sections in the plan and profile.

5.15.2.1.4. The following should be provided as the substructures: а) for the parking tracks – road bed according to the SNiP 32-01 for the II category

railroads, or flat basement made from reinforced concrete according to the clause 5.6; б) for the depot tracks - reinforced concrete structures of the pits, or flat basement made

from reinforced concrete. The rails, rail fastenings, track switches, rail seats, ballast layer should be provided in the

superstructure. 5.15.2.1.5. The following should be provided for the road beds: - compaction of the grounds in the embankments; - protective sand layer (except for fine and pulverescent sands) under the ballast section; - removal of the surface and ground waters from the road bed; - strengthening of the road bed embankments. Thickness of the protective layer (sand cushion) in case of drain grounds should be no less

than 0,2 m, in case of the non-drain grounds - 0,8 m. The slope grade of the protective layer should be 1:2. 5.15.2.1.6. Superstructure should correspond to the Table 5.15.3. 5.15.2.1.7. The width of the rail gage at the curve sections of parking tracks should be

defined for the each track separately, depending on the radius of the curve by the track axis. T a b l e 5.15.3

Parameter Tracks

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parking depot

Rail type used Р50

Cross-ties kind wooden

Number of cross-ties per 1 km of the track, pieces:

At the straight and curve sections having the radius of 1200 m and more 1600 2×400 At the curve sections having the radius less than 1200 m 1760

N o t e – At the depot tracks the cross-ties are located along the track.

5.15.2.1.8. The intermediate rail fastenings should be of integral type, provided with the tie plates and screw track-spikes.

At the electrified tracks the fastenings should provide the electrical insulation of rails from the substructure.

5.15.2.1.9. To provide the electrical conductivity of the bolted rail joints at the track switches included in the electrical centralization the electrical connectors should be applied, at the other sections of the electrified tracks – beleville springs. In the exceptional cases the electrical connectors can be applied instead of the beleville springs.

The electrical resistance of the bolted rail joint should be no more than the resistance of the whole rail section of the 1m length.

The size of gaps in the current-conducting bolted rail joints should correspond to the Table 5.7.3.

The insulating bolted rail joints should be provided with polymeric fishplates or should be of the adhesive-bolted type.

5.15.2.1.10. Rails of the electrified depot tracks should be separated from the rails of the electrified parking tracks by two pairs of insulating joints located on the both sides of the building wall with the distance of 12,5m between them.

5.15.2.1.11. At the track switches of the parking tracks included in the electrical centralization the automated pneumatic blowing facilities or, according to the customer requirements, electrical heating facilities should be provided.

The all track switches should be equipped with shunting limit signals. 5.15.2.1.12. The wooden cross-ties according to the GOST 22830, and wooden timbers for

the track switches according to the GOST 8816 should be provided as the rail seats. The wooden rail seat in the electrified tracks should be soaked with antiseptics not

conducting the electric current. The wooden rail seat laid on the parking tracks should be positioned upper face up, on the

depot tracks - upper face down. The wood screw holes drilled in the wooden rail seat at the laying on the track should be

three times creased with antiseptics not conducting the electric current. 5.15.2.1.13. For the ballast layer of the parking tracks the crushed natural stone of the И20,

И40 rocky marks by the abrasive resistance according the GOST 7392, or gravel ballast according to the GOST 7394 should be provided.

Width of the ballast section atop at the single-line parking track sections should be no less than 3,2m:

Surface of the ballast section should be 3 cm below the upper face of the wooden rail seat, the slope grade of the ballast section - 1:1,5.

Thickness of the ballast layer under the wooden rail seat at the places of the rail location should be no less than 25 cm.

5.15.2.1.14. The external railroad approach tracks connecting the tracks of the electric depot with the tracks of the common railroad network, and internal railroad tracks situated at the electric depot territory and designated for interchange of rolling stocks of the 1520 mm rail gage railroads should be provided according to the STN Ц-01 and SNiP 2.05.07,

correspondingly. 5.15.2.1.15. Calculations of the superstructure should be executed taking into consideration

the range of the rail temperature variation according to the clause 5.7.1.

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5.15.2.2. Contact rail 5.15.2.2.1. The distance between the brackets for the contact rail fixing should be within

4,5m and 5,4m, at the depot track in the rolling stocks blowing chamber – no more than 6,0m. 5.15.2.2.2. Welding of the contact rail in the rail string should be executed by the electric

contact method. The length of the rail strings at the parking tracks should be no more than 37,5 m, at the depot track in the rolling stocks blowing chamber - 100 m.

The temperature joints should be provided at the welded rail strings connection places. The values of the temperature joint electrical resistance and the gaps in the temperature

joints should correspond to the Table 5.7.2. The distance between the brackets adjacent to the temperature joints should be no more

than 2,5 m. 5.15.2.2.3. The contact rail should be fixed from the creeping by means of installation of

four anticreeping devices on the welded rail string regardless from its length. 5.15.2.2.4. It the places of sectioning of the contact network, in the places of location of the

track switches and equipment the contact rail air gaps should be provided. In the places of arrangement of the air gaps at the contact rails the end ramps with the 1:25

slope should be provided. The distance between the metal ends of contact rail ramps overlapping by the trolleys of

one passenger car should be no more than 10 m, non-overlapping by the car trolleys - no less than 14 m.

The equipment installed within the air gap of the contact rail should be located at the distance no less than 0,8 m from the metal end of the ramp.

The distance from the motor transport road edge to the metal end of the ramp of the contact rail should be no less than 1,5 м.

At the parking places the air gaps should be located taking into consideration possibility of the most convenient passages to the pointsman's towers, storage rooms, equipment.

5.15.2.2.5. The length of the contact rail with ending ramps should be no less than 18,7 m. In the constrained conditions in case it is necessary to locate the equipment in the area of the contact rail laying, it is allowed to accept the length of the contact rail with ending ramps no less than 9,0 m with its fixing by the anticreeping devices at the each bracket.

5.15.2.2.6. It is not allowed to equip with contact rails the following tracks: - parking tracks of different designation shops, as well as tracks for loading and unloading

of cargos and interchange of the rolling stocks of the 1520 mm rail gage railroads; - depot tracks of storage-and-repair buildings, different designation shops and rolling

stocks washing chamber. 5.15.2.2.7. The calculations of the contact rail should be executed taking into consideration

the intervals of the rail temperature variations according to the clause 5.7.1.

5.15.3. Electric power supply

5.15.3.1. Feeding of the TSS should be provided by analogy with the clause 5.10.2. Feeding of the SS should be provided by two inputs from the different sections of the TSS

10KV switchboard. 5.15.3.2. Feeding of the 825V traction network should be provided: the main – from the

TSS; the reserve – from the contact rails of the connecting tracks of the branch leading to electric depot.

At the TSS two converting units should be provided, the each one with connected power supply line equipped with high-speed circuit breaker and electrical driven line disconnector.

One feeding line should be connected to the distributing point DP1 in the storage-and-repair-building, the second one – to the distributing point DP2 at the parking tracks. The distributing point should be equipped with hand driven line disconnector. It is allowed to provide the electrical driven line disconnectors in the distributing points.

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The contact network of the storage-and-repair-building and parking track adjacent to the storage-and-repair-building is supplied with power from DP1, the contact rails of the parking tracks are supplied with power from the DP2.

The DP1 should be located in the separate room. The interconnection of the DP1 and DP2 should be provided through the parking track

contact rails, cable jumpers between them, and positive 825V bus of the storage-and-repair-building.

In case of availability of locomotive shop and balloon track around shop the 825V switchboard should be provided at the TSS. Feeding of the charging distributing point of locomotive shop and contact rail of the balloon track around shop should be provided directly from the TSS. It is allowed to provide their feeding from the nearest contact rail.

5.15.3.3. The parking track contact rails should be separated to the 4 - 5 track groups; the power supply to the each group should be provided directly from the DP1 and DP2.

5.15.3.4. At the electrified parking tracks in the negative boosting main one track rail should be used, as a rule, from the side of the contact rail location.

The interconnection of the traction lines of the track rails should be provided on the base of conditions that the each track section should have no less than two traction current outputs to the negative boosting main.

5.15.3.5. The each feeding and negative boosting line, as well as jumpers between the contact and track rails should consist of no less than two cables or wires. At the loop feed of the contact rail the jumpers can contain one cable only.

5.15.3.6. In the storage-and-repair-building, together with the RM-3, along each track the contact busduct with special current collectors should be provided. The busduct should be located on the height no less than 4,0 m from the level of the rail heads on the right side in the direction of the rolling stock exit from the building, at the distance of 1,6 m from the track axis.

The contact busduct and traction line of the each track rail should be connected to the collecting positive and negative 823V buses using the hand driven disconnectors. The negative bus with no less than two jumpers should be connected with the parking track rails.

The contact busduct connection to the traction line of the track rail in case of de-energizing of this track should be provided using the lug of the current collector; the short-circuiting node should be located at the entrance to the pit.

The catenary arcs should be provided for the leading connection of the track rail with the negative boosting mine in case of switching the disconnector on at the switch blade.

The positive bus should be connected to the DP1 (main feeding) and to the contact rail of the last parking track leading to the building (reserve feeding) using the hand driven disconnectors.

The collecting buses should be located over the gates. 5.15.3.7. The each track of the storage-and-repair building should be equipped with the

sound and light alarm, warning the power supply to the contact busduct of this track. 5.15.3.8. In the storage-and-repair building and other buildings the natural and artificial

lighting should be provided according to the SNiP 23-05 and КСЦ Metro-2. The gas discharge lamps should be applied for the common artificial lighting of premises,

if there are no other requirements. The common lighting of the inspection pits should be provided using the 220VAC

stationary lamps, and local lighting – using the 12V portable lamps. The laying of the lighting network in the thin-walled metal pipes should be provided in the pits. The 220V lamps structure should prevent the access to the lamp without application of tool. The lamps should be located checkered alternate in every 5 m on the both sides of the pit. The sockets for portable lamps connection should be provided in every 10 m on the one side of the pit, and in the routine maintenance track pits – checkered alternate on the both sides of the pit.

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In the passages between the tracks with lowered floor the local 12V lighting network with sockets in every 20 m on the external side surface of the each track cross-ties.

5.15.3.9. In the car routine maintenance spans of the storage-and-repair building the 380/220V networks with plug-and-socket units in every 20 m for connection of 20 KW welding and regulatory aggregates should be provided along the spine walls and columns.

In the MR-1, MR-2, and MR-3 spans at the car balloon tracks in the inspection pits the 65 VDC network should be provided with 160A plug-and-socket units in every 15 m fed from the 10KW rectifier units.

5.15.3.10. The electric depot territory should have the common lighting with headlights and security lighting by the territory fencing perimeter according to the КСЦ Metro-2. The lighting should be remote and automated controlled.

5.15.3.11. At the parking tracks the 380/220V three-phase networks with the line boxes should be provided for the connection of up to 60KW aggregates, and 220V networks with the line boxes for connection of up to 10KW electrical tools; the boxes should be located: the first ones – in every 100 m, the second ones – in every 50 m in the track area.

5.15.3.12. Laying of the cable on the electric depot territory should be provided in the cable tunnel, open by the cable structures, in the separate or common cable ducts separated by asbestos-cement partitions.

Combined laying of the power cables and train traffic control cables in the ducts is not allowed.

Laying of the cables under the parking tracks should be provided in the metal pipes with armored protective covering according to the GOST 9.602 regardless from the corrosion activity of the ground. The laying of cables under the points and frogs of the track switches is not allowed.

Method of laying should be selected on the base of number of the cables, area of their laying, and possibility of their protection from mechanical damages.

5.15.4. Train traffic control

5.15.4.1. The track switches at the electrified parking tracks should be provided with electrical drives, and should be included in the electrical centralization system. At the settlement of the train traffic route the automatic route point control is allowed.

The track switches at the non-electrified parking tracks with hand-worked shift mechanism should be provided.

5.15.4.2. Calling-on signals should be installed on the entrance and exit traffic lights, group exit traffic lights at the exit from the parking tracks, and traffic lights of the safety tracks.

5.15.4.3. At the parking tracks the traffic lights should be installed on the shortened or dwarf type posts applied at the Russian railroads.

The traffic lights should be marked with the alphabet characters with addition of the sequential number of the traffic light and the track number of the storage-and-repair-building.

5.15.4.4. At the track sections in front of the exit traffic lights and balloon tracks the train traffic interval regulation and safety system (TTIRSS) should be provided.

At the depot tracks, except for the routine maintenance tracks and tracks of washing and blowing of rolling stocks, the train devices functionality checking facilities of the automated speed regulation (ASR) should be installed.

5.15.4.5. Grounding of the metal structures and equipment enclosures, except for the impedance bond with secondary winding enclosures and point operating gear, should be provided to the common protective earthing system for the electrical installations located in the electric depot.

5.15.4.6. The train traffic control facilities should meet the requirements of the Regulations [9] and Instructions [8].

5.15.5. Communication

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5.15.5.1. The subscriber’s telephones of the line Operative-Technological Communication (ОТС) should be provided in the following premises (areas):

а) TTDC Communication – in the premises of the electric depot duty officer, restoration facilities point, electrical centralization post, and parking track posts;

b) PSDC Communication – in the TSS and SS; c) Т Communication – near the entrance and exit traffic lights of the parking tracks. N o t e – Designation of the communication types – according to the clause 5.13.

5.15.5.2. For organization of the telephone general usage communication, as a rule, the ATC should be provided. The list of subscribers included in the АТС should be reflected in the design assignment.

5.15.5.3. The depot ОТС should include the communication types according to the Table 5.15.4. T a b l e 5.15.4

ОТС Designation

Point Switch PSC

Electric depot duty officer D

Electric depot master P

Shunting radio SRC

Repair-operative radio RORC

5.15.5.4. The control panels (commutators) of the depot ОТС should be located at the administrators with organization of communication lines between them.

The PSC Communication should be provided between the electrical centralization post and parking track posts, and the storage-and-repair building, electric depot duty officer, rail-motor cars and locomotive shops.

The СТР telephones should be installed: - near the point operating gear group; - near the single point operating gear; - at the point switch posts at the parking tracks; - on the front wall of the storage-and-repair building. The D Communication should be provided between the electric depot duty officer and

storage-and-repair building posts, as well as with subscribers according to the list rendered by the customer.

The P Communication should be provided between the master, chief engineer of the electric depot, electric depot duty officer, and managers of shops and departments.

The SRC Communication should be provided: - between the electrical centralization duty officer and drivers of rolling stocks at the

parking tracks; - between the control instrumentation workers and drivers of rolling stocks in the storage-

and-repair building (at the testing of locomotive radio stations). The RORC Communication should be provided between the electric depot duty officer and

electrical centralization duty officer, and personnel being at the parking tracks and in the storage-and-repair building.

The composition of the technical radio communication facilities should include the stationary and portative radio station. Within the electric depot several radio communication circuits can be organized. All radio stations of one circuit should operate at one selected working frequency. The customer gives the permission for usage of radio stations and radio frequencies.

5.15.5.5. The RAS communication should be provided with division to the following warning groups:

- storage-and-repair building spans; - parking tracks; - production shops;

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- administrative-and-domestic building (ADB); - rail-motor cars and locomotive shops. In addition, the loud-speakers should be included in these or additional warning groups in

the MR shop, car painting and drying shop, car washing and blowing chambers, at the substations, and other auxiliary structures.

The warning should be conducted: а) from the electric depot duty officer – by all groups; b) from the posts on the front wall of the storage-and-repair building spans – by the

storage-and-repair building groups; c) from the electrical centralization duty officer – by the parking track group; d) from the electric depot master – by the production shops and ADB group. The loud-speakers at the parking track should be located taking into consideration

directional effect of the sound and decrease of the noise level outside the electric depot. The LSC communication should be provided between the electric depot duty officer and

posts in the storage-and-repair building, as well as between the posts. One apparatus set should be used, as a rule, for organization of the PAS and LSC

communication. 5.15.5.6. The tele-monitoring from the electric depot security premises should comprise the

fencing of the territory (by the whole length); people and motor cars entrance areas, ramp and portal of the tunnel branch to the electric depot.

5.15.5.7. In the ADB the city telephone and radio broadcast network inputs should be provided.

5.16. Fire safety

5.16.1. Construction structures and materials

5.16.1.1. The construction structures of the underground facilities should be made from non-flammable materials, fire-resistance rating of which should be accepted according to the SNiP 32-02.

5.16.1.2. The new construction sites at the places of adjacency to operating Underground Railroad lines should be separated by the 1st type fire safety partitions according to the SNiP

21-01, preventing penetration of the fire and combustion products to the operating part of the Underground Railroad, and vice versa.

5.16.1.3. The placed at the stations advertisement made from combustible materials should occupy no more than 5 % of the structure internal surface area.

The thickness of the combustible material of advertisement should be no more than 0,4 mm, and should be stuck on the non-flammable base without the air gaps. The advertisement panel dimensions should not exceed 5m by the width, and 2m by the height. The distance between the panels should be no less than 1 m. The advertisement structures should be executed from the non-flammable materials, fastenings of the panels at the evacuation ways should sustain the temperature of 300 °С during 1 hour.

5.16.2. Categories of premises and facilities by the explosion and fire hazard

5.16.2.1. The categories of premises by the explosion and fire hazard should be accepted according to the Appendix 5.16А.

5.16.2.2. In the vestibules, escalator tunnels (staircases), platform and middle halls of the stations, tunnels and other objects not separated from the adjacent facilities by the construction structures the zones (parts of premises and structures) should be divided by the explosion and fire hazard to the zones with the fire load different by its characteristics from the fire load of the other part of premises or structures.

5.16.2.3. At the selection of category of premises and structures, as well as their zones the maximum specific value of the fire load for the one-type groups of premises and structures, as well as their zones should be defined taking into consideration the following:

- in the inclined escalator tunnels the area of allocation of the fire load should be accepted

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as horizontal projection of the inclined section; - calculation of the specific and fire load, represented by the electric cables should be

executed by the formula

,272,0.

1

.

cn

n

i

i

р

нск

S

mQH

g∑

==

where g is the specific fire load, MJ⋅m-2; 0,272 is the coefficient considering the average mass fraction of the combustible cable

materials in the cable premises; р

нQ is the low heat value of the cable insulating materials equal to 37,6 MJ⋅kg-1;

mi is the mass of running meter of the i-th cable in the cross-section of premises, kg⋅m-1; п is the number of cables in the most occupied by them cross-section of premises; Нк.с is the height of the cable structure, m; Sк.с is the premises cross-section area, m2.

5.16.3. Water supply

5.16.3.1. The firefighting water supply network for the underground facilities should be provided according to the clause 5.9.

5.16.3.2. In the escalator tunnels of the deep burial stations and in the tunnel ventilation installation (TVI) shafts installation of standpipe having the conditional diameter of 80mm should be provided. One connecting head should be installed at the top of the standpipe, and two connecting heads at the bottom for the connection of the fire hoses. Upstream the connecting heads the shut-off fittings should be provided, and the heads should be equipped with plugs. The type and diameter of the connecting heads should be accepted by the coordination with the municipal firefighting service.

5.16.3.3. The hydraulic pressure head in the domestic-and-firefighting water pipeline system at the level of the lowest fire cock should not exceed 60 m.

In case of exceeding of this value and unavailability of reducing units at the station, in case of the fire cock pressure heads more than 40 m at the intake of water between the fire cock and connecting head the diaphragms reducing the excessive pressure head should be installed.

5.16.3.4. The consumption of water on the internal firefighting should be defined on the base of the following conditions:

а) number of fires in the line - 1; b) number of streams for: 1) platform part of the station, dead end - 3; 2) ticket hall of the vestibule, corridors of the service and production premises, machine

rooms of escalators and escalator tunnels, main line and connecting branch tunnels, gallery of the above-ground section, interchange unit corridor - 2;

c) water consumption on one stream should be accepted, l⋅s-1, for: 1) platform part of the station and dead end - 3,3; 2) main line and connecting branch tunnels, gallery of the above-ground section, ticket hall

of the vestibule, corridors of the service, production, and other premises and structures - 2,5; г) radius of the compact part of the stream, no less, m, for: 1) platform part of the station, main line and connecting branch tunnels, gallery of the

above-ground section - 10; 2) main line tunnel, ticket hall of the vestibule, corridors of the service, production, and

other premises and structures - 6. The necessity of application of the firefighting booster pumping plants should be defined

by calculation. 5.16.3.5. The fire cocks should be located in the number of: а) with one 20m fire hose and high-pressure firefighting hose:

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1) in the ticket hall of the vestibule - 2; 2) in the ends of the interchange corridor, near the entrances to the premises adjacent to the

interchange corridor - 1; 3) in the pre-escalator area, machine room and tension chamber of escalators - 1; 4) in the rolling stock technical maintenance point - 1 per floor; 5) in the corridors of service and production premises - 1 in every 20 m. For the premises located in the interchange corridor with dimensions exceeding the area of

application of the fire cock (26 m) the installation of the cocks inside the premises should be provided as well:

6) in the tension chamber of escalators; b) with two 20m fire hoses and high-pressure firefighting hose: 1) in the both ends of the station platform of the each track - 1; 2) in the ends and middle of the single-line dead end tunnel – on the one side, double-line

dead end – on the both sides - 1; c) without the fire hose and high-pressure firefighting hose with distance between them, m: 1) in the escalator tunnel, in one of the middle passages under the balustrade of escalator -

30; 2) in the single-line main line tunnel - on the one side, in the double-line main line tunnel

and gallery of the above-ground section on the both sides, checkered alternate - 90; d) in the single-line dead end tunnel - on the one side, double-line dead end – on the both

sides - 30. At the platform length more than 100 m the fire cock without the fire hose and high-

pressure firefighting hose should be installed on the wall of the cabinet in the middle part of the platform for the each track. Location of the fore cocks at the platforms in hatches is allowed in case of impossibility of their installation on the wall of the cabinet.

5.16.3.6. The fire cocks with fire hoses and high-pressure firefighting hoses located in the cabinets should correspond to the NPB 151 and NPB 160, should not prevent the people evacuation and cleaning of the premises. The depth of the fire cabinets should be maximal. The fire cock diameter should be equal to 50 mm, internal diameter of the fire hose - 51 mm, diameter of the squirt of the high-pressure firefighting hose nozzle in the platform halls of the stations and in the dead ends - 16 mm, at the other places - 13 mm.

Designation of the fire cocks location should be executed according to the NPB 160. The covers of the fire cock hatches should have the symbol embossing «PK».

At the places inaccessible for passengers open location of the fire cocks can be provided; in this case the hoses should be placed in cassettes.

The fire cocks without hoses should be located in the hatches or on the walls. In case of placement of the fire cock in the hatch the convenience of its operation and technical maintenance should be provided. The distance from the fire cock valve and connecting head to the hatch cover should compile no more than 30 cm.

5.16.3.7. In the each platform end of the 1st and 2nd station track the installation of the

0,9×0,25×1,0m built-in or floor-standing cabinet should be provided for the hand fire extinguishers and two 20m fire hoses with high-pressure firefighting hoses, as well as floor-

standing cabinet having dimensions no more than 0,6×0,6×1,7m for portable dry chemical (carbon-dioxide) fire extinguisher.

5.16.3.8. The period of the fire cocks operation should be no less than 3 hours. In the premises equipped with automatic firefighting plant it is allowed to locate the

internal fire cocks in one water sprinkler network after the control units.

5.16.4. Automated fire detection and extinguishing installations, fire alarm and

evacuation control facilities

5.16.4.1. The above-ground premises and structures should be equipped with automated fire alarm and extinguishing installations according to the NPB 110, and the underground ones

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– according to the Table 4 of the SNiP 32-02. The dead end areas where the night storage of rolling stocks is supposed should be

equipped with local fire extinguishing installations. 5.16.4.2. The Automatic Firefighting Installation (AFFI) and Automatic Fire Alarm

Installation (AFAI) systems should be provided according to the NPB 88. The AFAI receiving station should be located in the Station Dispatcher Point premises. At the moment of activation of the AFAI installations the ventilators of the Local

Ventilation Installations should be switched off: а) in case of fire in the premises at the level of the station platform – in the premises

located at this level of the station; b) in case of fire in the vestibule – in the vestibule premises; c) in case of fire in the near-station and near-tunnel structures – in the premises of these

structures. Switching the ventilation systems on for operation in the smoke removal mode should be

provided from the Station Dispatcher Point. At the moment of activation of AFFI in the storage-and-repair building of the electric

depot the internal 825V network power supply should be automatically disconnected. The signal for disconnection should be sent in case of activation of annunciators installed at no less than 2 circuits.

The total signal regarding the fire at the station and in the near-tunnel structures should be sent to the Line Dispatcher Point through the Station Dispatcher Point, regarding the fire in electric depot – directly to the Line Dispatcher Point.

5.16.4.3. At the arrangement of the automated water fire extinguishing the simultaneous action of fire cocks and sprinkler or drencher installations should be taken into consideration.

5.16.4.4. At the upper and bottom pre-escalator sites near the escalator control cabinets the sockets for connection of the firefighting subdivisions intercommunication devices should be provided. The socket type should be accepted after the coordination with the municipal firefighting service.

5.16.4.5. The people evacuation warning and control system (EWCS) should be divided to three types depending on the total passenger flow at the station in the peak hours: 1 – up to 51; 2 - from 51 to 79, and 3 – more than 79 thousand passengers per hour.

The EWCS type selection should be executed by the Table 5.16.1. T a b l e 5.16.1

Type Parameter

EWCS elements location area

Main

line

tunnel

Station

platform

Pedestrian

crossing

Escalator

tunnel Vestibule

Premises of

escalator machine

rooms personnel,

TSS

Street

I Warning method:

sound (rings, tone signal) - - - - - + -

voice (record and transmission of special texts)

- + - + * - -

light:

Flashing arrows «Exit» - + * * + - -

Flashing arrows indicating the

traffic direction

* * * * + * *

Bidirectional communication with

the Station Dispatcher Point

+ + - + + *2) -

Video control - - - - - + -

II Warning method:

sound (rings, tone signal) - - - - - + -

voice (record and transmission of

special texts)

- + +1) + + - -

light: Flashing arrows «Exit» * + * * + - -

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Type Parameter

EWCS elements location area

Main line

tunnel

Station platform

Pedestrian crossing

Escalator tunnel

Vestibule

Premises of

escalator machine rooms personnel,

TSS

Street

Flashing arrows indicating the

traffic direction

* * + + + * -



+ + * + + *2) *

Video control - + * * + - *

III Warning method: sound (rings, tone signal) - * - * * + -

voice (record and transmission of

special texts)

* + +1) + + - *

light:

Flashing arrows «Exit» * + * * + * -

Flashing arrows indicating the traffic direction

+ + * * + * -



+ + + + + *2) *

Video control - + + + + - *

N o t e - «+» - required; «*» - recommended; «-» - not required; «1)» - at the length of the pedestrian crossing more than

20 m; «2)» - in the substantiated cases (for example, with police post).

5.16.4.6 The total passenger flow in the peak hours, thousand passengers per hour, should be defined by the formula

П = П1 + П2 + Пвх + Пп, where П1, П2 are the passenger flows for the 1st and 2nd tracks, correspondingly;

Пвх is the total passenger flow of entrance from the surface; Пп is the passenger flow from the adjacent line (for the interchange station). 5.16.4.7. The EWCS should provide: - transmission of the sound and, where appropriate, light signals to the premises and

structures occupied by the personnel; - broadcast of the voice warnings in case of fire; - transmission of information about the fire emerging place, evacuation ways, and

measures providing the personal safety to the separate areas of the structures and premises; - switching the evacuation lighting on; - bidirectional communication of the Station Dispatcher Point with all premises occupied

by the personnel responsible for providing of safety evacuation of people; - switching the sound and light indicators of recommended direction of evacuation on; - simultaneous transmission of the warning signals to multiple areas and, where

appropriate, sequentially to the separate areas; - operation during the whole evacuation period, including the evacuation from main line

tunnels. The number of sound and voice annunciators, their location and capacity should provide

the necessary audibility at the all places occupied by the people. The annunciators should not have the audio level control, and should be connected to the network without plug-and-socket devices.

The control and EWCS devices should correspond to the requirements of NPB 77. 5.16.4.8. The EWCS should provide the prompt correction of control commands and, in

addition to broadcast of phonogram from the audio magnetic recorder, should provide the live broadcast of voice warnings and control commands through the microphones from the Station Dispatcher Point and from the posts near the station platform.

5.16.5. Ventilation and smoke protection

5.16.5.1. The smoke protection of the evacuation ways of the station should provide: - prompt switching of the tunnel ventilation system to the emergency mode of operation;

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- protection of people from the smoke at the time of their exit from the train (trains) and movement on the platform hall of the station;

- protection of people from the smoke at the time of their movement on the evacuation ways till their exit outside, or their movement on the interchange escalators, corridors on the settled routes depending on the seat of fire location at the station;

- smogless section of tunnel in which the train with people stopped, and the route section in front of which is blocked by the breakdown train.

At the analysis of possible ways of the smoke distribution all stated by the SNiP 32-02 probable fire variants should be considered.

5.16.5.2. The tunnel ventilation system in the smoke protection mode should provide evacuation of people from the underground structures at the fire. In case it is impossible to provide the smoke protection using the tunnel ventilation the following measures should be taken:

- functional smoke protection including the other planning solutions, the smoke screens in the upper part of structures, prompt-erected ventilation brattice walls in the main line tunnels;

- removal of the smoke from the upper area of the platform halls of the station through the special of operating ventilation channels;

- increasing of the tunnel ventilation installations’ ventilators power; - pressurization fans in vestibules; - ventilation system with separate aeration of the main line tunnels. For reversible ventilators of the station станционной tunnel ventilation installation it is

recommended to provide the maximal productiveness in the exhaust mode. 5.16.5.3. It is recommended to execute the protection of people from the smoke during the

period of evacuation from platform halls of the station by means of creation of necessary volume of the «smoke reservoir» under the hall vaults, or by means of removal of the smoke from the upper part of the structure.

The extreme time of evacuation (evacuation ways block time) should be considered as the time during which the bottom frontage of the smoke reaches the level of 2,5 m from the hall floor. At the definition of this time period the fire area (perimeter) from the fire start moment, and removal of the part of smoke by ventilation should be considered. For calculations the fire

of the train emerged in the tunnel at the line speed of the fire distribution of 1 m⋅min-1 should be accepted.

5.16.5.4. To protect the people from penetration of the smoke at the evacuation ways the following should be provided:

- creation of the air flow in the area of adjacency of the evacuation ways to the platform

halls of the station with the speed no less than 1,7 m⋅s-1; - separation of the upper area of the station hall from the evacuation ways by the smoke

screen with the height from the evacuation way floor level no more than 2,5 m, and no less than 2,2 m;

- separation of the evacuation ways from the platform hall of the station by the smoke screen. The height of the opening between the station hall and escalator tunnel (staircases) should be no more than 2,5 m, and no less than 2,2 m. The air speed in the opening should be

no less than 1,3 m⋅s-1. In case the tunnel ventilation system does not provide the mentioned parameters, the

pressurization ventilators should be applied in the vestibule with the air intake from the surface to supply the air to the escalator tunnel (staircases). The pressurization ventilators should be activated at the operation of the tunnel ventilation system in the exhaust mode only.

N o t e – In case the people evacuation outside in correspondence with the calculation should be finished until the evacuation ways are blocked with dangerous factors of the fire in the station hall, the requirements to

the air flow parameters should not be considered.

5.16.5.5. The smogless tunnels adjacent to the station should be provided by creation of the

air flow in them toward the station with the speed no less than 0,5 m⋅s-1.

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5.16.5.6. The design static scheme of the station ventilation network should contain structures and ventilators at the route section including the adjacent stations; for the interchange station – adjacent station and sections of route to its adjacent stations.

At the calculations it is necessary to consider the availability of trains stopped in the tunnels, and open position of the vestibule exit doors.

5.16.5.7. The air flow stability in the tunnels should be defined on the base of condition: Vp > Vтр,

where Vр is the design air speed in the tunnel T the activation of the emergency ventilation

mode, m⋅s-1; Vтр is the air speed in the tunnel required to prevent distribution of smoke toward the

ventilation flow, m⋅s-1. The required air speed should be accepted by the Table 5.16.2.

T a b l e 5.16.2

Main line tunnel

Required air speed, m⋅s-1

Slope of the tunnel, ‰

0 10 20 30 40 50

Circular, 5,6 m internal diameter 2,17 2,23 2,50 2,38 2,43 2,50

The same, 5,1 m 2,23 2,30 2,36 2,43 2,50 2,56

Rectangular, single-line 2,28 2,35 2,42 2,49 2,56 2,63

The same, double-line 1,8 1,86 1,91 1,97 2,02 2,07

The design ventilation network scheme should include the route sections with no less than three tunnel ventilation systems on the both sides of the emergency section of the tunnel.

For the route sections with more than 10 ‰ slopes it is recommended to provide the scheme of separate aeration of the tunnels.

5.16.5.3. To increase the tunnel descentional ventilation stability, to create the «zero ventilation mode» in the emergency sections and to prevent the penetration of smoke to the station, as well as to provide the parameters of the smoke protection at the station, it is recommended to arrange the prompt-erected ventilation brattice walls in the main line tunnels providing the passage of evacuated people through them.

N o t e - Zero ventilation mode is the mode at which the air flow speed in the emergency section of the tunnel

does not exceed 0,5 m⋅s-1.

5.16.5.9. To evaluate the operating conditions of ventilators and other equipment at the fire it is recommended to execute the thermo-physical calculations. The operating temperature values in the conditions of fore should be no less than 150 °С for the station ventilation system, and no less than 250 °С for the main line tunnel ventilation system. In such conditions the operability of the tunnel ventilation system during 1 hour should be provided. It is recommended to apply ventilators with removal of their drives from the gas flow.

5.16.5.10. The staircases doors should be equipped with facilities for auto-closing and seals in the ledges, except for the bottom edge. The doors opening toward the staircases should not decrease the design width of staircase platforms and flights of stairs in the open position. At the placement of the doors closed in the operating conditions on the evacuation ways the latches allowing opening the locks of closed doors without the key from inside should be provided in them.

5.16.5.11. In the corridors of the service premises blocks with three or more levels the smoke removal in the underground vestibules should be provided according to the SNiP 41-01. The smoke removal ventilation installation should be placed at the high level.

5.16.5.12. The local ventilation systems of the machine rooms of escalators in the smoke protection mode should provide the smoke removal to the ground surface. The consumption of the removed air should be calculated on the provision of the negative pressure no less than 20 Pa in the machine room relating to the volume of the passenger area of the escalator tunnel. The calculation should be executed on the base of conditions that the doors (hatch) of the tension chamber, doors of machine room leading to the vestibule, and gates of the

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demounting shaft are closed.

5.16.6. Evacuation of people

5.16.6.1. The time period and ways of passengers’ evacuation from the station and from the main line tunnels should be provided according to the SNiP 32-02.

5.16.6.2. For evacuation of people from the underground domestic and production premises the following ways should be provided:

а) from the premises at the level of ticket hall of the vestibule – along the corridor, through the ticket hall, under-street crossing or corridor up to the exit outside, as well as on the 2nd type staircases and (or) escalator - to the station platform;

b) from the machine rooms of escalators - on the 2nd type staircases to the ticket (middle) hall, or through the under-balustrade space and tension room – to the near-escalator area;

c) from the under-platform premises – along the corridor; 1st type staircases in the ends of the corridor – to the station platform (it is allowed to use as the emergency exit);

N o t e – In case of location of premises with the area no more than 150 м2 in them the arrangement of one

evacuation and one emergency exit should be provided.

d) from the under-platform ventilation-and-cable ducts – through the 0,7×0,9 m hatch in the end of the each duct, on the metal staircase – to the station platform;

e) from the premises at the level of the platform – along the corridors in the tunnels of the 1st and 2nd tracks, and along the corridors, service bridges (in the 1st and 2nd track tunnels) – to the station platform;

f) from the premises at the levels between the ticket hall of the vestibule and shallow station platforms - along the corridors, 1st type staircases, corridors to the ticket hall or to the under-street crossing up to the exit outside, as well as along the corridors, 1st type staircases, on the service bridges in the 1st and 2nd track tunnels – to the station platform and to the tunnels;

g) from the premises of the 2nd floor of the rolling stock technical maintenance point in the dead end (in case there are no more than 5 persons in them) - on the metal staircase, from the 1st floor premises – to the dead end tunnel (at the distance no more than 25 m), further along the tunnels – to the station platform;

h) from the near-tunnel structures without continuous residence of people (working places) – to the main line tunnel, further – to the station platform.

5.16.6.3. For evacuation of people from the domestic and production premises there should be no less than two scattered evacuation exits.

It is allowed to provide one exit from the premises or structures indicated in the clause 5.16.6.2 (g, h), and one evacuation exit from the premises or structures indicated in the clause 5.16.6.2 (e, f) with the area up to 150 m2, if the number of people in them does not exceed 5 persons.

5.16.6.4. The passage on the bridge to the tunnel from the production premises block to the station platform should be accepted according to the clause 5.3.

5.16.6.5. The exit from the tension chamber of escalators to the lower pre-escalator area

should be provided on the vertical metal staircase through the 0,7×0,9 m hatch in the flooring. It is allowed to install the inclined staircases with the angle of slope to horizon more than 75°.

5.16.6.6. At the places of re-formation of the people flows to the tunnel (in front of the entrance to the connecting cross-passages and in the main line tunnel, at the places of installation of equipment, between the track rails at the places of crossing through the contact rail) the pedestrian footbridge (scaffolding) and stairs should be provided.

In front of the entrance to the cross-passages the length of the scaffolding should correspond to the width of the cross-passage, but should be no less than 2 m, in front of the entrance to the station – no less than 3 m.

At the places of installation of equipment the length of the scaffolding should be 2 m more than the length of the equipment placement area.

The scaffolding should be provided from the materials, related to the НГ (non-

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combustible), Г1 (combustible 1) or Г2 (combustible 2) groups. 5.16.6.7. The dangerous sections (places of installation of equipment, disruption of the

pedestrian path, etc) adjacent to the evacuation ways should be designated with the solid white line having the width of 100 mm.

5.16.6.8. The placement of commercial areas adjacent to the evacuation ways from the underground structures should not effect on the parameters of evacuation in any circumstances, and safety of people in case of fire in the commercial areas should be confirmed by calculation according to the clause 3.3 of the GOST 12.1.004.

5.16.6.9. The commercial areas, pavilions, cabinets, and other analogous objects of associated service of the passengers should be divided to the groups consisting of no more than 5 objects. The length of one group in the plan should not exceed 15 m. The fire safety barriers with the fire-resistance rating no less than EI 45 should be provided between the groups.

5.16.6.10. The equipment of the passenger conveyors, elevators, and lifting platforms for disabled persons applied at the stations should correspond to the specially developed fire safety requirements or technical conditionsм.

5.16.7. Electric power supply and control

5.16.7.1. In the 10KV networks at the connecting lead cable sleeves the special protective metal fire-proof covers should be provided.

5.16.7.2. At the cable floors of the substations and, as a rule, in the ventilation-and-cable ducts under the station platforms it is not allowed to install the connecting sleeves on the 10 KV cables. In case of placement of the connecting sleeve on the cable in the ventilation-and-cable duct the fire-proof coating of all cables located above and below the sleeve at the section of 2m length to the sleeve sides should be provided. The fire-proof coating should correspond to the NPB 238.

5.16.7.3. In the each end of the station platform at the both tracks the plug-and-socket units connected to the emergency lighting networks for connection of the lighting devices and firefighting subdivisions’ tools with the total capacity of 3KW should be provided.

At the deep burial stations the line with plug-and-socket units near the upper and lower of escalators consoles, and at the places of entrance to the main line tunnels from the platform for connection of the firefighting subdivisions’ inter-communication facilities should be provided.

The plug-and-socket units’ type should be accepted after the coordination with the municipal firefighting services.

5.16.7.4. At the shallow stations the remote activation of the firefighting booster pump at the input of the water pipelineа station, and simultaneous opening of the shut-off valve at the bypass line should be provided from the station dispatcher point and from the fire cock cabinets at the all levels of the station and in the dead ends.

At the deep burial stations the remote activation of the firefighting booster pump should be provided from the fire hose cabinet in the vestibule, and opening of the shut-off valves at the bypass line should be provided from the all fire cocks.

5.16.7.5. The flashing arrows of the evacuation ways should be connected to the emergency lighting network.

5.17. Sanitary-and-hygiene

5.17.1. General provisions

5.17.1.1. The premises with continuous residence of people, technical facilities, and equipment located at the one working place (in one premises or structure) should correspond to the requirements of the technical aesthetics.

5.17.1.2. The technological equipment and facilities should be collapsible, should have the systems of sound, light, or other warning alarm. Herewith the measures on reduction of harmful effect of the man-triggered factors of physical, chemical, and biological nature on the

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workers and passengers to the allowable limits and concentrations in correspondence with hygienic standards should be taken.

5.17.1.3. The measures on protection of the structures and premises from rodents and insects should be taken according to the SP 3.5.3.1029.

5.17.2. Underground Railroad lines

5.17.2.1. The composition, structural and spatial-and-planning solutions by the passenger, production, and domestic premises should provide the favorable and safety conditions of the passengers transfer, execution of the contemporary ergonomic requirements to the schedules of work and rest, and the personnel health protection.

It is not allowed to locate the premises with continuous residence of the personnel under the machine rooms of escalators, near the escalators and tunnel ventilation installations.

The planning of the premises and elements of the interior should not disturb the ventilation and air conditioning systems operation, create the dead-air spaces, prevent the pass, cause injuries, decrease the illuminance of the surfaces, as well as should not accumulate the dust and microorganisms.

5.17.2.2. The selection of the spatial-and-planning solutions and architectural-and-art appearance of the interiors, selection of the sound-absorbing materials, acoustic calculations should be executed according to the SNiP 23-03, Guidebook [5] and Manual [6].

5.17.2.3. The Materials used in the structures and at the interiors decoration should have the sanitary-epidemiological conclusion, and should not emit the harmful chemical substances to the air, soil, and ground waters in the amounts exceeding the effective maximum allowable concentration for inhabited places. The elements of the interiors and decoration materials for enclosing of the premises surface should be suitable for treatment with detergents, disinfection, should be aesthetically expressive, and should not have specific odors.

5.17.2.4. At the entrances to the above-ground station vestibules the underfoot grids, area of which should be defined taking into consideration the passenger flow should be provided, and the pits under them should be equipped with facilities for heating, cleaning, and washing.

5.17.2.5. At the stations the places and containers for temporary storage of the used mercury-containing electrical lamps, litter, and domestic wastes should be provided taking into consideration the convenience of their loading and removal to the electric depot.

5.17.2.6. The only outside air exhaust from the structures and premises with potential availability of harmful substances should be provided. Air relief cabinets should be located according to the clause 5.8.1.

5.17.2.7. The ventilation cabinets, shafts, machine premises, air-ducts of the ventilation systems where the dust can be accumulated should be equipped with facilities for the dust collection or wash off.

The air ducts should have the doors, removable hatches, etc, allowing the air-ducts cleaning. For the quickly contaminated elements of the air duct their cassette replacement should be provided.

5.17.2.8. At the air conditioning systems with application of the air wetting and cooling by the contact («wet») method the flowing pipeline water meeting the requirements of the SaNPiN 2.1.4.1074 can only be used.

In the premises with continuous residence of the personnel the air recirculation is not allowed.

5.17.2.9. The composition and location of the air quality automated control system sensors should provide obtaining of the information regarding the status of the air media in the passengers premises (platforms, station vestibules, interchange corridors), as well as in the production and domestic premises with continuous residence of the personnel.

5.17.2.10. In the heating supply systems it is advisably to apply the heat and water consumption electron automated control and regulatory systems.

The structure of the heating systems should provide the solutions preventing the

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accumulation of the dust and its thermal sublimation. The calculation of the water supply for the domestic-and-drinking needs should be

conducted for the working shift with the biggest number of personnel. At the abrupt decrease of the water consumption the measures on the prevention of the stagnant effects in the water pipeline and deterioration of the water quality should be taken.

5.17.2.11. At the points of the drivers exchange, technical inspection of the rolling stocks, premises of the substations, machine rooms of escalators, and in the ticket block the wash basins should be provided; and in the lavatories – sections for the women’s hygiene.

5.17.3. Electric depot, administrative and production buildings

5.17.3.1. The spatial-and-planning solutions of the buildings, structures, and premises should correspond to the SNiP 2.09.04 taking into consideration the sanitary characteristics and groups of the production process.

5.17.3.2. The technological processes and operations accompanied by the harmful effect of the chemical, physical, and biological factors (rail-motor car and locomotive shops, compressor station, rolling stock washing, drying, and painting shops, point of assembling and loading of containers with litter and wastes, etc) should be provided in the free-standing buildings or sites, with taking the measures on the environmental protection.

5.17.3.3. The production premises using the aggressive liquids should be equipped with installations for their neutralization. The industrial drainage systems should have treatment facilities located up to the places of their discharge to the municipal drain-back system, and should have the system of recycling water supply.

5.17.3.4. In case of harmful emissions to the air the measures providing the environmental protection should be taken (elevation of the emissions level over the ground surface, removal of them from the air intake facilities to the necessary distance, installation of the treatment facilities, implementation of closed technological cycles, etc).

5.17.3.5. Technological processes of the rolling stock cleaning and washing should be automated and isolated from environment. The chamber designated for these purposes should be equipped with facilities for disinfection, outgassing and de-activation of cars, as well as dust and other wastes collection systems.

5.17.3.6. The enclosing surface of the inspection pits at the tracks designated for repair of the rolling stocks should be lined with materials cleaning of which from oils can be executed using special detergents not adsorbing these oils.

5.17.3.7. The general exchange ventilation and air conditioning systems should not be combined with the local exhaust and technological ventilation, as well as with local air ejectors. The air and water recirculation in the general exchange ventilation systems is not allowed.

All sections of the air and water circuits of the air ventilation and conditioning systems should have technical opportunities (hatches, doors, etc) for periodical cleaning and disinfection of their internal surfaces.

5.17.3.8. In the production and domestic premises with the continuous residence of people the natural lighting and ventilation should be provided. The structural solutions of windows should provide the necessary effectiveness of the natural ventilation and lighting in the unfavorable weather conditions (snow, leaf fall, etc), as well as convenience of their cleaning and wet cleaning.

5.17.3.9. In the production premises and covered crossings between the buildings located in the regions with cold climatic conditions the additional heating (air and panel heating, warm air curtains at the gates, floor heating, local electric calorifers, etc) preventing the sharp temperature drops by vertical and horizontal and supporting the standard parameters of microclimate, including the lowered relating to the floor level sections of buildings (inspection pits, etc) should be provided.

5.17.3.10. The canteen in electric depot should be designed taking into account possibility

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of service of maximal number of the depot workers by no more than two shifts. 5.17.3.11. The wardrobes, shower rooms with foot baths, lavatories, wash basins, driers for

special clothes and footwear, mess, rest, and psycho-physiological relief premises, medical centers should be provided in the production buildings.

5.17.3.12. In the administrative-and-production buildings according to the clause 5.23 the domestic premises block should be provided, including:

- canteen or lunchroom; - medical center and pharmaceutical cabinet; - premises for the personnel rest and optimization of functional conditions; - other domestic premises.

5.17.4. Radiation safety

5.17.4.1. The radiation-ecological works should be executed at the stages of researches, construction, and before putting of the objects into operation according to the Table 5.17.1.

5.17.4.2. The radiation-ecological works should be executed by specialized organizations having the corresponding authorizations (licenses).

The construction works at the dumps, former sewage farms, at the sections with the filled ground should be started after the proper researches of radiation safety only, taking into consideration the possible man-triggered radiation pollution.

In case of revelation of radiation pollutions of soils and grounds the questions concerning the necessity of further researches, possibility of construction in this region, and taking of corresponding preventive measures should be settled separately with participation of the State Sanitary and Epidemiological Surveillance Department authorities. T a b l e 5.17.1

Stage of works Designation of works Evaluated indices

Pre-project and

project researches

Obtaining the initial data for taking

decisions regarding the

radiological suitability of the

building area

Equivalent dose rate of the external gamma-radiation in

the construction region; specific effective activity of the

natural radio nuclides in the ground samples; density of

the radon flow from the soil

Construction Evaluation of the real radiation

hazard in the open pits and tunnels,

construction materials

Equivalent dose rate of the external gamma-radiation in

the pits and tunnels; weighted average by the area

density of the radon flow in the pits and tunnels; specific effective activity of the radio nuclides in the

construction materials

Putting of object

into operation

Check of correspondence of the

real radiological parameters in the

structures and at the Underground

Railroad territory to the radiation

safety standards

Equivalent dose rate of the gamma-radiation in the

structures and at the territories; weighted average by the

area density of the radon flow inside the structures;

equivalent balanced volume activity of radon (annual

average) inside the structures

The results of the radiation-ecological works should be reflected in the technical reports containing the analysis of results of radiological measurements at the stages according to the Table 5.17.1 and in the corresponding conclusions.

5.18. Environmental protection

The measures on the environmental protection should be developed on the base of data of engineering-and-geological and engineering-and-ecological researches according to the clauses 4.1 and 4.3, fund materials, ecological cards, and SNiP 23-01.

5.18.1. Environmental air

5.18.1.1. For the constructed objects and structures being the sources of atmospheric air pollutions the changes in the general climatic conditions in the construction region, its microclimatic changes under the effect of local underlying surface factors should be evaluated, the possible negative derangements of chemical composition, insolation, humidity and wind conditions should be prognosticated.

The general climatic conditions (temperature and relative humidity of the air, precipitations and wind conditions) should be evaluated by the data of the local meteorological stations and according to the SNiP 23-01.

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The microclimatic evaluation should be conducted taking into consideration the terrain topography, microclimatic investigations of the territory and regularities of change of meteorological elements depending on the conditions of the underlying surface in correspondence with the Methodical instructions [11].

5.18.1.2. At the location of electric depot, boiler rooms, carpenter shops, electro-deposition sites, etc, at the territories characterizing with high air pollution index, the dimensions of the sanitary-protective area defined by the sanitary classification of the given production in case of its relation to the V class of harmful conditions should be increased.

5.18.1.3. In the electric depot the emissions of harmful substances from the accumulator washing and filling sites, electroplating baths, painting chambers, welding, etc, should be classified by their relation to the maximum permissible emissions.

5.18.1.4. The measures on the atmospheric air protection should be taken according to the SanPiN 2.1.6.1032 and Instructions OND (general normative documentation)-1.

5.18.2. Water objects

5.18.2.1. The design hydrological characteristics of the water object at the selection of type of its crossing should be accepted according to the SP 33-101.

At the laying of the line sections in the water conservation districts (bands) and in the water objects it is necessary to apply the Statement [13].

5.18.2.2. In the structures and at the enterprises with big water consumption for technical needs the local or common circulation water systems and in-plant recycling of the pure and treated to standard quality industrial effluent should be used. The composition of treatment plants and degree of the water treatment should correspond to the SNiP 2.04.03, herewith the treatment degree by the weighted substances should compile 3 - 5 mg/l, by the petroleum products - 0,3 - 1,0 mg/l.

5.18.2.3. The discharge of wastes from the structures and enterprises to the water objects should be provided in correspondence with the GOST 17.1.3.13 and SanPiN 4630.

5.18.3. Green plantings

5.18.3.1. The measures on the environmental protection and compensation should be developed taking into consideration the minimal removal of the green plantings. The relocation of trees should be provided in correspondence with the green plantings tally sheet. The new plantings should be set in correspondence with the landscaping and site finishing plan in the construction area and taking into consideration the depth of the structures’ bedding.

5.18.3.2. At the analysis of the currently existing green plantings their conditions and species composition should be reflected. The green plantings’ conditions should be evaluated by the degradation factor:

а) high degraded –more than 50 % of the tree and bush crowns is damaged, the herbaceous cover is overgrazed at the more than 20 % of territory - V stage of digression;

б) average degraded - the trees crown is 25 - 50 % damaged, the herbaceous cover is overgrazed at 5 - 20 % of territory - III and IV stages of digression;

в) low degraded - the trees crown damage does not exceed 25 %, the herbaceous cover is overgrazed at the area no more than 5 % of the territory - I and II stages of digression.

The number of tree and bush species subjected to cutting-down, relocation and saving should be defined by the green plantings conditions.

5.18.3.3. The activities on the landscaping and site finishing should be developed in case the sites designated for landscaping within the electric depot territory compile no less than 10 - 15 % of its area.

The green planting area of the sanitary-protective zone of electric depot should compile no less than 60 % of its area; along the border with residential area the band of tree and bush plantings with the width no less than 20 m should be provided.

It is recommended to execute the landscaping of territories in front of the entrance to the

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stations in the form of bush square with the height of bushes no more than 0,5 m. The landscaping type should be accepted depending on the thickness of the ground over

the underground structures. At the thickness of the ground less than 1,5 covered with the vegetative ground layer no less than 20 cm the lawns with flowers and bushes having the shallow root system should predominate in the landscaping; at the thickness of the ground more than 1,5 m covered with the vegetative ground layer no less than 50 cm the tree and bush species with different root system can be planted.

5.18.3.4. At the territories adjacent to the above-ground objects of the Underground Railroad (electric depot, administrative and production buildings, ventilation cabinets), the landscaping methods providing the good territory aeration conditions and its protection from harmful emissions should be applied.

The green plantings should be filtering type plantings with blown structure. 5.18.3.5. The landscaping and site finishing works should be conducted in favorable for

these works time period.

5.18.4. Geological environment

5.18.4.1. The engineering-and-technical activities on the provision of stability of the geological environment, buildings and structures in the conditions of dangerous engineering-and-geological processes should be developed according to the SNiP 2.02.01, SNiP 2.06.15, and SNiP 22-02. Herewith it is necessary to:

- evaluate the characteristics of the current conditions of the geological environment by its main components;

- give the analysis of project solutions and prognosis of the geological environment components’ change taking into consideration the existing and design man-triggered loads on the environment;

- develop the basic directions of the geological environment protection from the possible negative man-triggered processes on the base of structural and technological characteristics of the structures, depth of their bedding, conditions of their construction and operation.

Evaluation should be conducted on the base of materials of engineering-and-geological and hydro-geological researches.

In the prognosis of the geological environment components’ change the dynamics of change of regime and underground waters pollution, stress conditions of the ground mass, and activation of the engineering-and- geological processes should be considered. In the difficult engineering-and-geological conditions the prognosis should be executed by the mathematic simulation methods.

5.18.4.2. The degree of the underground waters protection from the pollutions should be defined by the Methodology [3].

The territories should be divided to the following categories by the underground waters protection degree:

а) I category – favorable conditions of protection with high level of safety. In the confining layer of the water-bearing stratums the clays with the thickness more than 10 m, or или argillo-arenaceous rocks with total thickness more than 100 m underlay;

б) II category – relatively favorable conditions with relative degree оf safety. In the confining layer of the water-bearing stratums the clays with the thickness more than 3 m, but less than 10 m, and argillo-arenaceous rocks with the thickness more than 50 m, but less than 100 m underlay;

в) III category - unfavorable conditions of protection with low level of safety. In the confining layer of the water-bearing stratums the clays with the thickness less than 3 м, and argillo-arenaceous rocks with the thickness less than 50 m underlay.

5.18.5. Soils

5.18.5.1. The evaluation of the soil cover conditions at the cut-and-cover method of construction of the underground structures and construction of above ground structures should

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be conducted by the geo-chemical composition of soils, chemical pollutions degree, and sanitary conditions according to the GOST 17.4.2.01 and GOST 17.4.3.06.

5.18.5.2. The ecological conditions of soils depending on the soils pollution degree should be defined on the base of the total concentration index (TCI) of abnormal chemical elements (zinc, cadmium, lead, mercury, copper, cobalt, nickel, arsenic) according to the Table 5.18.1. T a b l e 5.18.1

TCI value Pollution degree Pollution category Evaluation of the ecological situation

Less than 16 Low Allowable Relatively satisfactory

16 - 32 Average Moderately dangerous Stressed and critical

32 - 128 High Dangerous Crisis

More than 128 Maximum Heavily dangerous Catastrophic

The possibility of use of mellow layer of soils should be defined depending on the TCI: а) less than 32 – the soils can be used for restoration (recultivation) of the damaged

grounds, as well as for the landscaping and site finishing of the construction area; б) from 32 to 128 - the soils can be used for recultivation and site finishing at their dilution

by the ecologically pure ground; в) more than 128 - the soils cannot be used and should be removed to the special landfills

with the purpose of their further burial.

5.18.6. Solid wastes

5.18.6.1. At the designing the volumes and composition of the grounds extracted during the construction of the above ground and underground structures should be revealed, and the possibility of their usage as the backfilling structures, or necessity of their removal to the places assigned by the city administration should be defined.

5.18.6.2. The places of collection and accumulation of any kinds of wastes should correspond to the Regulations [4], should be equipped and located so that not to effect negatively on the environmental conditions, structures, and people health.

5.18.6.3. In the electric depot or at the other sites of the Underground Railroad the installations for dewatering of sediments extracted from the dirt collectors of the water treatment facilities and pumping plants, and for combustion of solid wastes should be provided.

5.18.6.4. At the sites of wastes collection, and within the area of their effect on the environment the activities on monitoring of the environmental conditions in the order established by the federal executive power authorities in the sphere of the wastes handling in correspondence with their competence should be conducted.

5.18.7. Historical and cultural monuments

5.18.7.1. At the designing the possibility of any negative effect on the historical and cultural monuments should be excluded. Where appropriate, the activities on their save as during the construction period, as during the process of the Underground Railroad operation should be developed.

5.18.7.2. Evaluation of the monuments condition should be conducted on the base of the following data:

- investigation of conditions of the above-ground bearing structures taking into consideration possible effect of the vibration loads on them;

- deformational floor-by-floor photography including the fissures’ parameters fixation, installation of markers or special registration marks on the fissures for measurement of deformations using the indicators;

- regarding the deformations and settlements of monuments during the last years; - investigation of the foundations, wooden piles, sills, ancient drainage structures, and

wells’ conditions; herewith the special attention should be paid to the wooden structures, piles, and sills integrity;

- Engineering, hydro-geological, and paleogeodynamical conditions that can effect on the monuments’ conditions;

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- regarding the possible effect of long-term dewatering, frost retreat of the grounds, especially argillic, at their artificial freezing, vibration loads on the monuments.

5.18.7.3. The activities in the engineering protection of monuments should be developed according to the SNiP 22-02 on the base of:

- results of the engineering-and-geological and engineering-and-geodesic researches and observations;

- data characterizing the specifics of historical territories (burial mounds, embankments, graffs, burial grounds, cultural layers, etc), monument buildings and structures located at the route;

- variant solutions on the methods of construction of the underground and above ground structures;

- data regarding the allowable deformations and settlements of monuments; - technical-and-economic comparison of variants of project solutions on the engineering

protection. 5.18.7.4. The technical assignment given by the customer for elaboration of the project

documentation on the construction of tunnels within the protected zone with the historical and cultural monuments should contain the data of evaluation the expected effect of the construction on the geological environment according to the SNiP 22-01.

5.18.7.5. Elaboration of the project documentation on the reconstruction of the Underground Railroad stations being the historical monuments should be executed taking into consideration the results of technical investigation of the structures conducted by the detailed program.

5.19. Protection of municipal facilities from the noiseа, vibration, and ground currents

5.19.1. Protection from noiseа and vibration

5.19.1.1. The acoustic calculation of the expected level of noise at the territory of residential area, as well as selection and evaluation of the anti-noise activities should be executed according to the SP 23-104.

5.19.1.2. The calculation of level of the tunnel linings vibration from the train traffic, distribution of oscillation from the tunnels to the buildings, as well as selection and calculation of the anti-vibration facilities should be executed according to the SP 23-105.

5.19.1.3. The sections of tunnels where the anti-vibration structures are used (vibration protected sections) should meet the following requirements:

- The length of the vibration protected section and its location in the plan should be defined by calculation according to the SP 23-105;

- between the ordinary and anti-vibration structures there should be the transition sections having the length no less than 10 m with smooth change of the physical-and-mechanical characteristics.

5.19.2. Protection from ground currents

5.19.2.1. In case of combination of the Underground Railroad facilities (such as stations or electric depot) with the other designation facilities their internal metal structures, earthing devices, and reinforcement bars of the reinforced concrete structures should be executed separately, and should not have galvanic couplings. The structures feeding of which is provided from the Underground Railroad substations can be an exception. In this case the requirements corresponding to the present regulations should be related to these structures in the sphere of measures taken on the restriction of the ground currents.

5.19.2.2. It is advisable to lay the municipal cables at the sections located near the Underground Railroad lines in the cable blocks, or to apply cables in non-metal sheath.

5.19.2.3. At the simultaneous laying on the bridge (overhead road) the Underground Railroad tracks and railroad or tram lines the facilities and structures of the Underground Railroad (rails, cables, pipelines, etc) should not have metal connections with the railroad or tram structures, cables, pipelines, etc.

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5.19.2.4. At the places of close approach in the plan (up to 50 m) and at the places of crossing of the shallow Underground Railroad tunnels with tram or electrified railroad lines the reinforced concrete lining of the tunnels should have external reinforced protective and electrically insulated coating. At the places of crossing the reinforced protective and electrically insulated coating should be laid directly under the tram or railroad tracks, and at the distance of 50 m on the both sides from them.

5.20. Protection of structures from aggressive media effect

5.20.1. The development of the construction structures corrosion protection measures should be executed according to the SNiP 2.03.11 on the base of evaluation of hazard from the aggressive effect of media.

The initial data on the aggressive effect should be accepted by the materials of the engineering-and-geological and engineering-and-ecological researches at the line route, data on the atmospheric air pollutions, as well as on the base of experience in the operation of the construction structures in analogous conditions.

5.20.2. The methods of the construction structures, facilities, and devices protection, should be selected on the base of evaluation of the aggressive effect of media on the materials and structures according to the Table 5.20.1, and requirements to their primary or secondary protection. T a b l e 5.20.1

Media

Aggressive effect degree according to the SNiP 2.03.11

On the concrete and

reinforced concrete

On the cast iron and

steel

Aggressive grounds Table 4 Table 28

Aggressive ground waters » 5, 6, 7 » 26, 27

Oils and petroleum products » 8 » 27, 32

Solutions of the chloride-containing salts of defrosters » 4, 5, 7 » 25, 26

Acid and alkali aerosols » 5 » 26

Aggressive gases of the environmental air » 2 » 24

Biogeneous » 2, 5, 8 » 24, 26

N o t e – In the biogeneous media the attribute of hazard of the microbiological corrosion of the structures is

the presence in the media (ground, ground water) sulfate-reducing, thionic, and nitrifying bacteria. The

mentioned bacteria at the content of 106 units in 1 g of the ground or water can cause the strong damage of the

construction materials.

5.20.3. The calculation of the reinforced concrete structures of the underground facilities subjected to the aggressive media effect should be executed taking into consideration the requirements to the cracking resistance and maximum allowable width of the long-term crack opening according to the Table 5.20.2.

5.20.4. The minimal design marks of concrete by the freeze-thaw durability of the reinforced concrete structures designated for operation in the conditions of temperature-and-humidity action of the environmental air should be selected depending on the climatic conditions of the construction region and conditions of wetting of the structural elements by the water of atmospheric precipitations according to the Table 5.20.3. T a b l e 5.20.2

Degree of the media

aggressive effect

Requirements to the Category by the cracking resistance (over the line) and

maximum allowable width of the long-

term crack opening, mm, (under the line)

for the structures contacting with ground

Thickness

of the protective

layer from

the side of

contact with

the

ground**, mm

Mark of the concrete by the water-proofing, no less than

In the area of

watering

without the

water-proofing

In the area of

watering with

the water-

proofing and in

the non-watering

area*

In the area of

watering without

the water-proofing

In the area of watering

with the water-

proofing and in the non-watering area*

Non-aggressive 1/- 3/0,20 30 W8 W6

Low aggressive 1/- 3/0,15 30 W8 W6

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Degree of the media

aggressive effect

Requirements to the Category by the cracking resistance (over the line) and

maximum allowable width of the long-

term crack opening, mm, (under the line)

for the structures contacting with ground

Thickness

of the protective

layer from

the side of

contact with

the

ground**, mm

Mark of the concrete by the water-proofing, no less than

In the area of

watering

without the

water-proofing

In the area of

watering with

the water-

proofing and in

the non-watering

area*

In the area of

watering without

the water-proofing

In the area of watering

with the water-

proofing and in the

non-watering area*

Medium aggressive 1/- 3/0,10 35 W10 W8

High aggressive 1/- 2/0,10 35 W12 W8 * Related to the structures with the 1st group reinforcing steel according to the SNiP 2.03.11. ** At the application of the shotcreting the thickness of the protective layer can be decreased by 10 mm.

T a b l e 5.20.3

Climatic conditions with the average

monthly temperature in the coldest

month, °С, according to the SNiP 23-01

Above-ground structures at the open air Underground

structures in the area

of freezing,

contacting with ground

Contacting

with water

contacting

with ground Without tent

Under the

tent

Moderate, minus 10 and more 200 150 100 75 100

Harsh, below minus 10 to minus

минус 20 including

300 200 150 100 150

Extremely harsh, below minus 20 400 300 200 150 200

For the structures contacting with strongly mineralized waters containing the salts in the amount of more than 1 mass.%, saline soils, solutions of defrosting salts, and subjected to periodical freezing and defrosting, the mark of the concrete by the freeze-thaw durability should be selected and controlled as for the concrete road carpets according to the GOST

10060.0. 5.20.5. At the sections located in the areas subjected to the effect of aggressive media

primarily the following measures on the reduction of aggressive effect should be taken: - At the construction by the cut-and-cover method at the territories polluted with aggressive

substances (old dumps, aeration fields, industrial enterprises sites polluted with different technical products) in case of substantiation replacement of the polluted ground with pure one, and neutralization of the aggressive substances with additives to the ground should be applied. Where appropriate, the screens from the bentonite clays, walls in the ground, drainage, etc should be used, the ground pollution sources (chemical productions, storages, refueling stations, etc) should be removed from the Underground Railroad route beyond the area of their distribution;

- At the construction by the closed method at the sections with the ground containing sulfides (pyrite, marcasite), as well as sulfate-reducing, thionic, and nitrifying bacteria, where possible, the application of the caisson method of the tunneling should be excluded, or special measures on the construction structures protection from the aggressive effect should be taken;

- The underground structures should be protected from the surface, ground and other kinds of water using:

а) water-proofing; б) water-proof and corrosion-resistant materials of linings; в) injection of special solutions under the lining; г) pressurization of joints between the elements of pre-fabricated linings and isolation

joints, as well as openings for injection of the solution and for bolted joints; - laying of the oil, petroleum, and other pipelines, transporting the aggressive chemical

products within the territories assigned as the construction area should not be allowed. It is allowed to cross the line route by the oil and petroleum pipelines after taking measures preventing the petroleum products penetration to the ground in case of their damage within the indicated area;

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- The materials for the structures and facilities, as well as for protection from the corrosion should be selected taking into consideration their resistance to the aggressive media effect.

5.20.6. The character of the contact and conditions of the aggressive media and temperature-and-humidity effect on the construction structures should be accepted by the Table 5.20.4. T a b l e 5.20.4

Structure

premises

Character of contact

of the

structural

elements

with

aggressive media

Aggressive media Effects

Aggressive

grounds

aggressive

ground

waters

Man-

triggered

ground

waters

Oils and

petroleum

products

Solutions

of

defrosting

salts

Aggressive

gases, acid

and alkali

aerosols

Biogeneous

Relative

humidity

of the air

more

than 75

%

Atmospheric

precipitations

temperature

below 0 °С

Deep burial

structure

Contacting

with

ground

+ + + + - - + - - -

Inside the

premises

- - - - - + + + - -

Shallow

structure

Contacting

with

ground

+ + + + + - + - - +

Inside the

premises

- - - - + + + + - -

Above-ground

structure,

closed

station

Contacting with

ground

+ + + + + - - - - +

Inside the

premises

- - - - + + - + - -

Staircases at

the entrance

to the

underground

station vestibule

Contacting

with

ground

+ + + + + - - - - +

At the

open air

- - - - - + - + + +

The same,

under the

tent

- - - - - + - + - +

Bridge, overhead

road,

supporting

wall, tunnel

portal

Contacting with

ground

+ + + + + - + - - +

Contacting

with water

- - - + - - - - - +

At the

open air

- - - + + + - + + +

Accumulator

room

Inside the

premises

- - - - - + - - - -

Fuel and

lubricating

materials

storage

Contacting

with

ground

+ + + + + - - - - +

Inside the

premises

- - - + + - - - - +

Ventilation cabinet

At the open air

- - - - - + - + + +

5.20.7. For protection of the underground structures from the side of contact with aggressive ground and ground waters the following methods should be provided (one of them or combination of several methods):

- coating with the layer of slurry or combo solutions; - sticking insulation with sheet or rolled materials;

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- back-coating or soaking; - metallization of steel elements with zinc or aluminum, additional treatment of polymeric

materials; - cathodic protection. Selection of the type of insulation and chemical resistance of some materials are

represented in the Appendices 5.20А and 5.20B. 5.20.8. The measures on protection of the external surfaces of the tunnel structures should

be assigned depending on the method of execution of works (closed or cut-and-cover) and types of lining (pre-fabricated from the cast iron, concrete, or reinforced concrete elements, cast-in-situ, or pressed cast-in-situ concrete lining).

The examples of protection of the tunnel structures are represented in the Appendix 5.20C. 5.20.9. The slurry and combo solution, inserted on the surface as the insulating layer

should have the close structure (water impermeability no less than W6) and should be corrosion resistant to aggressive media effect. The corrosion resistance should be reached by means of application of corresponding kinds of cement, fillers, chemical additives, taking into consideration the requirements of the SNiP 2.03.11.

5.20.10. In the underground structures constructed by the cut-and-cover method the glued insulation by the sheet and rolled materials should be applied in general as the water-proofing, and in case of presence of medium and high aggressive media as the chemical resistant insulating materials protecting the structure from the media effect.

The water-proof coatings can simultaneously be applied as anti-corrosion protection if they have the necessary chemical resistance and bio-resistance to the specific aggressive media.

The sheet and rolled insulation should be executed with provision of denseness and impermeability for liquids.

Arrangement of glued water-proofing by the method of melting of the rolled materials should be provided according to the technical documentation on the given method, for the other water-proofing methods – according to the Technical Conditions of their application.

5.20.11. At the application of the water-proofing preliminary inserted on the surface of pre-fabricated elements of lining the impermeability and resistance equal to the preliminary inserted water-proofing should be provided in the joints of the pre-fabricated elements.

5.20.12. The external insulation should be protected from the mechanical damage. To prevent the breaking of the glued insulation at the places of insulation joints the compensators should be provided.

5.20.13. The back-coatings (bitumen, goudron, bitumen-polymeric, epoxy, epoxy-furan, epoxy-slate, etc) for protection of the underground structure surfaces should be applied taking into consideration their resistance to the aggressive media effect. The thickness of the bitumen coatings should be equal to 3 - 8 mm, asphalt-and-concrete - 10 - 15 mm. For reinforcement of the bitumen and asphalt coatings the fiberglass mesh or fiberglass cloth should be used.

In the grounds and ground waters polluted with organic substances (oils, petroleum products, detergents) application of protective rolled, sheet, back-coating materials, as well as pressurizing compositions on the base of bitumen is not allowed.

5.20.14. Protection of the surface of metal elements inaccessible for restoration of the protective coatings should be provided using the effective long-term anti-corrosion coatings (such as tread metallization-polymeric coatings including the metallization aluminum coating inserted on the zinc under-layer with subsequent soaking with layer of chemical-resistant varnish). To prevent the damage of anti-corrosion coatings at the welding it is recommended to execute the elements fastening using the bolted joints protected from the corrosion.

5.20.15. Protection of the structures from the bio-corrosion should be provided using the chemical-resistant and biological resistant polymeric materials applied for the high-aggressive gases and liquids, according to the Tables 13 and 29 of the SNiP 2.03.11.

5.20.16. The external surfaces of pre-fabricated elements of structures (from the cast iron,

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concrete and reinforced concrete) contacting with ground and ground waters should be preferably protected in the factory conditions by insertion of the glued insulation from the sheet or rolled materials, soaking, or hydrophobization.

The external surfaces of structures located in the sandy grounds or running sands, as well as at the places where the protection by injection of the combo is impossible, should be strongly protected from the aggressive media effect (for example, with coating of the ХБЗГ-2 type according to the Appendix 5.20D).

5.20.17. It is recommended to coat the internal surface of the cast iron liners and steel structures at the stations, in the near-station structures, in the main line tunnels, and in the near-tunnel structures with non-flammable anti-corrosion compositions, primarily cement and cement-polymeric in case of presence of aggressive media. It is allowed also to apply the back-coating insulation on the base of synthetic resins (epoxy, furan, polyurethane).

It is recommended to protect the edges of the cast iron liners (gaps at the connection places) with hydrocarbon greases (petrolatum, technical vaseline) with improving additives (oxidized petrolatum, rubber) and inhibitors (Appendix 5.20D) in addition to the existing methods of the water-proofing and protection from the crevice corrosion.

To prevent the leakages and connected with them crevice corrosion of the cast iron liners the joints in the cast-iron linings should be calked with lead or sealed with elastic rubber neoprene gaskets.

Bolted holes and openings for injection should be sealed by means of using of washers and rings made from corrosion-resistant materials.

Joints in the pre-fabricated reinforced concrete linings calked with expanded cement advisably should be coated with epoxy, polyurethane, or other resistant back-coatings.

5.21. Protection of the Underground Railroad facilities and devices from ground

currents corrosion

5.21.1. Measures on restriction of the ground currents should be provided in the corresponding sections of the project documentation.

5.21.2. At the arrangement of the track the following should be provided: - electrical insulation of the track rails laid on the reinforced concrete cross-ties or on any

other similar foundation by means of installation of insulating elements (gaskets, bushes) at the places of connection of details being under the rail voltage with the surface of concrete, reinforcement bars, etc;

- the gap no less than 50 mm between the track rails, detail of the rail fastenings and track concrete or broken stone ballast, as well as pipelines, cables, electrical equipment enclosures, and other grounded structures;

- electrical isolation of the metal parts of the point operating gears connected to the track rails from the broken stone ballast or track concrete and tunnel linings;

- soaking of the wooden cross-ties and screw holes in them with antiseptics not conducting the electric current. The wood screw holes should not be through;

- laying of the track rails on the metal or reinforced concrete overpasses and metro-bridges, as well as at the distance of 200 m on the both sides from them on the wooden cross-ties with insulating gaskets and bushes in the rail fastenings (rubber, polyethylene, or other polymeric materials);

- two insulating joints at the each track rail between the electrified and non-electrified tracks at the distance excluding the possibility of their simultaneous overlapping by the rolling stock;

- single insulating joints at the bumping posts; - exclusion of the possibility of contact between the rails of the by-kilometer rail stock in

the tunnel and any metal elements of the superstructure; - utilization of amortizing structural elements of the superstructure preventing the decrease

of the transient resistance between the rails and tunnel linings;

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- location of the anchor bolts fastening the longitudinal bars to the reinforced concrete rail seat between the tie plates;

- utilization of the factory manufactured inventory electrical connectors for the pre-fabricated joints of the track rails and track switches.

The specific transient resistance between the track rail of one track (two rail strings in

parallel) and lining (ground) should be no less, Ohm⋅km: а) in the tunnels and closed above ground sections, at the sections adjacent to the metro-

bridges (up to 200 m on the both sides from the bridge), - 1,5; б) on the overpasses, metro-bridges and in the electric depot buildings - 3; в) at the parking tracks of the electric depot, at the open above ground sections - 0,5. 5.21.3. In the construction structures of the tunnel linings should be provided: - galvanic separation of longitudinal metal connections of reinforcement bars of the

reinforced concrete linings with the step no more than 60 m. The places of reinforcement bars separation should be marked with vertical white line inserted on the internal side of the linings;

- shunting of the sections of linings (insertions) from the concrete or reinforced concrete in the tunnels with lining from the cast iron liners, combined lining from the cast iron liners and reinforced concrete blocks, and steel-and-concrete lining with the steel bus having the cross-section no less than 160 mm2;

- the methods of connection of the reinforced concrete liners (blocks), as well as nodes of attachment of earthing buses, hangers, etc, to them, excluding the possibility of galvanic couplings with reinforcement bars and its integration into the long continuous metal network.

5.21.4. In the power supply facilities should be provided: - sectioning of the positive and negative buses of the 825V switchboard in case of

necessity of feeding of the traction networks of different lines at the places of their close approach or crossing from one TSS;

- protection of the conducting parts of the 825V contact network facilities from the ground short-circuit;

- application of the inter-track rail bonds in the middle part of the run and, where appropriate, no less than in every 500 m between them.

Connection of the negative boosting mains and inter-track rail bonds to the track rails of the main line tracks should be executed in correspondence with the clause 5.12.

The electrical resistance of the inter-track rail bonds to the direct current should be no more

than 3 ⋅ 10-3 Ohm. 5.21.5. The water pipeline section laid under the track rails should be separated from the

other part of network by the insulating flanges. 5.21.6. The cables and pipelines at the places of their exit from the Underground Railroad

facilities should be provided, correspondingly, with insulating sleeves and flanges located in the Underground Railroad facilities at the dry, accessible for inspection places.

At the section from the insulating sleeve and flange to the place of the exit the cables and pipelines should be isolated from the surrounding supporting and construction structures with rubber or polyethylene gaskets.

5.21.7. The electrical resistance of the current-conducting joints of the track rails and track switches should not exceed the resistance of the whole rail section with the length 1 m, and isolating joints with impedance bonds with secondary windings - 36 m.

5.21.8. At the ends of the metro-bridges and overpasses having the length more than 300 the fuse links with non-metal sheathes should be provided at the cable lines, and the pipe spools made from the composite materials should be provided in the pipelines.

5.21.9. The control instrumentation point (CIP I) should be applied for measurement of the track rails potential relating to the earthing conductor (bus); the CIP II should be applied for measurement of potentials of cast-iron linings or reinforcement bars of the reinforced

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concrete linings relating to the ambient (for the lining) environment. 5.21.10. The CIP I should be installed near the IB (Impedance bond with secondary

windings): - at the ends of the bridge and overpass; - in the each main line tunnel in 500 – 800 m; - at the places of connection of negative boosting mains or inter-track rail bonds (at one of

the tracks) to the IB. 5.21.11. The CIP II should be installed in the main line tunnels with cast-iron lining at the

sections of Underground Railroad routes crossing with the tram routes or with the routes of DC electrified railroads, and at the sections where these lines have the parallel routes.

The CIP II should be applied in the tunnels with reinforced concrete lining as well, in case of revelation of multiple connection of the lining reinforcement bars with grounded structures, pipeline fastening points, etc.

At the sections of routes crossing the CIP II should be installed in one of the tunnels near the crossing, and on the both sides from it at the distance of 200 m.

At the section of parallel routes the CIP II should be installed at the ends of the tunnel section located close to the tram or railroad tracks, as well as in 300 m at the distance between the routes less than 100m, and in 500m at the distance from 100m to 200m.

In case of the traction substation and tram or railroad located in the indicated areas one of the CIP II should be located close to the negative boosting point of this substation.

The CIP II should be located also in the tunnels constructed in the aggressive media. 5.21.12. In case the places of installation of the CIP I and the CIP II come together the CIP

II installation should be provided only. 5.21.13. The CIP I consists of three-pole breaker and connecting terminals installed in the

box; the CIP II consists of the CIP I and measuring electrode installed in the tunnel lining. Both the CIP I and the CIP II should be connected by cables with the terminal cabinets

located at the stations. The input of 220 VAC should be provided in the cabinets. 5.21.14. At the TSS installation of the device (volt-hours counter) for measurement of

average daily -825V bus potentials relating to the earthing device of the substation should be provided.

5.21.15. The control of execution and effectiveness of measures on the protection from the electrical corrosion during the construction and commissioning of the lines should be executed according to the Appendix 7.3Ж.

5.21.16. Development of additional technical solutions on the restriction of the ground currents and protection of structures from the electrical corrosion should be executed, where appropriate, on the base of measurements of the ground currents during the first period of the line operation.

5.22. Security alarm system

5.22.1 The following positions should be equipped with the automated security alarm system:

- Passenger entrances to the station vestibules; - production entrances to the Underground Railroad structures from the ground surface:

ventilation cabinets, tunnel portals, emergency exits; - entrances to the main line tunnels from the station platform; - production premises: substations, machine rooms of escalators, equipment, relay, and

switch rooms, medical centers; - ticket block premises: fare collecting operator room, senior fare collector room, money

computation room, senior operator of Automated Fare Payment System (AFPS) and server room.

The entrances to the ticket block premises, machine rooms of escalators, medical centers, and substations should be equipped with the access control facilities.

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The list of premises subjected to installation of security alarm system and access control facilities should be corrected in the design assignment.

5.22.2. The Automated Security Alarm (ASA) receiving-and-control instrumentation should be installed in the Station Dispatcher Point (SDP) and in the ticket block premises – At the senior cash operator with output of the signal to the SDP and police post.

The information regarding the ASA activation should be transmitted to the fire safety and police dispatcher point by the telecommunication network.

5.22.3. In the premises of the fare collecting operator, senior cash operator, and ticket block server the double-boundary ASA, and in other premises the single-boundary ASA should be provided.

For the single-boundary ASA, as a rule, the magnetic alarm contacts for locking of the entrance doors, and other apertures on opening should be provided. In the above-ground vestibules the windows should also be locked (on the penetration or opening).

For the second boundary of protection locking the certain areas of premises the 2D or 3D electro-optical annunciators should be applied.

5.22.4. In the ticket room, medical center, SDP, SDP booth at the platformе the hidden button and pedal should be provided for transmission of the alarm signal to the ASA receiving-and-control instrumentation and to the police post. At the police post the light indication of the call object should be provided.

5.22.5. The ASA and Automatic Fire Alarm Installation (AFAI) systems can be integrated in the common complex of the receiving-and-control instrumentation.

5.23. Administrative-and-production buildings

5.23.1. The spatial-and-planning solutions and technological equipment of the administrative buildings should be defined by the design assignment.

5.23.2. The following items should be located in the dispatcher control building: - line dispatcher points equipped with automated working places, line and communication

settings telecontrol systems according to the clauses 5.11, 5.12, 5.13, 5.16, and 5.22. - computing center; - laboratory-and-repair subdivisions of the Line Dispatcher Point (LDP) and computing

center (CC) equipped with corresponding instrumentation and devices; - rest, mess, and psychological relief rooms for dispatch personnel; - administrative and sanitary-domestic premises; - service and passenger elevators, cable shafts, and floor-by-floor cable ducts; - step-down substation. The dispatcher point (DP) premises should have the natural lighting and protection from

noise and vibration according to the clause 5.17 of the SNiP 32-02. 5.23.3. The operating personnel building of the line should accommodate: - managers of operating subdivision services; - sites and teams of construction structures, track facilities, and engineering equipment

maintenance services; - shops for minor repair of the equipment, storage rooms; - service and technical premises of the firefighting subdivisions and security; - medical center, radiation therapy room, mess and psychological relief rooms; - administrative and sanitary-domestic premises. 5.23.4. The administrative, sanitary-domestic, and auxiliary premises of the buildings

should be accepted in correspondence with staff schedule of the subdivisions. It is allowed to integrate the premises for compatible profession groups.

5.24. Organization of construction

5.24.1. The initial data for development of the construction organization project includes the information regarding the climatic conditions of the region, engineering researches, character of the urban development, approved spatial-and-planning and constructive-and-

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technological solutions, underground objects and communications located in the construction area, demand in the energy resources, conditions of their connection to the municipal communications, and directive period of construction.

5.24.2. The composition of the construction organization project includes the following graphical and textual materials:

- general scheme of the line and separate structures in the general layout of the terrain with indication of sections constructed by the cut-and-cover and closed method, construction sites, places of temporary disposal of ground;

- layouts of the construction sites with allocation of temporary buildings, structures, roads, and, communications in them. The schemes of disposition of peripheral equipment at the construction site for execution of special methods of works;

- geodesic-and-surveying and engineering-and-geological provision of the construction; - methods of execution of the construction-and-mounting works by the sections, list of

main machines and equipment for execution of preparation and main works, including the special works. The scopes of the executed works;

- structures of temporary shoring of trenches. Structure of shoring of the underground openings, allowable gap between the working face and temporary shoring and permanent linings. Organization of works on the construction of man structures and execution of works on the water-proofing of structures;

- schemes of haulage rail tracks for the cut-and-cover and closed method of works, definition of type of locomotive and cars, and train formation on the base of calculation of haulage. Schemes of haulage by the rubber-tyred transport. Schemes of the pipeline transportation of the bentonite suspension and slurry by openings. Organization of the vertical transportation of people, ground, materials, and goods;

- schemes of the openings aeration at the all stages of construction by the closed and cut-and-cover method of works after the mounting of the tunnel lining structures;

- scheme of the dewatering with indication of the water collectors’ capacity, diameter and number of the water pipelines, stand pipes, pumps capacity, type of the water treatment plants and their location on the surface with indication of places of the treated waters discharge;

- technical solutions on the construction sites power, water, and air supply, communication, sewerage, and providing of the electrical safety;

- technical solutions on the providing of the above-ground and underground structures and communications safety with indication of hazardous areas. Elaboration of the observation stations project;

- layout of the research, hydro-observation and dewatering wells located in the tunnel cross-section, or in close proximity to it, their depth. Instructions regarding the order of their liquidation;

- order and methods of execution of works at the connection of newly constructed objects to the operating line of the Underground Railroad;

- construction schedule; - solutions on providing of the industrial safety and fire safety during the execution of

works; - explanatory note. 5.24.3. The explanatory note should contain: - substantiation of the construction technologies, special methods and speed of tunneling,

accepted at the given engineering-and-geological and urban development conditions in the region of the line route;

- solutions on the creation of necessary temperature-and-humidity regime for the each period of construction;

- methods and results of the following calculations: а) temporary shoring structures;

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b) size and borders of the possible settlement of the surface; c) traction calculations of the underground rail transport; d) hydro-weight pressure value at the tunneling mining complexes by the all tunneling

route; e) capacities of the main ventilation installations; f) amount of the ground waters inflow to the openings; g) required power of the electric energy and compressed air; h) parameters of the special methods of works; i) effect of the noise and vibration from the operating machines, mechanisms, and

equipment at the construction site, as well as from the explosion works in the underground openings on the surrounding buildings.

5.24.4. To provide the sanitary-and-hygienic conditions of the construction the following measures should be taken:

- diminution of the environmental pollutions and protection of the urban environment from the noise and vibration;

- reduction of ionizing and non-ionizing radiation; - creation of the normal micro-climate and lighting at the working places; - reduction of the hardness of the workers’ labor and production injuries. 5.24.5. Where appropriate, the construction of the underground structures in the conditions

of considerable water inflows or high hydrostatic pressure, as well as in unstable grounds the special methods of works, special equipment or technology should be provided according to the SNiP 3.02.01, VSN (branch construction norms) 127, VSN 189, and clause 6.7.

5.24.6. Development of the underground structures COP at the closed method of works 5.24.6.1. Depending on the engineering-and-geological conditions and urban development

situation the mining complexes, safety guards with shearing sites, as well as ground development using the continuous heading machine or by the drill and blast method with or without arrangement of the temporary shoring should be used.

The ground development by the drill and blast method should be provided in correspondence with the PB (safety regulations) 13-407.

For the short sections the tunneling by the squeezing down method or with arrangement of advance protective blanket can be applied.

As a rule, the tunneling should be organized uphill. 5.24.6.2. At the organization of tunneling under the water barriers, at the places of possible

water or ground masses breakthrough the lintel blocks with hermetic doors designed on the maximum possible hydrostatic pressure with reliability factor of 1,5 should be provided.

5.24.6.3. The mounting and demounting of the pre-fabricated lining elements using the stackers should be provided.

Application of wrenches with this purpose is allowed at the limited length sections of the opening where utilization of the stackers is impossible or ineffective.

It is recommended to provide the mounting of the pre-fabricated linings of the tunnels using the safety guards in the stable grounds, at the level of the ground waters below the bottom of the opening by the lining pre-stressing method.

The method of pre-stressing and its force should be defined in the works execution project depending on the engineering-and-geological conditions.

5.24.6.4. Development of the short openings with big cross-section in the unstable grounds should be provided with preliminary shoring of grounds or using the advance protective blanket.

The methods of construction of the big cross-section openings should provide saving of the surrounding rock mass in unripped conditions, and mechanized execution of works.

5.24.6.5 To fill the gaps under the lining the characteristics of the cement slurries, as well as time and place of injection should be defined.

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5.24.6.6. At the application of lining made from the pre-fabricated reinforced concrete elements at the single-vault station its construction can be executed using the crown pre-stressing by flat hydraulic jacks.

The technology of pre-stressing and its force should be defined in the works execution project.

5.24.6.7. The content of the harmful gases and dust in the air of the underground openings should not exceed the value indicated in the PB 03-428. The maximum allowable concentration of the harmful substances in the air exhaust to the atmosphere should correspond to the ГН (Hygienic standards) 2.1.6.1338.

5.24.7. Development of the underground structures COP at the cut-and-cover method of

works 5.24.7.1. At the construction of structures in the open pits the following should be

provided: - fencing of the pits, planning of territories and removal of the surface waters, as well as,

where appropriate, arrangement of dewatering; - preparation of the sites for crane runways; - order of the mechanized development of the ground in the pit and order of the shoring

installation; - places of continuous and temporary storage of the developed ground. 5.24.7.2. In the case of necessity of the water-proofing linings arrangement and

unavailability of dewatering systems in the pit hollows, the latter ones should have the width no less than 1,2 m, in case of availability of such systems - 1,5 m.

In the pits with slopes at the unavailability of the drainage facilities in the channel the distance between the structure wall and the slope bedding should be no less than 0,5 m.

5.24.7.3. The pit walls shoring using the cantilever poles, dowels, ground anchorages, or buntons should be provided depending on the hydro-geological conditions, urban development situation, pit dimensions, terrain profile, and accepted technology of construction.

5.24.7.4. In the difficult engineering-and-geological or urban development conditions it is advisably to provide the pit shoring by the method «wall in the ground» from the cast-in-situ or prefabricated reinforced concrete. Development of the ground in this case can be executed by the semi-closed method.

5.24.8. Construction sites should be equipped with the complex of production and administrative-and-domestic premises, should have the roads and storage sites with hard covering, treatment facilities and washing area for the motor car wheels with recirculation water supply, sufficient lighting of the working places and traffic ways.

The sanitary-protective areas of the construction sites should be accepted on the base of specific conditions of the route taking into consideration the SanPiN 2.2.1/2.1.1.1200.

5.24.9. In case of the route driving at the sections polluted with harmful substances exceeding the allowable levels settled for the harmful factors effect, as well as in case of location of construction sites within the sanitary-protective areas of the operating enterprises a number of protective measures should be developed.

5.24.10. The spatial-and-planning solutions on the temporary premises at the construction sites should correspond to the SNiP 2.09.04 taking into consideration accommodation of maximal number of the given object workers.

The sanitary-domestic premises and medical center should be located, as a rule, in close proximity to the entrance to the underground opening, or to the working sector.

5.24.11. At the construction sites treatment of the industrial and storm waste waters should be provided. The treatment degree for the waters discharged to the municipal networks or water reservoirs should correspond to the SaNPiN 4630 and GOST 17.1.5.02.

5.24.12. The construction general layouts of the base construction sites should be

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coordinated with the interested organizations in the established by the Russian Federation legislation and by the local administration authorities order.

5.24.13. At the development of the project of conservation or liquidation of the object it is necessary to follow the RD (directive documents) 07-225.

5.25. Industrial safety

5.25.1. At the designing of the Underground Railroad line in the difficult engineering-and-geological conditions with application of different special methods of works the «Industrial safety» section should be included in the composition of the Feasibility Study (project). At the designing of the line sections in the relatively favorable engineering-and-geological conditions with application of the cut-and-cover method of works or assimilated technologies it is allowed to reflect the industrial safety requirements in the COP section.

5.25.2. In the composition of the «Industrial safety» section the possible factors resulting to the problems and accidents at the construction, as well as technical solutions directed to the provision of safety of the city inhabitants, workers of the construction-and-mounting organizations, and environmental protection should be considered. Herewith it is recommended to reflect:

- measures on the provision of safety of buildings, structures, and underground communications located in the area of probable settlement of the surface;

- process flow-sheet of the construction of underground openings with indication of used machines, mechanisms, equipment, and their main technical specifications, especially at the sections with application of special methods of works and drill and blast works;

- arrangement of the temporary shoring of the underground openings and organization of works on the construction of the permanent linings;

- organization of the vertical transportation of grounds, materials, and goods; - technical solutions on the protection of the environment from the harmful effect of

construction-and-mounting works (noise and vibration, emissions of the harmful substances to the air, pollution of the ground waters, decrease or increase of the ground waters level, etc);

- measures on provision of the fire and electrical safety in the process of execution of construction-and-mounting works;

- technical solutions on the uninterruptable power and compressed air supply, communication, on the underground openings aeration regime taking into consideration development of the mining works; recommendations on the heating or cooling of the air supplied to the openings should be given;

- measures on the localizing and liquidation of probable emergency situations during construction, on the protection from possible emergency situations at the dangerous industrial objects located in the construction area;

- solutions on creation of the technical conditions for connection to the operating networks. 5.25.3. At the development of the project documentation by multiple organizations the

general designer should establish the spheres of responsibility of the each organization in the «Industrial safety» section. In case of changes in the project solutions during the construction the expertise of the industrial safety of these changes and their coordination with the Russian State Municipal Technical Supervision Authorities should be conducted.

5.25.4. Application of the imported mining technique, hoisting and transportation equipment in the project documentation is allowed after the inspection of their conformance to the requirements of Russian Standards and safety regulations.

5.26. Technical and protected zones

5.26.1. Area of the technical zones for the provision of the Underground Railroad objects construction should be accepted according to the clause 3.5 of the SNiP 32-02.

5.26.2. The technical zones for the provision of the Underground Railroad objects operation should be provided:

- near the above-ground station vestibules;

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- near the ventilation cabinets and demounting shaft chambers; - outside the fencing of the above-ground sections of the Underground Railroad lines,

connecting track branches, electric depot, and other structures. 5.26.3. Boundaries of the technical zones with the purpose of observance of normal

conditions for the passenger flows and provision of the maintenance and repair works should be defined on the base of real situation at the adjacent sections of the urban territory.

5.26.4. Boundary of the technical zone of the free standing above-ground station vestibule should be located at the distance no less than 5 m from the structure outline with increase at the places of the passenger flows and at the sections used for provision of the repair works.

At the location of the vestibule in the other designation building the boundary of the technical zone should be defined only for the part of building used by the Underground Railroad.

5.26.5. Near the entrance (exit) to the vestibule or to the under-street crossing the boundary of the technical zone should be accepted at the distance of 15 m from them, but within the boundary of beginning of the traffic way.

5.26.6. At the places of arrangement of sites for allocation of the escalator elements and other operation equipment near the station vestibules, demounting shafts, over the water pipeline, heating, and cable inputs, etc, the boundaries of the technical zone should be assigned in correspondence with the repair works technology.

The width of the passage to the place of repair works should be no less than 4 m. 5.26.7. Boundaries of the technical zone for the free standing production designation

buildings should be accepted at the distance of 7 m from the building outline in the plan. 5.26.8. Boundaries of the technical zone around the ventilation cabinets should be accepted

at the distance of 25 m from their outline. 5.26.9. The width of the technical zone outside the fencing of the above-ground line

sections and other above-ground structures for arrangement of passages should be no less than 4 m.

5.26.10. The protected zones should be provided over: - underground stations regardless from the depth of their bedding, and under-street

crossings; - ventilation and demounting shafts, well heads and sumps of the water drainage and

sewerage installations; - sections of adjacency of the water pipeline, heating, and cable inputs to the Underground

Railroad facilities. The protected zone boundaries should be defined taking into consideration the urban

development and transport situation. 5.26.11. The distance between the structure outline in the plan and protected zone

boundary should be equal to, m, for: а) station constructed by the closed method - 5; b) station constructed by the cut-and-cover method - 10; c) other shallow structures at the distance from the ground surface up to 8 m including - 10. 5.26.12. The executive documentation on the Underground Railroad objects with inserted

boundaries of technical and protected zones should be submitted to the customer at their commissioning, as well as to the municipal organization – developer and holder of the topographic plans.

6. CONSTRUCTION

6.1. General provisions

6.1.1. The construction-and-mounting works, including the preparation works, should start after obtaining of permission from the customer for their execution only.

The ground works, uncovering and re-laying of the underground communications should be executed on the base of permission issued by the authorized institutions of the municipal

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executive power. 6.1.2. Construction of the objects should be executed in the technological consequence

established by the calendar schedule of works. 6.1.3. At the each object the manufacturing inspection of the industrial safety requirements

observance according to the RD 04-355 should be organized, as well as the documentation according to the SNiP 3.01.01 and to the present Summary of Regulations should be kept.

6.1.4. The general contractor - construction organization should conduct the observation of the conditions of buildings, structures, and communications located in the area of possible settlement of the surface.

6.1.5. After the completion of the object construction the general contractor should submit to the customer the technical documentation according to the Appendix 7А.

6.2. Organizational-technological preparation

6.2.1. During the period of preparation to the begining of the construction-and-mounting and special works the design and estimate documentation and regulatory documents related to the planning kind of works should be studied, the works execution projects, and, where appropriate, the job descriptions for workers on the each kind of works should be developed.

6.2.2. The works execution project (WEP) should be elaborated by the construction organization or, by its assignment, project (project-and-technological) organization on the base of COP and other design and estimate documentation.

Deviations from the approved project solutions in this case are not allowed without coordination with the customer.

6.2.3. The WEP composition includes: - calendar schedule of works, periods of the works execution, and consequence of

operations; - general construction layout in the dynamics of execution of works by the stages or work

zones with indication of: а) location of the temporary buildings, structures, and engineering networks; b) temporary roads, connecting tracks, transport vehicles movement schemes; c) disposition of mechanisms and equipment; d) dangerous zones and places of execution of heightened danger works, passage ways to

the underground openings, to the buildings and structures; e) location of signs of the geodesic marking-out; f) places of temporary ground disposal, facilities for collection of wastes, location of the

treatment facilities; - technological cards, schedules of the works execution; - Information regarding the demand in materials, facilities, equipment, workers’ protective

means, component lists, schedules and organization of delivery of goods and materials; - schedules of the working personnel movement by the objects; - mining technique construction machines and mechanisms traffic schedules; - schemes of the quality control by operations; - certificates of the drill and blast works and temporary shoring of openings; - rail structures, track switches and their fastenings, trolley wires suspension, organization

of the locomotive accumulators’ charging; - organization of passages for workers on the shafts, inclined tunnels, and horizontal

openings, organization of the mechanisms and pneumatic transport vehicles traffic in the underground openings;

- solutions on ventilation of the underground openings: local aeration schemes, ventilation pipes fastening structures, ventilation partitions, organization of the air quality measurements;

- solutions on the water drainage: water receivers and equipment of the water drainage plants;

- underground openings and construction sites lighting networks diagram, organization of

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the emergency lighting, measures on the electrical safety; - compressed air networks; - firefighting facilities, emergency stock of materials, inventory, equipment, number and

place of their location. 6.2.4. The works execution projects should correspond to the SNiP 3.01.01, SNiP 12-03,

SNiP 12-04, and PB 03-428. 6.2.5. In case of change of the project solutions, conditions of execution of works,

emerging of the dangerous external factors, etc, the WEP should be corrected or newly developed.

6.3. Geodesic-surveying provision

6.3.1. Planned-high-altitude network on the surface

6.3.1.1. The geodesic ranging net should be created before the main construction works start.

6.3.1.2. The geodesic horizontal control networks should provide the required accuracy of the counter headway cross-passages and stacking of the structure axis.

The standard error т of the mutual definition of the horizontal control network points from which the tunnel cross-passage is executed should not exceed the following allowances:

For the tunnels constructed through the portals: without the subsequent extension of control

;6,0l

Lm ∆±=

with the subsequent extension of control

;4,0l

Lm ∆±=

For the tunnels constructed through the shafts: without the subsequent extension of control

;45,0l

Lm ∆±=

with the subsequent extension of control

;3,0l

Lm ∆±=

where ∆ is the value of allowable displacement of the working axis of tunnel from the final axis defined after the counter tunnels cross-passage, mm;

L is the length of the constructed tunnel, km; l is the average distance between the adjacent shafts, portals, and adits, km. 6.3.1.3. To create the geodesic horizontal control network (tunnel triangulation,

polygonometry instead of triangulation, basic polygonometry, analytical networks instead of basic triangulation) it is recommended to apply the technology of survey using the satellite navigation system (SNS).

At the creation of the SNS geodesic survey network the mutual visibility between the horizontal control network points is not required.

N o t e – The SNS network is built instead of triangulation networks, trilateration, polygonometry by the way

of geodesic quadrangles, central systems, and other shapes.

The SNS survey network is created for the established period of construction with obligatory annual repeated surveys.

The accuracy of definition of mutual point positions in case of the survey using the SNS

geodesic receivers should range from 5 + 1 × 10-6L to 10 + 2 × 10-6

L, mm, where L is the distance between the points, km.

The standard error of the direction angles, obtained by the SNS survey should not exceed 5,0".

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In case of conduction of measurements using the single-frequency satellite SNS receivers the length of the sides should not exceed 10 km.

Before the SNS survey works start at the each network point the spatial cut-off angle no less than 15° should be settled. In case of obstacles (spatial cut-off) availability the celestial sphere cutoff should be modeled by the compiled outlines to receive the prognosis on the date of survey by which the most favorable period of execution of works should be defined.

The SNS survey should be conducted in the static mode according to the technical certificate on the SNS satellite receiver with observance of all allowances, with no less than two surveys per each point.

The set of receivers should pass the metrological attestation on the standard horizontal control networks.

The office treatment should be executed on the PC using the software for the given set of SNS satellite receivers.

In case the application of SNS in the conditions of densely multi-floor built-up is difficult, it is recommended to create the geodesic horizontal control networks by the polygonometrical methods instead of triangulation using the electronic tachometers, with observance of the technology and allowances according to the VSN 160.

6.3.1.4. The horizontal extension control networks should be created using the SNS survey with the purpose of obtaining of near-portal (near-shaft) horizontal points in the shafts, tunnel portals, and other areas with the required for the construction accuracy and dense.

The network can be built in the form of the geometrical shapes convenient for approach to the shaft, portal, etc. Definition of the network points should be executed twice from the different points of the horizontal control network. The mutual visibility between the points of the horizontal extension control network should be provided.

In case the application of SNS is impossible it is recommended to execute the approach by the approach polygonometrical method using the electronic tachometers on the base of SNS positions.

The accuracy of definition of the horizontal extension control network points’ mutual positions (approach polygonometry) should be 5 - 10 mm. The standard error of the direction angle should not exceed 10".

6.3.1.5. The vertical control should be applied for stacking of the design reference point of the structure by the height, and should be divided to the geodesic control networks and extension control networks.

6.3.1.6. The vertical control network should be created by the II class geometrical height measurement method with obligatory correlation with the state I and II class height network.

The II class leveling should be executed using the most advanced instrumentation and survey methods, and possibly full excluding of the systematic errors.

The errors of survey in the geodetic chains and II class level lines no more than ± 5 mm

L are allowed, where L is the geodetic chain perimeter or the level line length in km. For the II class leveling the geodetic levels and collimating staffs passed the metrological

attestation should be applied. The control researches of the collimating staffs should be executed using the control scale

having the equation providing the definition of its length with the accuracy of ± 0,01 mm. The control scale should be annually calibrated on the comparator.

The II class leveling should be conducted with observance of the stipulated allowances. The base leveling network should be created with the following allowances, no more than: - length of the running between initial control survey points - 2 km; - length of the running between junction control survey points - 1 km; - distance between the control survey point, m: а) for the difficult construction units - 100; b) for the built-up regions - 200;

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c) for the low built-up regions - 300. 6.3.1.7. The vertical extension control network should be created with the purpose of

provision of the height marks with required dense for the construction area, and should executed by the III or IV class leveling method. The leveling should be conducted by the closed-loop geodetic chains or extended running with their correlation with the high class control survey points, supporting the allowances stipulated by the Instructions [7].

6.3.2. Orientation of the underground planned-high-altitude network

6.3.2.1. For orientation of the underground planned-high-altitude network the direction angles, coordinates, and height marks are transmitted from the surface ground to the underground openings.

6.3.2.2. Transmission of the direction angles should be conducted by gyroscopic devices - gyro theodolites. The gyro theodolites should be calibrated no less than every three months.

Orientation of the underground polygonometric network includes: - definition of the gyro theodolite correction on the side with known direction angle on the

ground surface; - definition of the direction angle of oriented side of the underground polygonometric

network; - repeated definition of the gyro theodolite correction on the side with known direction

angle. Definition of the gyro theodolite correction should be conducted by one forward and

backward run toward the each of two gyro units on the two closest to the shaft sides of the horizontal control. The length of the side on the surface for definition of the correction should be no less than 100 m. Displacement between the correction values should be no more than 20" for each gyro unit.

Orientation of the underground polygonometric network side should be conducted by two gyro units with installation of the gyro theodolite, as a rule, at the both ends of measuring side. Displacement between the values of direction angle of the underground line defined by several orientations should be no more than 20".

6.3.2.3. Transmission of coordinates to the underground opening should be executed through the shafts, inclined openings and tunnel portals two or more times using the laser devices of vertical sighting, geodimeters, or plummets.

Coordinates of the point located in the shaft, or its projection in the underground openings should be defined from the horizontal extension control network point of the near-shaft (near-portal) SNS position (approach polygonometry). Obtained on the surface coordinates of the projected point in the underground opening should be accepted as initial coordinates.

Transmission of the coordinates through the tunnel portals and inclined openings should be executed by the method of the field traverse running.

At the multiple transmissions of coordinates to the tunnels the coordinate values of the underground polygonometric network marks should be corrected for the every new transmission, and direction angle values should be corrected for the each orientation.

The displacement between the coordinate values obtained by no less than two transmissions should be no more than 15 mm.

6.3.2.4. The height marks obtained from two or more control survey points on the surface to should be transmitted to underground openings to no less than two polygonometric marks in the tunnel using the laser and metal tape rule, geodimeters, and plummets. The displacement between the height marks obtained after no less than two transmissions should be no more than 6 mm. Transmission of the height marks through the adits and escalator tunnels should be executed by the geometrical height measurement method.

Displacements in the control survey point marks obtained from the different transmissions

through the adits and inclined openings should be no more than ± 2 mm n , where п is the number of tripods.

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6.3.3. Planned-high-altitude network in the underground openings

6.3.3.1. The planned-high-altitude network is created for plotting of the design axis of the underground openings in plane and by the height with remoteness of the heading from the underground polygonometric network orientation point.

6.3.3.2. Development of the underground network executed after the first orientation should be fulfilled with high accuracy.

The major and primary traverses of the underground polygonometric network should be run by the elongated triangles method with measurement of three their angles and two sides.

The underground network should meet two main requirements: - the lateral shear of the network near the place of the tunnel cross-passage should not be

more than allowable value; - the distance between the network points should provide the necessary accuracy of

location survey and survey works in the tunnel. It is recommended to accept the following length of sides, m: - primary traverse - 50 - 100; - major traverse - 150 - 800. The major traverses should be run by the points of the major underground control network;

selection of points included in the major traverse depends on the length of the single-way run and on the geometrical shape of the route.

The primary traverses should be run in all cases of tunneling and adit driving regardless of the distances between the adjacent shafts or portals, the major traverses – in the cases when the primary traverses do not provide the required accuracy of the cross-passage only.

The underground polygonometric network should be run with the following allowances: а) relative error of survey in the traverse perimeter should be no more than 1:20000 for the

primary traverses; b) the standard error of the angle measuring should be no more than ± 3"; c) the accidental effect factor at the line measuring should be no more than ± 0,0003, the

systematic effect factor – no more than ± 0,00001; d) the angle errors of survey in the triangles should be no more than ± 8". The points of the underground polygonometric network should be fastened: a) at the cut-and-cover method of construction – with metal button head rods, in the head

of which the hollow caulked with copper, bronze or brass should be drilled. The rods should be imbedded in the concrete monument in the trough part of the tunnel, welded to the tunnel lining reinforcement bars on the level of the concrete at the distance of 200 mm from the structure linings;

b) At the closed method of construction – by the hollow caulked with copper, bronze or brass at the site notched on the stiffening rib or on the edge of the cast iron liner of the tunnel lining on the level of the track rail heads.

6.3.3.3. To observe the design slopes and tunnel profile position it is necessary to develop the vertical underground network with the remoteness of the heading.

The underground geometrical leveling should be executed by the polygonometric network marks.

The transmission of the marks of the control survey points to the heading up to the cross=passage and final leveling after the cross-passage should be conducted forward and backward by the III class leveling method with observance of the following allowances:

а) inequality of distances from the geodetic level to the collimating staffs at the station - 2 m, their accumulation by the section - 5 m;

b) displacement in the relative heights defined at the station by the black and red sides of the collimating staff, - ± 3 mm;

c) displacement between the forward and backward traverses, as well as errors of survey in

geodetic chains - ± 2 mm n , where п is the number of tripods in the geodetic chain;

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d) errors of survey of traverses run between the control survey points marks of which were

obtained from the transmissions through the shafts or ventilation wells - ± 324949 ++′ LL

mm, where L′ is the length of leveling line in the underground openings, km; L is the length of the leveling line on the surface, km;

e) for the underground leveling lines directly connected with the surface (through the

portals and adits), - ± LL 4949 +′ mm. The office treatment of the planned-high-altitude underground network should be executed

on the PC: before the cross-passage the unclosed traverses of the polygonometric network should be processed, after the cross-passage adjustment of the network should be conducted taking into consideration the observance of optimal dimensions of the structure; adjustment of the leveling lines up to the cross-passage should be conducted as the unclosed traverses, after the cross-passage - taking into consideration the project documentation on the permanent track laying and actual deviation of the tunnel from the design position.

All points of the planned-high-altitude underground network should be numbered. The points located in the 1st track tunnel should have the odd numbers, and the ones located in the 2nd track tunnel should have the even numbers.

6.3.4. Geodesic and surveying provision of the construction and mounting works

6.3.4.1. Geodesic and surveying provision of the construction and mounting works (CMW) should be executed with the purpose of stacking of the project correlations of the construction complex, strict observance of the stipulated dimensions, accurate tunneling mechanisms drive on the design route, accurate connection of the tunnel cross-passages, other underground structures and structural elements.

6.3.4.2. The working planned-high-altitude network in the underground openings should be created with remoteness of the heading to the distance of 150 m for definition of positions of the tunneling mechanisms providing the erection of linings.

The working underground polygonometric network should be run twice with the sides of 25 - 50 m. The length of lines should be measured forward and backward, measuring results accuracy should be ± 3 mm. The length of lines measurement accuracy should be 1:10000.

The angles should be measured in three sets with the following allowances: а) discrepancy of readings in backward direction at the closing - 10"; b) fluctuation of directions set to zero - 15". The working network should be run in the form of the chain of triangles twice and at

different times by independent supervisors. The error of survey in the triangle should be no more than ± 10"; discrepancy between the angle measuring results should be no more than 10", for the lines - 1:10000.

The processing of the network should be conducted as by short, as by long sides of triangles.

In case the length of the network sides is less than 25 m the special methods of survey should be developed.

The vertical network should be built using the polygonometric network points by the IV class leveling method with the following allowances:

а) displacement of distances from the geodetic level to the collimating staff at the station should be no more than 5 m, their accumulation by the section – up to 10 m;

b) the error of survey obtained by the leveling line between the initial points should be no

more than ± 20 mm L , where L is the length of traverse, km. 6.3.4.3. At the construction of structures by the cut-and-cover method the location survey

by the stacking of the structure axis and design reference points should be executed for the following works:

- pit shoring; - ground development;

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- preparation of concrete; - mounting of structures from the pre-fabricated and cast-in-situ reinforced concrete. On the base of design data, coordinates, and height marks of the planned-high-altitude

network points the pre-calculation of the ranging elements should be executed: line lengths, horizontal angles, normals, displacements, and design relative altitudes.

The location survey in plane can be executed by polar method, or by angular or linear resection method.

The height marks should be put aside the device horizon at the calculation of readings by collimating staff from the design mark.

The location survey should be conducted with the following allowances, mm: а) transmission of the height mark to the pit bottom ................................... ± 10 b) «walls in ground» pit shoring and piled shoring ..................................... up to + 250 c) «walls in ground» and piled shoring at the level of the pit bottom ......... ± 150 d) pit in the slope ......................................................................................... ± 50 e) pit axis ...................................................................................................... ± 10. At the arrangement of the concrete preparation its upper level should be fixed with

deviation from the design position in profile no more than ± 10 mm. The design marks for the flooring lining should be plotted instrumentally with accuracy of

± 3 mm. The ranging for the construction of formwork should be executed from the longitudinal

and cross axis with the allowance of 20mm toward the increase of dimensions. 6.3.4.4. For the stations constructed by the closed method of works the pre-calculation of

the ranging elements should be executed in the same manner as for the stations constructed by the cut-and-cover method of works, with application of the same geodesic survey instruments.

At the construction of the stations with original structure the project documentation should contain the necessary requirements to the structure geometry and allowances.

6.3.4.5. At the construction of the main line tunnels with pre-fabricated linings made from the cast-iron liners, reinforced concrete and pre-fabricated reinforced concrete liners all survey works on the lining rings laying should be bases on the data of the underground polygonometric network and vertical network.

The pre-calculation of the ranging data for stacking of the main line tunnel elements should be executed on the base of the project data, coordinates, and height marks of the underground polygonometric network.

For the circular outline tunnels made from prefabricated reinforced concrete the allowances of the rings displacement should be the same with the ones accepted for the cast-iron linings.

6.3.4.6. For the provision of the construction of near-tunnel structures it is recommended to apply the technology of execution of survey works and allowances accepted for the main line tunnels constructed by the closed method of works.

6.3.4.7 At the construction of the shield-driven tunnels the survey works should include: - fastening of the design axis of the tunnel, normal to this axis, and marks necessary for

construction of foundation under the shield and its mounting within the mounting chamber; - definition of the correctness of the geometrical shape of the foundation under the shield; - definition of the correctness of the geometrical shapes of the mounted shield: correlation

of the shield axis with the tunnel axis in plane, correspondence of its position in profile to the design position, absence of the cross slope (roll), correctness of the longitudinal slope, absence of the shield ellipticity;

- fastening of the survey marks and devices on the shield; - fastening of the reference signals on the back of the shield for advancing by the design

axis in plane and profile; - advancing of the shield during the process of the route driving; - definition of the shield position in plane and profile after the each advance;

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- definition of the lining rings’ position after the laying completion. For the execution of mounting works on assembling of the shield in the chamber the

following surveying data should be defined: - design longitudinal axis of the shield (tunnel), fastened in the chamber arch at three or

more points; - normal to the longitudinal axis of the shield (tunnel); - reference level mark correlated with the design center of the shield. Herewith it should be considered than the design mark of the shield center is more than the

design mark of the tunnel center by the value of half-difference between the diameters of the internal surface of the shield cover and external circumference of the ring.

The first three shield segments should be installed with the participation of the mining surveyor with accuracy in plane and by the height no more than ± 10 mm without twisting.

After completion of the shield mounting the longitudinal and radial surveying should be conducted by the results of which the following should be defined:

- the length of the cutting edge of the shield; - the length of the body of the shield (or the length of the bottom part of the body if it

integrates the both rings en bloc); - the length of the shield cover (from the body to the tail of the shield); - four diameters for the each of the following: cutting edge, backplane of the body of the

shield and tail of the shield cover. Displacement of the shield center from the design direction of the route in plane and profile

should not exceed ± 50 mm. Taking into consideration the process of the vertical settlement of the tunnel lining rings at the exit from the cover it is recommended to advance the shield in profile 2 - 3 cm above the project mark. This dimension can change on the base of experience of the tunneling in the given geological conditions.

For definition of the shield position in plane the distances between the cutting and tail arcs, cutting arc and cutter, tail arc and tail as well as the distances from the axis marks to the cover bottom and to the real longitudinal axis of the shield should be measured.

At the definition of positions of the cutting and tail arcs relating to the design axis the cutter and tail positions relating to the design route marks should be calculated using the ratio of distances between the arcs and cutting and tail arcs.

To define the shield position in plane and profile the laser direction positioner, optical panel meter, geodetic level, or automatic shield advance device should be used. To define the shield roll the level gauge, plummet, and gradienter should be used.

The data of the shield twisting value should be used for calculation of the correction of the cutter and tail positions.

6.3.4.8. Before the start of the construction of escalator tunnels and above-ground vestibules the plane and vertical geodetic base should be created on the ground surface providing the escalator tunnel cross-passage with the middle station tunnel or other underground structures. The accuracy of the geodetic base should correspond to the clause 6.3.1.

6.3.4.9 For the surveying provision of the escalator tunneling the surveying table meeting the following requirements should be installed by its axis:

- The table structure should be hard, isolated from the supervisor site and surrounding mechanisms;

- The sighting axis of theodolite or laser direction positioner installed on the table should be correlated with the design axis of the tunnel;

- The visibility of three remote to no less than 50 m points one of which stipulates the tunnel axis direction, and the other two are the reference points, should be provided from the table. The continuous visibility by the design tunnel axis should also be provided;

- The center of the table (projection of the sighting and horizontal pipe axis crossing point)

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and places of the theodolite foot screws installation should be punched at the table plate. The table should be equipped with the telephone communication and light alarm for

transmission of indications to the heading. 6.3.4.10. At the bedding of the first ring of escalator tunnel the rings run-on (tunnel

extension) at the rate of 1 mm per ring should be considered if it is not taken into account in the project documentation.

At the laying of the first ring segments inspection of its installation should be conducted by means of measurement of eight radiuses from the design center of the ring, and generants – from the point fixed on the tunnel axis. The measurements should be conducted to the centers of bolt holes of the front plane of the ring.

6.3.4.11. At the concreting of the foundations under the escalators the stacking of marks for installation of the cross elements of structures should be conducted with 10mm lowering relating to the design inclined base of the escalators.

The foundations under escalators should be constructed with the accuracy: in plane - ± 20 mm, in profile - from 0 to -20 mm. The level of the inclined base should be fastened on the both sides of the tunnel with the accuracy of ± 20".

Before the start of the escalators mounting works the reference measurements of the distance between their upper and lower vertical bases on the both sides of the escalator tunnel should be executed.

It is recommended to execute the high-altitude correlation of the upper and lower vertical bases as well.

The stacking of marks for installation of longitudinal elements of the escalator structures should be executed with 10mm lowering relating to the design inclined base with the accuracy of ± 5 mm. The plotting of the axis of the longitudinal elements of the escalator structures in plane should be executed with the accuracy of ± 5 mm.

The stacking for installation of the rims of upper guiding stairs of escalators should be executed in plane symmetrically regarding to the escalator axis with the accuracy of ± 1 mm.

Deviation from the perpendicularity of the stacked cross and longitudinal axis in the ends of escalators should be no more than ± 30", for the mounting wires in the middle section – no more than ± 10".

The allowable deviation of guides of the inclined girders of escalators in plane and by the height should be no more than 2 mm.

Deviations at the ranging of places for installation of anchor bolts in the foundations of drive and tension zones of escalators in plane and by the height should be no more than ± 10 mm.

6.3.4.12. To provide the driving of the vertical shafts the shaft center ranging should be executed by the stacking from the terrain situation in plane at the scale of 1:500, or by the coordinated according to the project documentation.

The method of fastening of the drop shaft axes on the terrain should provide the possibility for checking of their positions at the any moment of the drop-shaft sinking. The control survey points for the control of the vertical marks should be installed outside the possible settlements and earth moving.

The coordinates of the stacked shaft center should be defined from two or more points of the polygonometric network by the polar method. The real coordinates should be submitted to the project organization for correction of the project documentation, where appropriate.

The shaft axes ranging should be executed with the accuracy of ± 10 mm. At the foreshaft construction the lagging jacks should be installed with the accuracy of ±

30 mm from the fixed axis and shaft center. The surveying of the shaft cross-sections should be conducted in every 5 m. 6.3.4.13. After the shaft driving to the design mark the mark transmission from the surface

should be executed. The discrepancy between the mark values obtained from the transmission

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at the different levels or different positions of the tape should be no more than ± 4 mm. The discrepancy between the mark values obtained from the transmissions made in different times should be no more than ± 7 mm.

6.3.4.14. Provision of installation of buntons and guides in the shaft should be executed from the fixed axis using the plummets.

The maximal deviation of the any plane of the wooden timbers for the slides is equal to ± 5 mm, for vertical guides – no more than ± 10 mm.

6.3.4.15. The height marks should be transmitted to the near-shaft openings and structures from the near-shaft control survey point using the communicating vessels or geodetic level.

The near-shaft openings axis ranging should be executed from the geodetic base on the surface with the accuracy of ± 5 mm. The longitudinal axis should be fixed in every 5 m in plane and by the height with the accuracy of ± 5 mm.

6.3.4.16. The executive surveying of the structures should be conducted with their construction. The surveying of the structure cross-sections should be executed at the straight sections in every 10 m, at the curve sections – in every 5 m, as well as in the most specific places necessary for compiling if the executive drawings. In addition to the cross-sections photography the longitudinal leveling of the tunnel bottom and arch should be executed.

6.3.5. Laying of permanent track

6.3.5.1. The provision of works on the track laying should be executed after the conduction of control injection in the tunnels constructed by the closed method of works and completion of backfilling of the tunnels constructed by the cut-and-cover method of works to the design marks, and fading of settlement of the tunnel.

Herewith the final measurements in the underground polygonometric network and leveling network, and their final equation should be executed taking into consideration the optimal adherence of dimensions to the GOST 23961.

6.3.5.2. On the base of the project data, coordinates, and height marks of the underground planned-high-altitude network the geometrical parameters for the following should be calculated:

- ranging and fixing of the horizon stipulating the upper level of the substructure; - installation of the tunnel drainage gutters formwork; - ranging and fixing of the main track points characterizing its plane and profile; - ranging and fixing of the places of installation of the line control survey points,

photography of the installed control survey points by piquets and by height. Deviation of the control survey points from the design picketage should not exceed ± 3 cm, real marks - ± 2 mm. After the completion of installation of the control survey points by height their control leveling should be executed twice, whereupon the bolts of the control survey points should be fastened by means of concreting;

- definition and calculation of the distances from the line control survey points to the internal edge of the rail closest to the control survey point;

- track alignment before the concreting and supervision of the tracks during the concreting process;

- detailed photography of the track; - final leveling of the rail heads after the completion of the track «dressing» and running

testing, and definition of marks of the drainage gutter bottom. 6.3.5.3. The allowances after the final track alinement should correspond to the Appendix

6А.

6.3.6. Observations of settlement of the ground surface, deformation of buildings and

underground facilities

6.3.6.1. To reveal the possible settlements of buildings located in the mould of the ground surface movement in the construction area, and their dynamics the survey stations should be laid.

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6.3.6.2. At the survey stations the с leveling of the deformational probes should be executed with periodicity stipulated by the revealed settlements.

The survey of the buildings settlement should be executed in the following consequence: - elaboration of the observation station project with indication of the mould of the ground

surface movement equal by width to the two-fold depth of the tunnel bedding and located on the both sides from the edges of the underground openings on the plan at the scale of 1:500;

- conduction of the reconnaissance at the terrain and marking of the places of settlement and deformational probes. For the buildings the probes should be laid at the equal height from the ground surface in every 15 - 20 m with obligatory installation on the corners and individual jetties of the buildings;

- execution of the II class leveling by the settlement probes, and III class leveling by the deformational probes, the errors of survey in the leveling networks should not exceed: for the

II class ± 5 mm L , for the III class ± 10 mm L , where L is the number of kilometers. In case the traverse or geodetic chain contains more than 16 tripods per 1 km of the

traverse the error of survey should not exceed: for the II class ± 1,2 mm n , for the III class

± 2,5 mm n , where п is the number of tripods in the traverse; - compiling of the deformation probes mark sheet. The availability of settlements is fixed

in case the difference between the marks of the same probes obtained during the different cycles exceeds ± 3 mm.

6.3.6.3. Observations of deformation of the underground facilities should be executed by the observation stations.

In the circular outline underground facilities should be executed the following: - laying of the angular traverses to obtain the plane position of the polygonometry points.

The angles should be measured three times. The discrepancy between the measurements should be ± 8";

- forward and backward laying of the leveling lines by the polygonometry points. The error

of survey in the traverses and leveling networks should not exceed ± 2,5 mm n , where п is the number of tripods;

- measurement of diameters of the each fifth ring (two inclined and one horizontal). The error in the measurement of diameters should not exceed ± 10 mm;

- leveling of the arch of the each fifth ring. The error in the definition of the arch mark should not exceed ± 5 mm;

- measurement of the distance from the range to the internal edge of the linings at the horizontal diameter in every 5 m with the accuracy of ± 5 mm.

6.3.6.4. In the rectangular outline underground facilities should be executed the following: - laying of the angular traverses to obtain the plane position of the polygonometry points.

The angles should be measured three times. The discrepancy between the measurements should be ± 8";

- forward and backward laying of the leveling lines by the polygonometry points. The error

of survey in the traverses and leveling networks should not exceed ± 2,5 mm n , where п is the number of tripods;

- leveling of the tunnel flooring in every 5 m; - measurement of horizontal dimensions in every 5 m on the height of 1,2 m from the top

of foundation with the accuracy of ± 10 mm; - definition of deviations of the wall lining blocks from vertical; - measurement of the distance from the range to the nearest internal part of the lining in

every 5 m on the height of 1,2 m from the top of foundation with the accuracy of ± 5 mm. On the base of the analysis of results of the angle change dynamics, arch marks and

polygonometry points, ring ellipticity and additional measurements the conclusion regarding

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the deformation of the underground facilities should be made. 6.3.6.5. It is recommended to execute all linear measurements at the survey of

deformations of the underground facilities using the manual laser distance gauge.

6.3.7. Executive surveying documentation

6.3.7.1. The executive surveying documentation should be elaborated for putting of completed facilities to the permanent operation. In the executive drawings the structure of the constructed facilities and details of complicated units of the structural connections should be totally reflected. The list of executive drawings is represented in the Table 6.3.7.1. T a b l e 6.3.7.1

List of drawings Scale: (h) - horizontal, (v) - vertical

Line route: Executive plane and profile with geological cross-section (h) - 1:5000, (v) - 1:500

ground surface and underground facilities in plane 1:500

geodetic-and-surveying base -

Catalogue of the line control survey points -

Station:

а) platform part:

In plane 1:200 longitudinal profiles of the main line tunnels (h) - 1:200, (v) - 1:100

longitudinal cross-section by the middle tunnel axis 1:100 or 1:200

service premises in plane 1:100 or 1:200

The same, cross-sections 1:100 or 1:50

longitudinal cross-section of the service premises 1:100 or 1:200

The same, cross-sections 1:100 or 1:200 б) vestibule:

Floor-by-floor planes 1:100

longitudinal cross-section 1:100

Cross-section 1:100

в) escalator tunnels: In plane 1:100 or 1:200

longitudinal cross-sections 1:100 or 1:200

Cross-sections 1:50

Main line tunnels:

In plane 1:200 or 1:500

longitudinal cross-sections (h) - 1:200 or 1:500, (v) - 1:100 or

1:200

cross-sections with the cross-sections sheet 1:50 longitudinal cross-sections of the service premises 1:100 or 1:200

The same, cross-sections 1:50 or 1:100

connection of wells to the municipal communications in plane 1:500

The same, longitudinal profiles (h) - 1:500, (v) - 1:100

Shafts, near-shaft structures and openings:

vertical cross-sections of shaft 1:200 or 1:100 The same, cross-sections 1:50

near-shaft structures and openings in plane 1:100 or 1:200

The same, longitudinal cross-sections 1:100 or 1:200

» cross-sections 1:50

Open line section:

Station in plane 1:200

Run in plane 1:500 longitudinal profile of the run (h) - 1:500, (v) - 1:200

The same, station 1:100 or 1:200

cross-sections of the run 1:100 or 1:50

The same, station 1:100 or 1:50

Electric depot and municipal underground communications:

Electric depot territories in plane 1:500

то же, longitudinal profile of the road bed (h) - 1:500, (v) - 1:100 » cross-sections 1:100 or 1:200

longitudinal cross-sections of the municipal underground (h) - 1:500, (v) - 1:100

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List of drawings Scale: (h) - horizontal, (v) - vertical

communications

6.4. Engineering-and-geological provision


6.4.1.1. The works on the engineering-and-geological provision should be executed in all constructed openings by the program approved by the head of organization and agreed with the customer.

The design-and-construction organizations conducted the engineering-and-geological researches for the construction project, or other specialized organizations should be engaged in this work.

6.4.1.2. The engineering-and-geological provision of the construction openings with application of the tunneling complexes and tightening weight of heading (liquid, ground) should be executed by the programs corresponding to the individual kind of complex.

5.4.1.3. In case of revelation of discrepancy between the real engineering-and-geological conditions and ones reflected in the project documentation the customer, construction and design organizations should be notified regarding this fact.

6.4.1.4. In case of necessity of correction of the engineering-and-geological conditions the additional researches and investigations should be conducted.

The additional researches and investigations should be executed in case the following unforeseen in the project problems occur during the tunneling:

- discrepancy between the physical-and-mechanical parameters of the grounds in heading with the ones accepted in the project documentation;

- availability of gas showings, as well as pollution of the grounds with petroleum products; - development of the strata pressure and deformational surface exceeding their design

values, as well as other negative processes (karst, settlement, water inflows, thixotropy barrage, seismic).

6.4.1.5. In case of revelation of the hazardous engineering-and-geological conditions in the heading the works should be stopped, manager of the mining works should be notified, and records regarding that should be inserted in the field supervision log.

Further the degree of supposed hazard and risk should be evaluated with participation of the customer, construction and design organizations representatives, and the engineering-and-geological provision group manager.

6.4.2. Scope of works at the construction of facilities by the closed method

6.4.2.1. The scope of engineering-and-geological works includes: - systematic description of the grounds in the heading, arch and walls of opening; - evaluation of the grounds strength and stability; - check of correspondence of the engineering-and-geological conditions and calculated

indices of the physical-mechanical characteristics of grounds accepted in the проектной documentation to the real data revealed during the execution of the construction works;

- evaluation of stability of the grounds in the heading, and its prognosis for the sites of forthcoming mining works;

- investigation of the tectonic zones, fissuring, block size, carstified and other sites of insecure rocks and their effect on the stability of grounds in the heading;

- definition of the ground categories by the mineability; - definition of the water inflow to the opening. 6.4.2.2. The program of the engineering-and-geological provision of works should reflect

the periodicity of the heading inspections providing the necessary detailing of the documentation by the openings depending on the changeability and complexity of the engineering-and-geological conditions.

6.4.2.3. The results of heading surveys, sketches, and descriptions should be inserted in the standard blanks on the base of which during the tunneling process the longitudinal geological profile should be compiled.

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6.4.2.4. During the elaboration of the engineering-and-geological documentation the fissuring degree in the heading should be evaluated by the Table 6.4.1 with definition of stability of the heading crown and side walls of the opening; the facts of strata pressure, availability of inrushes and over-brakes of ground should be fixed; specifics of the accepted tunneling method, its effect on the conditions and stability of grounds, tunneling speed and availability of processes negatively effecting on the bearing ability of the permanent tunnel lining should be noted.

Stability of grounds in the opening can be evaluated approximately in correspondence with the Table 6.4.2. It is recommended to compile the local classifications by the ground stability applicably to the individual engineering-and-geological conditions taking into consideration the methods of execution of works and heading areas accepted in the project.

6.4.2.5. The facts of the strata pressure in the arch, walls, and bottom of the opening should be defined on the base of surveying data, inspection of linings and visible deformations of bared rock surfaces. At the elaboration of documentation on the inrushes and collapses their sketches should be made, their location, linear sizes in plane and profile, approximate volume, time of keeping stability from the tunneling moment, availability of support, its deformation, and supposed reasons of collapse or inrush should be indicated. T a b l e 6.4.1

Fissuring degree Number of

fissures Characteristics

Non-fractured No fissures There are no visible fissures on the surface of heading and near-

heading part of walls. The grounds are spited to the large blocks of

the 10 m3 volume

Low fractured 1 - 2 The average distance between the different systems’ fissures is equal

to 0,7 m, and more. The volume of ground blocks separated by

crossing fissures compiles 0,5 - 6,0 m3

Fractured 3 - 5 The average distance between the different systems’ fissures is equal

to 0,2 - 0,7 m, and more. The volume of ground blocks separated by crossing fissures compiles - 0,1 - 0,5 m3

High fractured 6 - 30 The distance between fissureми is equal to 0,2 - 0,05 m. The volume

of the ground block - 0,001 - 0,1 m3

Corrugated More than 30 The fissures form on the bared surface fine mesh. The grounds are

spited to the crushed rocks and landwaste

N o t e s

1. The number of fissures is defined on two perpendicular planes (for example, heading and wall) at the

length exceeding the average distance between fissures in 8 - 10 times. The fissures of all systems should be

considered regardless from their opening and filling with secondary formations.

2. The category of grounds by the difficulty of development should be defined in the whole for all mass of the grounds developed in the heading. If there are two-three different groups ratio of their categories in per cents

from the heading area should be given.

T a b l e 6.4.2 Heading groungs stability

degree Grounds Engineering-and-geological criteria

Stable Rocky Massive, from very hard to low hard; fractured and low fractured,

fissures are closed or cemented with secondary materials without the

adjustment movement traces. Tectonic deformations are unavailable.

Drip is unavailable or low

Clay Hard or half-hard homogeneous without the discontinuity. Water

inflow is unavailable

Average stability Rocky Massive or coarse-layer, from very hard to low hard; fractured, but with favorable location of fissures. Tectonic deformations are poor.

Low drip is possible

Clay Half-hard and low-plasticity, non-swelling

Low stability Rocky coarse-, fine-, and micro-layer any hardness; fractured and high

fractured with unfavorable location of fissures. The fissures are open

or with argillic filler. Considerable tectonic deformations. Drip. Water

inflows in the form of high drip and streams

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Heading groungs stability degree

Grounds Engineering-and-geological criteria

Clay Low- and high-plasticity-. The flow-behavior index glows with the time. Quickly soaking or swelling. Drip is possible

Sandy Non water-bearing

Completely unstable Rocky Very low hardness, high fractured or corrugated. Fissures are open. Considerable tectonic deformations. Usually watered

Clay Very soft and flow. Swelling

Sandy Water-bearing

N o t e s 1. The grounds stability means their ability to keep the balanced conditions in the heading (at the given

engineering-and-geological conditions, at the given method of the mining works and specific heading area)

without any obvious deformations during the time period necessary for installation of shoring.

2. In case the low stable or totally unstable grounds are bedded in the opening roof, the grounds within the

heading should be characterized correspondingly.

3. The ground stability degree can be defined depending on the specific conditions as by one criterion, as by complex of criteria.

In the areas where according to the earlier executed researches (for the designing substantiation) the engineering-and-geological conditions are characterized as complicated, the heading inspection should be conducted especially carefully with the purpose of revelation of hazard and risks due to man-triggered engineering-and-geological processes. Among the latter ones the loss of heading grounds stability causing the subsequent deformations of the grounds in massive and formation of the surface settlement moulds represent the biggest hazard.

6.4.2.6. During the construction process the prognosis of engineering-and-geological conditions of sites running ahead the heading should be executed.

The engineering-and-geological researches data for designing with additions and their instantiation on the base of current information obtained during the elaboration of documentation on the opening should be accepted as the basis of prognosis. It is advisably to use the method of engineering-and-geological analogy for prognostication. The already constructed sections of the given or other lines with doubtless geological analogy and with similar structural and technological solutions can be accepted as the object-analogue.

6.4.2.7. During the hydro-geological surveying being the part of the engineering-and-geological works in the openings the value of the water inflow to the headings should be defined, water temperature measurements and its sampling for the chemical analysis should be conducted.

On the base of real water inflows and hydro-geological monitoring data the values of the water inflows at the tunneled sections and at the sections of the forthcoming tunneling represented in the project documentation should be corrected.

The characteristics of the water inflow in the openings are represented in the Table 6.4.3. T a b l e 6.4.3

Water inflow nature Visual characteristics

Water inflow to

the heading,

m3/h

Grounds are dry and wet Grounds in the heading are air-dry or wet. Water inflows are

unavailable

No

Drip is low Water drops by the heading or from the roof. Formation of droplets

and their detachment can be easily traced by eyes. The number of falling droplets is negligible, the sources of drip are the rocks’

porosity and separate fissures

0,01 - 0,5

Drip is high Droplets fall frequently. Formation of droplets and their detachment

occur frequently and can be hardly traced by eyes. The source of drip

is the system of fissures

0,5 - 1,0

Drip in the form of

interruptible streams

The water inflows from the heading, roof, and walls in the form of

very frequently droplets joining into streams. Heavy rain impression.

The sources of drip are the open fissures and cavities

1,0 - 5,0

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Water inflow nature Visual characteristics Water inflow to

the heading,

m3/h

Water inflow in the form

of solid streams

The water heavily flows on the heading and walls of the opening. The

water flows from the roof in the form of solid streams. Rainfall or

shower impression. The water head is not remarkable during the

flow. The sources of drip are the open fissures and cavities

Up to 50,0

Concentrated water

inflow

The water heavily flows in the form of streams from the cavities,

large open fissures or karst cavities

Более 50,0

At the description of the watering nature the length of the sections with water inflows, places of the water inflows (fissure, rocks contact), water head availability, number of weighed particles should be indicated.

The value of the water inflow to the opening should be defined twice a month using the measuring vessels, weir gauges, water-meters, or on the base of measuring of the water inflow to the water collector of the water drainage pumping plant at the temporary stop of pumping.

6.4.2.8. The water samples for the chemical analysis of its composition and aggressiveness should be taken:

- monthly from the sites of the underground waters inflows to control the change of their chemical composition;

- at the uncovering of the new underground water stratum by the opening; - at the places of the leakages through concrete lining to reveal the degree of the water

aggressiveness relating to the concrete.

6.4.3. Scope of works at the construction of facilities by cut-and-cover method

6.4.3.1. The scope of works includes elaboration of the состав работ входят составление engineering-and-geological documentation on the pits and fixed surveillance of the walls and lopes stability, underground waters regime, change in the characteristics of the grounds in the pit bottom and walls.

Documentation on the pit should be conducted by the way of accretive sketching of the walls, slopes, berms, and bottom, and should in detail describe the following:

- slopes conditions: height, slope angles, type of temporary shoring of the pit and its conditions during the inspection, availability of the engineering-and-geological processes (washaways, mud slides, screeses, collapses, suffusion);

- conditions of the pit bottom with evaluation of bearing ability of the grounds; - underground waters inflow. In case of application of open water drainage the amount of pumping water, its

temperature, and presence of weighed particles in the water should be indicated. 6.4.3.2. After the pit opening to the design mark the examination and commissioning of the

ground basement under the construction structure should be executed by the constructors’ call. The act of acceptance should reflect the characteristics of the grounds in foundation and calculated nominal pressure on these grounds.

6.4.3.3. The fixed surveillance of the pit conditions should be conducted by the way of periodical investigations of definite sections of its slopes and bottom with the purpose of revelation of factors (geological, hydro-geological, mine technical, and others) decreasing the stability of rocks in the pit slopes and bottom during the execution of works.

During the investigation process it is necessary: - to measure the slope angles in different points and in different grounds, to register the

speed and reasons of the slopes flattening up to acquisition of stable conditions, to stipulate the relation between the slope angles and the ground conditions, their consistency, density, and the slope height;

- to register the type and conditions of the temporary shoring of the pit walls, nature of its deformations (collapse, protrusion, crash, and roll), to evaluate the hazard from the revealed faults of the shoring and to inform the administration of the construction site about it;

- to register the change of the hydro-geological conditions in the pit: occurrence and

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disappearance of springs, leaking of water in the slopes, development of the suffusion; - to take the ground samples for the laboratory researches from the all lithological

differences, as from the pit walls, as from its bottom in every 50 - 100 m throughout the opening length, or, where appropriate, to correct the bearing ability of the grounds in the structure basement. In case of the ground waters inflow to the pit they should be sampled for the chemical analysis.

6.4.4. Local monitoring of the environmental and natural-and-technical systems

6.4.4.1. At the sections with difficult engineering-and-geological conditions the local monitoring of the surrounding components should be conducted, including the organization of surveying of development of hazardous geological and hydro-geological processes, as well as other factors negatively effecting on the stability of the constructed facilities and closely situated buildings. The works should be conducted in correspondence with the program.

6.4.4.2. For execution of the geodesic monitoring the arrangement of the surface control survey points network, for the geo-dynamical monitoring – the deep-earth control survey points, for hydro-geological monitoring – hydro-survey wells should be provided.

6.4.4.3. The monitoring results should be used for timely definition of development of the negative engineering-and-geological processes during the construction, and definition of measures for their prevention.

6.4.5. Office processing of the results of engineering-and-geological works

6.4.5.1. During the process of initial office processing of the surveying materials the daily transfer of the draft records made in the openings to the log-books and blanks of the engineering-and-geological documentation being the main documents for subsequent processing of the surveying results should be executed.

During the final processing of materials al surveys and analysis should be integrated and included in the report containing the following:

- executive engineering-and-geological cross-sections; - summaries of analysis and investigations of the grounds and underground waters; - explanatory note. 6.4.5.2. The executive engineering-and-geological cross-sections should be compiled for

the first track tunnels or, in case they have different geological structure, for the first and second track tunnels throughout the all length of the commissioning section using the data of researches and surveys during the construction.

The cross-sections of tunnels should be compiled from the ground surface to the depth 10 - 15 m exceeding the depth of the tunnel bottom. The scale of the cross-sections should be: horizontal - 1:2000, vertical - 1:200 (1:100).

In the cross-sections all data collected during the researches and construction should be reflected: characteristics of grounds, their stability, type of linings, watering, negative engineering-and-geological processes, and others.

The shaft cross-sections should be compiled in the vertical scale of 1:200 or 1:100 with indication of the water inflows, types of linings, rings numeration, frozen grounds distribution boundaries, and physical-mechanical properties of grounds.

The escalator tunnel cross-sections should be compiled at the scale of 1:200 or 1:500 with indication of the same data with the ones made for the shafts.

6.4.5.3. The summaries should contain the characteristics of the grounds taken as from the openings during the construction, as from the exploratory openings, made along the route during the process of researches.

In the base of the summaries the statistical processing of the parameter values of all ground types should be conducted.

The summaries of chemical composition of the underground waters with the abstract of data on aggressiveness of water relating to the cement should be compiled for the each water-bearing stratum.

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6.4.5.4. The report including the executive engineering-and-geological cross-sections should be sent to the construction organization and customer for submission at the commissioning of the constructed object to the acceptance committee.

6.5. Cut-and-cover method of works


6.5.1.1. Substantiation of the accepted method of works, organization of construction of the temporary and permanent structures, types of the applied machines and equipment should be reflected in the Construction Organization Project (COP).

6.5.1.2. Before the main CMW (construction and mounting works) start the participants of the construction processа should execute the organizational-and-technological preparation by the designation according to the clause 6.2 of the SNiP 32-02.

6.5.1.3. The under-crane ways should be constructed, as a rule, in correspondence with the PB 10-382. The under-crane ways axis should be located, as a rule, symmetrically relating to the pit axis. The ways slope should be no more than 0,002.

The cranes mounting should be executed according to the approved technological map. 6.5.1.4. Arrangement of the glued water-proofing by the method of melting of the roll

materials should be executed according to the VSN 104 and clause 5.20, other kinds of the water-proofing – according to the TU (technical conditions) of their application.

6.5.2. Digging works, shoring of pits and trenches, preparation of the facilities’

foundations

6.5.2.1. The order of development of the pits, the slope grade of pits without shoring, height of benches, allowable depth of pits with vertical walls without shoring should be stipulated by calculation, or should be accepted according to the SNiP 3.02.01, and reflected in the WEP (works execution project).

6.5.2.2. The method of artificial unwatering of the ground waters should be accepted in correspondence with the COP. Location of the unwatering installations and facilities should not prevent the operation of the digging equipment and transport vehicles.

6.5.2.3. In case the arrangement of the pit with slopes is impossible the vertical pit walls shoring should be executed with arrangement of the enclosing walls made from the piles: metal profile or tube piles run directly into the ground or into the preliminary drilled wells; drill-injection piles; reinforced concrete cast-in-situ drill piles, of discrete, tangential, or secant location; grooved piles; solid reinforced concrete executed by the technology of trench walls in the ground, as well as using the reinforced ground mass (dowel joints, cementing, thermal strengthening, freezing).

At the depth up to 5 m the additional shoring of the pit walls in the kind of buntons or anchors, as a rule, is not required. On the big depths of the pits the parameters of the additional shoring (number and location of the shoring tiers, step of shoring in the tier, diameter of the buntons made from pipes, length of anchors, etc) should be defined by calculation.

6.5.2.4. The calculation of the pile shoring of the pits should be executed according to the Methodical Instructions [14].

The method of the piles run should be reflected in the WEP. The ranging of the pile location for the pits should be executed from the structure axis with the accuracy of ± 15 мм. The displacement of the piles from the design position on the level of the pit bottom should not exceed 150 mm.

6.5.2.5. Before the pile run, as well as at the places of forthcoming works on the pits and trenches uncovering the inspection of availability of the underground communications or structure should be conducted. The places of location of the underground communications should be fenced, and measures on their prevention from damage should be taken.

6.5.2.6. The construction organization should inform the operating organization about the digging works with re-laying or re-arrangement of the underground communications no later

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than 7 days before the works start. The operating organization should mark on the terrain the boundaries of these

communications before the beginning of the ground development. 6.5.2.7. It is recommended to execute the shoring of the pits using the ground anchors

according the Manual [15], and dower joints – according to the STP 013. 6.5.2.8. The composition and properties of the argillic solutions used at the application of

the «wall in ground» method should be accepted according to the SNiP 3.02.01 and STP 014. The level of the argillic solution at the trench development should be no lower than 0,2 m

from the top of the trench head. 6.5.2.9. At the arrangement of the temporary drainage ditches on the surface the following

regulations should be observed: - the cross-section and slopes of the temporary drainage ditches should be calculated on the

leakage of water during the rainfalls, from the snow melting, or on the mixed flow; - longitudinal slope of the ditches should be no less than 0,003; - the ditch edges should be arranged no less than 0,1m above the calculated water level; - the distance from the pit edge to the edge of the nearest collecting ditch should be no less

than 3 m; - the ground from ditches arranged in the slopes should be laid in the kind of toes along the

ditches from the downstream side; - in case the collecting drainage ditches are located in the closed proximity to the pit the

triangular bench should be arranged between the ditch and pit surface of which should have the slope of 0,02 - 0,04 toward the collecting ditch.

The water from the ditches should be discharged to the municipal water drainage network or to the lowered places remote from the constructed or existing facilities; in this case the waterlogging of the terrain or the ground washaway should not be allowed.

6.5.2.10. The pits should be developed with running by benches toward the higher design marks of the pit bottom.

It is recommended to develop the upper part of the pit up to the mark of the site designated for arrangement of the upper line of the pit wall shoring anchors using the excavator equipped with back hoe, and to load the ground to the dump trucks.

6.5.2.11. The bottom part of the pit should be developed using the excavator and bulldozer located in the pit. The height of the developed ground benches should be defined taking into consideration the accepted marks of the sites designated for installation of the subsequent lines of the pit wall shoring anchors.

6.5.2.12. At the development of the each bench of the pit the temporary water drainage ditches with the slope no less than 0,02, and sumps for pumping of the inflowing water should be arranged simultaneously. The bench bottom should have the slope of 0,02 - 0,04 toward the temporary water drainage ditches.

6.5.2.13. In case of development of the ground using excavator at the setting of lagging by excavator the ground developed by hand should be left near the piles.

6.5.2.14. The development of sands or cohesive soils in the bottom part of the pit changing their properties under the water effect (after the dewatering) and weather impacts should be executed with under-excavating of the ground regarding the design marks leaving the no less than 0,3m height protective layer, with arrangement of temporary water drainage.

The protective layer removal should be executed directly before the arrangement of the macadam mattress using bays dimensions of which should prevent the flooding or freezing of the prepared foundation before the laying and compacting of the macadam mattress.

6.5.2.15. In the pits foundation of which consists from the sands or cohesive soils of hard and half-hard consistence the protective layer cutting should be executed to the design marks with the maximal deviation of ± 5 cm.

The cutting of the protective layer should be executed by excavators or bulldozers with

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simultaneous surfacing of the foundation and filling of the temporary water drainage ditches with the local ground.

The surfaced foundation should be compacted using the vibratory roller. 6.5.2.16. In the pits with foundation from the watered fine and pulverescent sands or

hydromorphic cohesive soils the protective layer cutting should be executed with over-excavating of the ground regarding the design marks by 0,2 - 0,4 m depending on the ground consistency factor.

The filling of the over-excavated area with crushed granite of 40 - 70 mm or 20 - 40 mm fractions should be executed. The crushed granite should be compacted using the vibratory roller: the first 4 - 6 runs by one track with switched-off vibrator, and then one-two runs with vibration. Where appropriate, the crushed granite layer should be filled and surfaced to the design marks, and additionally compacted by the vibratory roller with switched-off vibrator.

6.5.2.17. The amount of the over-excavated hydromorphic ground of the basement, and the height of the pressed crushed rocks should be stipulated by experimental compacting of the crushed rocks with participation of representative of the project organization, and should be agreed with the customer.

On the surface of compacted crushed rocks the wave in front of the working wheel of the roller should not occur at the control run of the roller with switched-off vibrator.

6.5.2.18. At the places where the opening foundation consists of the rocky or coarsely clastic grounds not subjected to the weather impacts the development of the pit should be executed straight to the design marks without the over-excavation or failures of the natural composition of the foundation ground. The places of over-excavation should be filled with local crushed rocks with their thorough compacting.

6.5.2.19. The layer of the concrete mattress should be laid on the prepared within the working bay foundation.

6.5.2.20. The interruption between the completion of the pit development with preparation of foundation and arrangement of the concrete mattress, as a rule, is not allowed. In case of forced interruptions the measures on the prevention of deterioration of the pit bottom ground quality should be taken.

6.5.2.21. At the execution of works in the pit it is necessary to control the shoring conditions not allowing its deformations and failures. The each working shift should reflect the shoring conditions in the working log-book.

6.5.2.22. The temporary disposal of the ground suitable for the backfilling should be located at the places indicated in the COP.

6.5.2.23. The suitability of the fertile soil layer cutting during the digging works for use should be defined according to the clause 5.18.

The fertile layer should be cut, as a rule, in the thawed state. Its cutting in winter conditions is allowed only in case of substantiation in the COP.

At the cutting of the fertile layer deterioration of its quality – mixing with underlying grounds, pollution with liquids or materials, etc - should be excluded

6.5.2.24. The storage of materials, moving of the transport vehicles and installation of the construction machines should be provided outside the wedge of failure of unshored pits and trenches.

At the development of the pit with slopes the distance from the nearest under-crane rail to the edge of the pit should be no less than 2 m.

6.5.2.25. At the uncovering of the operating underground communications development of the groundа by mechanized method is allowed at the distance no less than 2 m from the side wall, and no less than 1 m over the top of the pipe, cable, etc. The remaining ground should be developed by hand without application of any breaking instruments taking the measures preventing the damage of these communications.

6.5.3. Erection of bearing structures made from prefabricated reinforced concrete

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6.5.3.1. At the mounting of the structures the required accuracy of mounting, spatial stability of the structures during the process of their assembling and stability of the structure in the whole, as well as intactness of executed part of the water-proofing should be provided.

6.5.3.2. At the installation of the structural elements the inventory slings, weight-handling fixtures, conductors, and scaffolding should be applied.

The methods and places of strapping of the structures should provide the delivery of structures to the place of installation (laying) in the design position.

The installation of the structures in the design position should be executed by the accepted reference points: matchmarks, dowels, edges, etc.

6.5.3.3. The trough, wall, and foundation blocks of the structure should be installed on the protective layer of water-proofing with grouting using the pliable combo.

6.5.3.4. The welded joints should correspond to the GOST 14098. The control and commissioning of the welded joints should be conducted according to the GOST 10922.

The data regarding the welding works should be inserted in the welding works log-book and registered by the concealed works acceptance acts.

6.5.3.5. The mark and flowability of the concrete or solution applied at the mounting of the structures for the joint grouting should be accepted according to the project documentation.

The structures displaced from the mortar bed during the curing of the solution should be pulled up, cleaned from the old solution and re-installed into the fresh solution.

6.5.3.6. At the installation of the runs their alignment by the height should be executed using the wedges. The gaps between the bottom surface of the run and end faces of the columns should be filled with fibrous concrete.

The laying of the flooring plates should be executed after the concrete in the grounted joints of the trough and wall blocks, columns, and foundation blocks reaches no less than 70 % of the design hardness.

6.5.3.7. At the mounting of the elements of pre-fabricated reinforced concrete structures the displacements from the design positions should not exceed allowances according to the Appendix 6А.

6.5.4. Erection of bearing structures made from in-situ reinforced concrete

6.5.4.1. At the erection of the structures made from the cast-in-situ reinforced concrete the complex mechanization of the production processes, application of the inventory traveling or other multi-turn forms, prefabricated reinforcement cages and factory manufactured networks, usage of ready mixed concretes produced by the automated concrete mixing machine, concrete pumps, or concrete distributors should be provided. In the WEP the instructions regarding the order and terms of conduction of activities on the concrete curing, consequence and terms of removal of formworks should be included.

The surface of the cast-in-situ lining after the removal of formworks should net need in additional processing.

6.5.4.2. The reinforcement bars cutting and bending, mounting and acceptance should be executed according to the SNiP 3.03.01.

6.5.4.3. Installation of the formworks of the main structural elements should be executed with the accuracy of ± 10 мм. The correctness of installation of the wall, columns and flooring formworks and corresponding of the camber to the project documentation should be checked instrumentally in every 5m by picketage, or at the each installation of the traveling forms.

The correctness and reliability of the fastening of centrings and formworks should be controlled by the mining surveyor and manager of the construction site with registration in the working log-book.

6.5.4.4. The flowability of the concrete mixture measuring at the place of laying by the value of settlement of the slump cone should be within, cm:

а) for non-armored or low-armored parts of the structures - 4 - 8;

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б) for moderate armored (from 0,5 to 2 %) - 8 - 12; в) for high armored - 12 - 14. The loss of flowability of the concrete mixture at its transportation should not exceed 30 -

40 % for mixtures having the flowability up to 8 cm settlement of the slump cone and 20 - 30 % for mixtures with flowability of 8 cm and more.

The composition of the concrete mixture during the working process should be systematically controlled by the construction laboratory. The testing of flowability of the concrete mixture should be conducted at the places of its preparation no less than twice per working shift.

6.5.4.5. In case the mechanized delivery of the concrete directly to the required place is impossible the height of free dropping of the concrete mixture from the bucket should not exceed 2m, at the delivery to the arch part of the structure - 1 m. The supply of the concrete mixture from the higher position should be provided on the inclined gutters or by vertical elephant's trunks.

6.5.4.6. The concrete mixture should be laid by horizontal layers of the same thickness with its sequential laying in one and the same direction at all layers.

The maximal thickness of the laid layer in case of use of hand-driven pervibrators should not exceed 1,25 of the length of working part of vibrator.

6.5.4.7. The compacting of the laid concrete mixture by pervibrators at all parts of the structure should be executed with observance of the following regulations:

- the step of relocation of vibrators should not exceed 1,5 of radius of their action; - the vibrator should be deepened into the previously laid layer to 5 - 10 cm; - the support of vibrators by reinforcement bars or inserts of the structures, as well as by

ties or other elements of their fastening is not allowed. 6.5.4.8. The height of the parts of walls concreting without the interruption should not

exceed 3 m. After this height is reached the interruptions for settlement of the concrete mixture duration of which should be no less than 40 minutes and no more than 2 hours should be made.

6.5.4.9. The laying of the concrete mixture to the arch part of structures should be executed symmetrically from the arch shoe to the crown. The working joints planes should be perpendicular to the arch surface. The bordering of the concreting band should be provided by means of installation of networks.

6.5.4.10. The duration of the interruptions at the concreting for arrangement of the working joints should be defined by the laboratory. The next laying of the mixture is allowed after the laid concrete reaches the hardness no less than 0,15 MPa. At the continuation of concreting the surface of concrete in the joints should be cleaned from the cement film without damage of concrete.

6.5.4.11. During the initial period of hardening the concrete should be prevented from the impacts, jarrings, and other mechanical damages, the temperature-and-humidity regime should be maintained.

The concrete surfaces not designated for later solid-casting with concrete or solution should be covered with film-formation compositions or protective films instead of overlay and ponding.

6.5.4.12. In the winter period at the decrease of temperature below the design value the cured concrete should be additionally encased for warmth-keeping or heated to acquire the hardness at which its freezing can be allowed.

The artificial heating of the cast-in-situ concrete and reinforced concrete structures should be provided according to the SNiP 3.02.01.

6.5.4.13. The movement of people on the concreted structures, as well as installation of formworks on them is allowed after the concrete reaches the hardness no less than 0,15 МPа. Loading of the structures is allowed after the concrete reaches the design hardness, or

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according to the calculation. 6.5.4.14. At the laying of the concrete 3 reference samples should be prepared from the

each 50 m3 of the laid concrete mixture near the place of laying. The samples should be kept in the temperature-and-humidity conditions similar to the conditions of the concrete hardening.

The reference samples should be taken according to the SNiP 3.03.01. The testing of the concrete hardness, freeze resistance, and water-proofing should be

executed according to the GOST 10060.0, GOST 10060.4, and GOST 10180. 6.5.4.15. The process of execution of the concrete and reinforced concrete works should be

reflected in the log-book according to the Appendix 7.2B. 6.5.4.16. At the execution of works by the «wall in ground» method the trench bottom

should be cleaned from the sediments before the beginning of its filling with concrete or reinforced concrete structures.

6.5.4.17. The concreting of the «wall in ground» under the protection of the slurry should be executed using the vertically moving pipe by separate bays length of which should be defined in the WEP. The concreting should start no later than in 8 h after the driving of trench for one bay.

The applied concrete should have fineness of aggregate up to 50 mm and slump cone settlement of 15 - 20 sm.

The structure of restraints between the bays should take up the concrete pressure and provide the design water-proofing of joints.

6.5.5. Backfilling of pits

6.5.5.1. Material for the backfilling of pits should be accepted according to the COP. The grounds used for filling of the pits should be ecologically pure, should not contain

fertile layer, wood, or other organic inclusions, water-soluble salts. The size of the hard inclusions should not exceed 15 cm. Application of argillic grounds of flow and very soft consistence is not allowed.

6.5.5.2. The pit filling grounds should be compacted to the design density γск.пр defined by the formula

γск.пр = Куγmax, where Ку is the compacting factor according to the design data;

γmax is the maximal density of the soil skeleton obtained in the standard compacting device according to the GOST 22733.

In case of unavailability of the design Ку its value should be equal to: а) for the not built up, non used for arrangement of the road carpets territories, and the ones

located outside the underground communications area - 0,90 - 0,92; b) for the streets with uncovering of the road carpet and for the places of crossing of roads

with upgraded carpet - от 0,95 до 0,98; c) for the places of crossing of the underground communications - 0,98. 6.5.5.3. To reach the maximal effectiveness the compacting of the grounds should be

executed at their optimal moisture content W0 defined in the laboratory researches. In case of unavailability of the laboratory data the W0 should be accepted:

а) for the argillic grounds compacted using the roller - W0 = Wp; b) the same compacted by tamping - W0 = Wp (Wp = 0,01 - 0,03), where Wp is the moisture

content at the lower limit of plasticity (rolling-out limit); c) for the coarse-grained and average-grained sands - 0,08 - 0,12; d) for the fine-grained and pulverescent sands - 0,12 - 0,18. 6.5.5.4. At the places of filling the water-proofing of the structure executed from the

combo should have the hardness in correspondence with WEP. Before the filling all communications between the pile shoring of the pit and protective

water-proofing should be removed. The buntons or removable parts of anchors and

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longitudinal chords should be removed during the process of filling. Filling of the cavities in case of availability of water, ice, snow, construction wastes, and

foreign matters in them is not allowed. Permission for the pit filling should be documented by act. 6.5.5.5. The backfilling of the pits should be executed evenly on two sides of the structure

by horizontal layers with the layer-by-layer compacting of the ground to the design hardness. The thickness of the layers should be stipulated on the base of the ground type and compacting ability of the compacting materials.

6.5.5.6. The grounds or industrial wastes different by their composition and moisture content during the process of backfilling and screeding should be evenly distributed within the all filled area.

6.5.5.7. The additional wetting of the ground, where appropriate, should be executed in the places of disposal by means of ponding to the ground of calculated amount of water. For the grounds well soaking the water the additional wetting can be executed after the screeding of the layer.

6.5.5.8. The cavities between the pit shoring and vertical walls and structure of the facility should be filled with coarse-grained and average-grained sands or other low-compressible grounds.

The compacting of the sandy grounds can be executed by ponding. 6.5.5.9. The structures located above the flooring can be filled after the acceptance of

works on compacting of the ground in the pit cavities. The thickness of the ground layer above the structure flooring should be no less than 0,5m

for passing of the ground-compacting machines on it. 6.5.5.10. At the execution of backfilling in winter period the special attention should be

paid to the keeping of thawed state of the ground. The works should be executed with the intensity providing the compacting of the laid ground before its freezing.

6.6. Closed method of works


6.6.1.1. During the process of driving of the openings the systematical visual control of the correspondence of the real engineering-and-geological conditions to the design values relating to the headway stability, change of thickness or composition of the stratification grounds, their fissuring, and quantitative change of the ground waters inflow should be conducted.

The survey results should be inserted in the log-book - Appendix 7.2А. The project organization and customer should be informed about the deviation of the real conditions of driving from the design data.

6.6.1.2. At the approach of the opening heading to the area of fractures, under-river sections, and buried washaways, and during the process of driving of these areas the activities providing the safety of works stipulated by COP should be executed.

6.6.1.3. The grouting of cavities under the pre-fabricated lining should be executed by means of injection of the solution with additives correcting its properties. The primary injection should be conducted in the grounds of low stability to the each laid ring; in the stable grounds and in the average stability grounds it is allowed to execute the injection with delay in correspondence with the COP instructions, but by no more than three rings.

The reference injection should be executed at the distance no less than 25m and no more than 50m from the heading.

The characteristics of the solution should be stipulated in the COP, the composition of the solution – in the WEP according to the VSN 132.

6.6.1.4. The discrepancy between the axes of counter headways should not exceed 100 mm.

6.6.2. Construction of shafts

6.6.2.1. At the construction of shafts with mounting of the rings from below the over-shaft

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complex of the equipment designated for servicing of the main tunnel works should be used. 6.6.2.2. Construction of the collar section of the shaft should be executed in the open pit.

The concrete should be laid to the collar structure after the installation of sheathes for engineering communications, and at the drop shaft method – after the installation of backfill tubes for filling of cavities in the structure foundation, anchorage pillars and fastening bolts of the guiding bars as well. The correctness of installation of the embedded items should be checked by the surveying service and registered by the concealed works acceptance act.

6.6.2.3. The laying of concrete to the structure should be executed layer-by-layer, and evenly by all perimeter with systematical control of the embedded items and formworks position.

The stripping of the structure formwork is allowed when the concrete reaches no less than 50 % of the design hardness. The pit cavities filling should be executed after the removal of the external formwork only.

The shaft lining should rise over the construction site level by no less than 0,5 m. 6.6.2.4. The depth of round at the driving of shafts in non-rocky grounds with the

mounting of the lining rings from below should not more than 10 - 15 cm exceed the width of the ring. The low stability grounds (Table 6.4.2) should be developed in two rounds by 50 - 60 cm, beginning from the center of the heading and ending at the internal surface of the liner fastening, with final cutting of the ground while mounting of liners. The temporary fastening should be executed in the kind of the wood board tie.

In the area of totally unstable grounds the methods of their shoring should be provided in correspondence with the COP.

In case of availability of the ground waters inflow the shaft driving should be conducted with advance water drainage.

6.6.2.5. At the driving of shafts with preliminary freezing of the grounds at the each round the ground within the non-frozen core should be developed first, and then the frozen ground should be developed.

At the development of the ground inside the ice soil wall the water remaining in the non-frozen conditions should be removed. In case of considerable water inflow to the heading due to availability of defects in the ice soil wall the works should be temporary stopped, the shaft should be flooded up to the level of the ground waters, and additional freezing of the ground waters should be conducted.

6.6.2.6. At the driving of shafts with cast-in-situ concrete lining in the low stability grounds the temporary support should be executed from the metal rings installed no less than in every 1m, with the wood board tie of the surface, or from the shotcreting on the metal net.

The suspension of the rings should be executed using the steel hooks on the basis of no less than two hooks per each segment. The anchor jacks should be installed between the rings in the amount equal to the number of hooks.

All cavities under the wooden tie should be thoroughly backfilled. 6.6.2.7. At the construction of shafts in the watered or artificially frozen grounds the water-

proofing works should be executed during the process of the tunneling works. The full bolt sets with hydro-insulating washers should be installed at the mounting of the linings, and the control injection should be conducted in the closed proximity to the heading from the suspended scaffold. The control injection, tightening of bolts, replacement of the bolt sets, if necessary, as well as calking of the lining joints should be conducted from the temporary working scaffolds.

At the driving of shafts using the drill and blast works (DBW) the calking works should be executed at the distance of 20 - 30 m from the heading.

The working shafts in case of unavailability of the water inflow can be constructed without the water-proofing.

6.6.2.8. Concreting of the cast-in-situ linings of the shaft should be executed in the

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traveling formwork by 4 - 6 m sections. Location of the formwork should be controlled by the surveying services at the each moving. Position of the shaft walls relating to the vertical axis should be checked in every two-three cycles of the formwork moving.

Moving of the formwork to the next round is allowed after the concrete reaches the compressive resistance no less than 0,8 МPа.

At the higher requirements to the hardness, water-proofing, and corrosion resistance of the concrete linings the concrete mixture after its production should be transported in buckets preventing deterioration of the mixture properties.

6.6.2.9. Displacement of the cast-in-situ concrete lining walls by the radius from the shaft center should be within 50 mm, and the size of benches at the place of adjacent rounds contact should be no more than 30 mm.

6.6.2.10. Installation of buntons of the shaft equipment, ventilation pipelines, and arrangement of staircases should be executed during the process of the tunneling works. Ventilation pipelines laid up to the suspended scaffold should be rigid, and from the suspended scaffold to the heading - flexible.

The shaft equipment in case of its driving with installation of guides for cage lifting can be executed at the non-frozen grounds only.

6.6.2.11. The works on the construction of shafts by the drop shaft method or using the special methods should be executed in correspondence with the SNiP 3.02.01 and clause 6.7.

6.6.2.12. The temporary structures and equipment necessary for the shaft driving by the method of penetration in thixotropic jacket can be placed within the wedge of failure at the provision of their normal operation in case of possible deformation of ground only.

The method of fastening of the drop shaft axes on the terrain should provide the possibility of checking of their position at any moment of penetration. The control survey points for the vertical marks control should be installed outside the area of possible settlements and moving of the ground.

6.6.2.13. At the shaft driving by the method of penetration in thixotropic jacket the quality of assembling of the cutter part and mounting of rings within the bearing collar should be inspected by the technical supervision with participation of the representative of surveying services, and should be confirmed by the concealed works acceptance act.

6.6.2.14. Development of the ground at the driving of shaft by the drop shaft method should be executed by the jib crane equipped with grab bucket. Simultaneous development of the ground using the mechanized handheld instrument and its removing from the shaft using grab bucket is not allowed.

6.6.2.15. The penetration should be executed simultaneously with development of the heading while removal of ground. To prevent the ground collapse behind the shoring the timely supply of the slurry into the space formed by the bench of cutter part should be provided, so that to keep constantly the slurry level 2m above the bearing collar bottom.

To prevent the slurry breakthrough the shaft in the unstable grounds area the cutter part of the shoring should be constantly impressed into the ground by no less than 0,5 m, and ground should be developed by 0,3 - 0,5 m layers, not allowing the running of the middle section of the heading ahead of the bottom edge of the cutter. In the argillic grounds running of the middle part of the heading ahead of the bottom edge of the cutter more than by 0,5 m is not allowed.

6.6.2.16. At the crossing of the completely unstable grounds area penetration of shoring should be executed under the layer of water in the shaft no less than 1m exceeding the level of the water-bearing stratum. Removal of the ground in this case should be executed from the middle section of heading with remaining by the opening contour berm cutting with the penetration of shoring. The water drainage is allowed after the penetration of the cutter part into the confining layer to the depth no less than 1,5 m below the mass of the water-bearing grounds only.

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For the period of the shaft driving the facilities of prompt water supply to the shaft to provide, where appropriate, its emergency flooding should be available.

6.6.2.17. The check of the drop shaft verticality and position in plane should be conducted after the each fit of shoring and no less than in every 1m while it is dropping. The noticed displacements and warpings should be immediately corrected.

6.6.2.18 Grouting of the under-shoring space filled with thixotropic solution should be executed after the shaft driving by means of replacement of the slurry with combo. In separate cases, in case of substantiation, the slurry can be left under the shoring.

6.6.2.19. At the mounting of rings of the lining penetrated in the thixotropic jacket the bolted fastenings and plugs in the openings designated for the injection should be installed with water-proofing washers and the joints between the liners should be tightened with the tarred rope. The calking works should be executed after the completion of the shaft driving.

Repair of the water-proofing should be executed after the completion of the shaft driving. 6.6.2.20. The shaft equipment should be executed after the completion of the water-

proofing repair. To mount the equipment the control tier should be installed. Mounting of the equipment

should be executed, as a rule, from the top downward. At the mounting in the opposite direction the control tier should be installed additionally at the shaft bottom level.

The control of the geometric parameters of the equipment is executed by the results of the surveying photography.

6.6.2.21. At the mounting of the shaft equipment the following allowances should be applied:

а) deviation of the distances between the bunton tiers - ± 15 mm; б) difference between the marks of the bunton ends at the places of its fastening to the

liners – no more than 1:200 of its length; в) deviation of the buntons located at two adjacent tiers from their vertical plane - ± 5 mm; г) deviation of the each string of the bidirectional conductors from the vertical - ± 5 mm; д) displacement of the conductor seams from the center of the bunton edge - 50 mm; е) deviation of the equipment system from the design vertical position – no more than

1:2000 of the shaft depth. The conductors should be precisely connected at the seams by their ends without shifts. 6.6.2.22. Laying of cables should be executed after the completion of mounting works in

the shaft. Embedding of cable to the shaft should be executed using the ropes; the cable should be firmly fastened to the rope in every 6m.

6.6.3. Construction of the main line tunnels

6.6.3.1. Mounting of the shied in the mounting chamber should be executed by the fixed longitudinal axis of the tunnel and normal to it. The centers of the cross-section of the cutting edge and tail shell of the shield should be located at the geometric axis of the shield with deviations no more than ± 10 mm. Their ellipticity is allowed to be no more than ± 5 mm.

6.6.3.2. Deviation of the shield from the design position in plane and profile should be within the range providing the mounting of linings with allowances according to the Appendix 6А.

6.6.3.3. The tunneling with application of the shield complexes should be conducted by the one ring width cuts. Injection of the grouting solution under the lining should be executed under the every assembled ring or through the pipes in the shield shell during its moving.

6.6.3.4. The tunneling with compensation of pressure in the near-heading area by the mechanized shields providing the stability of surrounding ground mass should be executed using the active hydraulic or ground pressure on the heading.

6.6.3.5. The composition of the bentonite solution depending on the engineering-and-geological conditions of the construction site and characteristics of the bentonite powder should be defined for the each specific case.

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6.6.3.6. For the tunneling in the sands above the level of the ground waters it is possible to use the partially mechanized tunneling complexes with splitting sites in the shields. Such tunneling complexes should be applied with pre-fabricated linings or with the linings made from cast-in-situ pressed concrete.

6.6.3.7. At the mounting of the cast-in-situ pressed linings the characteristics of the concrete mixture should be accepted according to the COP. The mixture should be laid evenly by the both sides from the formwork, and formation should be executed by the uniform pressure of the pressing unit in two stages:

а) at the first stage – up to 0,3 - 0,5 МPа during 3 - 6 minutes; б) at the second stage – with maximum reglamented pressure during the period stipulated

by WEP. During the period of laying and formation the concrete mixture should have the flowability

within 5 - 11 cm of the slump cone settlement. 6.6.3.3. The lining made from the cast-in-situ pressed concrete should have the tight

contact with the surrounding ground, should have well-filled joints between the separate sections of the linings without any fractures, fissures, flowaways, benches, or other defects. The total area of pockets having the depth no more than 20 mm should not exceed 100 cm2 per each 5 m2 of the surface linings.

6.6.3.9. At the rock tunneling method of works the underground openings should be shored by temporary shoring in correspondence with the certificate, with tight backfilling of cavities between the shoring elements and ground.

The elements of temporary wooden shoring should be removed while the lining is mounted, or during the laying of the concrete mixture under the formware. It is allowed to leave them under the lining in case of their jamming, or at the possibility of the ground inrush.

6.6.3.10. The main line tunneling with pre-fabricated lining in the stable and average stability grounds should be executed using the mechanized complexes allowing to conduct the development of the ground by the shearer or drill and blast method with machine drilling of the heading, or drilling with application of the partially mechanized complexes with development of the ground using the handheld mechanized tools and drill and blast method.

The list of complexes used in the different conditions is represented in the Appendix 6.6А. Development of the ground by the drill and blast method should be executed according to

the SNiP 3.02.01, SNiP 3.02.03, and PB 13-407, as a rule, using the perimeter blasting (trim blasting) technique. For each heading the certificate of drill and blast works should be compiled.

6.6.3.11. At the tunneling using the up-to-date tunneling mechanized shield complexes it is recommended to apply the circular pre-fabricated reinforced concrete linings, consisting of the ring of one standard size suitable as for the straight sections as for curve sections of the route in plane and profile.

N o t e – The lining ring structure generality is achieved due to its variable width. The lining ring ends are

formed by two non-parallel planes: one plane is perpendicular to the ring axis, the second one is inclined to it so

that the width of the ring by the key block axis (by external diameter) is a few less than the width of the ring by

its axis, and from the opposite side of the ring – a few more. The lining structure in the section of splitting to the blocks should be correlated with the structure of the shield complex. The number and location of the shield jacks

provide the support of their shoes by the block bodies outside the joints at the any allowable turn of the lining

rings against each other.

6.6.3.12. Injection of the grouting solution under the rings of the pre-fabricated linings should be executed with preliminary filling of the gap between the end part of the assembled ring and ground with compacting material. The joints between the lining elements should be tightened.

6.6.3.13. The control injection under the lining made from the cast iron liners should be executed before the joints calking at the pressure up to 1 МPа, and under the lining made from the reinforced concrete blocks – at the pressure no more than 0,6 МPа after the partial

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tightening of the joints with calking material. 6.6.3.14. Concreting of the cast-in-situ concrete linings of the tunnels constructed by the

method of full hole drilling of by sections should be executed according to the SNiP 3.03.01, VSN 48, and 6.5.4.

Injection under the cast-in-situ concrete or reinforced concrete lining should be executed in correspondence with the WEP.

In the grounds bringing the strata pressure the temporary shoring should be installed taking into consideration the construction margin from the external outline of the lining.

6.6.3.15. At the construction of tunnel according to the NATM (New Austrian Tunneling Method) the following should be provided:

- mechanized development of the ground using the tunneling machines, or by the drill and blast method;

- shotcreting for temporary shoring of the opening with the control of its stress and strain state;

- arrangement of the permanent concrete or reinforced concrete linings. Before the arrangement of the permanent linings, where appropriate, the water-proofing

from the film materials should be laid on the temporary shotcreting. The shotcreting for temporary shoring of the opening can be armored with metal net,

fibers, or can be applied in combination with anchors or arches. Installation of the arches and armored net should be executed after the insertion of leveling shotcreting with the thickness no less than 2 - 3 cm.

Calculation of the bearing shotcreting layer and its usage in combination with anchors and arches should be executed according to the VSN 126.

6.6.3.16. At the application of the shotcreting in combination with arches the final development of ground under their bottoms should be executed using the handheld mechanized tool by the surveying mark.

The allowable displacement of the installed arch from the design position should be no more than 25 mm.

The design shotcreting layer should be inserted on the armored net compressed by the arch to the leveling layer.

The shotcreting setting period of should be accepted within the range 60 - 150 s. Its compressive resistance in 6 min should be no less than 0,1 МPа, in 15 min - 0,2 МPа, and with the following two-fold time increments (30 min, 1 h, 2 h) should increase by 0,1 МPа.

6.6.3.17. For the shotcreting the machines with adjustable mixture feed rate should be used. The feed rate and pressure in the machine should be defined by experiment. The maximal size of coarse particles of the fillers should be accepted taking into consideration the technical specifications of the machine, but no more than 15 mm. The distance from the nozzle to the concreting surface should be within 1,0 - 1,5 m.

At the laying of the water-proofing on the shotcreting surface the local inequalities at the check using the two-meter rod (in case of the bent surface – by generatrix) should not exceed 5 cm.

6.6.3.18. Before the insertion of the leveling and design shotcreting layers to increase the bond value the surface should be treated with special composition.

The minimal temperature of the fillers and gauging water at the shotcreting should not be less than +15 °С.

6.6.3.19. It is recommended to use as the additives accelerating the concrete bonding at the shotcreting the composition from the alkali silicate (sodium silicate with silica modulus of 2,8 - 3,2, density of 1,4 - 1,46 g/cm3 according to the GOST 13078) and the «Alfa» product according to the TU 11, or other compositions.

The composition and amount of the complex additive should be defined in laboratory depending on the required bonding period, speed of the strength generation, ground watering,

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temperature of fillers, method of the additive feeding at the addition of water to a concrete mix. The composition of the additive should be corrected for the each batch of the alkali silicate.

6.6.3.20. The dry mixture for the shotcreting should be manufactured at the factory by the developed receipt. The mixture with the natural humidity (but no more than 6 %) should be prepared in the forcing concrete mixer during 1,5 - 2,0 min, and should be transported to the construction site in mixers.

The fillers and binding agent should be mixed in the forcing mixer during no less than 1,5 min close to the place of the concrete mixture insertion.

At the preparation of the dry mixture the incoming quality control of the cement, fillers, additives, and composition of shotcreting should be executed, and during the concreting process its insertion regime, early and design strength, and design water-proofing control should be conducted.

6.6.3.21. At the application of NATM the deformation of walls and roof of opening should be controlled with the measurement of the loads acting on the temporary shoring and the deformations caused by these loads.

6.6.3.22. On the local and general temporary shoring and permanent lining deformations measurement results their stress conditions and sufficiency of their bearing ability should be evaluated. Where appropriate, additional calculations should be conducted, the design model, temporary shoring operating modes, parameters of materials and structure of the shoring should be corrected.

6.6.3.23. Arrangement of the water-proofing and concreting of the permanent lining should be executed after the stabilizing of the mode of deformation of the temporary shoring.

The water-proofing should be executed using the special trolley after the cleaning of the shotcreting surface from the dirt, fins, floating of pockets with combo.

During the process of laying of the water-proofing its quality should be controlled, especially at the joints and at the places of the water-proofing fastening to the surface of the temporary shoring.

6.6.3.24. Reinforcement of the permanent lining should be executed using the nets or frames with the mass no more than 75 kg with installation by hand and connection of the joints by the fastening wire. The special hangers, plastic brackets and springs, and combo goods should be used as the reinforcing rod spacer.

At the execution of the reinforcement works the measures on the prevention of the laid water-proofing damage should be taken.

6.6.3.25. Concreting of the trough part of the permanent lining should be conducted by 4 - 6m length sections with curing of the concrete in the formwork during 2 - 3 days. It is recommended to execute the concreting of the walls and roof with 8 - 12 m retardation from the concreting of the trough simultaneously by 4 - 6 m sections using the inventory traveling or moving formwork.

6.6.3.26. It is recommended to lay the concrete under the formwork in two stages – first symmetrically by the both sides at the height up to 3,5 m approximately, and then to the remaining part of the walls and roof.

At the air temperature in the underground opening less than 10 °С to provide the strength generation of the concrete during the given period the concrete mixture should be heated so that the mixture temperature during the process of laying be equal no less than 10 °С.

6.6.3.27. The stripping of formwork of the walls and roof should be executed after the concrete reaches 70 % of the design hardness. The surface of the concrete lining after the stripping of formwork should be periodically wetted: first in 2 - 3 hours after the stripping of formwork, then once per day during no less than 7 days.

6.6.3.23. The structure of the isolation joints and distance between them should be accepted in correspondence with the project.

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6.6.4. Construction of stations

6.6.4.1. Construction of the three-vault stations should be executed by the sequential station tunneling – first the side tunnels, then the middle one. Tunneling of the second by the time side tunnel should be conducted with no less than 30m retardation relating of the first one, and the middle one with no less than 50m retardation relating the second side tunnel.

To provide the coincidence of rings of all tunnels by picketage their tunneling should be conducted in one and the same direction.

6.6.4.2. The rock tunneling by American method (full section) is allowed in the stable or average stability grounds.

In case of pressure from the heading crown the tunnel should be constructed with preliminary driving of the pilot-tunnels, heading-and-bench method if it is allowed taking into consideration the accepted constructive solution of the station, or using the shields.

At the construction of tunnels in the low stability or completely unstable grounds the special methods or special equipment should be applied. The methods of the ground development depending on the ground properties should be accepted according to the COP.

6.6.4.3. The tunneling should be conducted by the cuts of one tunnel lining ring width. The tunneling by the two-ring cuts is allowed in case of availability of previously driven pilot-tunnels. At the 1m width of the pilot-tunnel rings, and 0,75m width of the station tunnel rings for mounting of one ring of the station tunnel two cuts should be executed, and for mounting of two rings – three cuts.

6.6.4.4. Assembling of the first rings for mounting of tubing erector or erector arm tunnel driver should be executed by the rock tunneling method using the draw-works.

Mounting of the pre-fabricated linings, columns, and other elements of bearing structures should be executed with application of the mechanical tubing erectors or erector arm tunnel drivers.

6.6.4.5. The initial injection should be conducted under the each mounting ring by the whole outline.

6.6.4.6. At the construction of column stations the side tunnels driving should be conducted taking into consideration the possible subsequent displacement of their axes toward the station axis at the middle tunnel driving.

Driving of the middle tunnels of pier and column types should be executed taking measures against deformation of the side tunnels by the way of installation of flying shores, tie bars, etc.

6.6.4.7. At the laying of rings of the pre-fabricated tunnel lining the deviation of the real dimensions from the design ones should not exceed the stipulated allowances.

6.6.4.8. The single-vault stations with pre-fabricated and cast-in-situ linings in stable and average stability grounds should be constructed by the rock tunneling method beginning from the arrangement of the bearing parts of the vault. The upper vault of the station should be erected in the calotte opening; the lower vault should be constructed after the development of the ground in the structure core.

The bearing parts of vaults should be constructed in the previously driven tunnels or adits. The adits cross-section should be enough for laying of haulage tracks in them after the

arrangement of the station supports. 6.6.4.9. Construction of linings of the single-vault stations with precast vaults extruded into

the rock in the low stability ground is allowed with application of the advance protective blanket. Development of the rock under its protection should be executed by excavator, tunneling machine, or with application of the blast method.

6.6.4.10. Construction of the lining of stations with application of the steel-reinforced concrete structures should start from the preliminary mounting of structures from the metal blocks which after the welding among them form the bearing structure replacing the formwork.

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6.6.4.11. Laying of the concrete to the supports of the single-vault stations should be executed by separate sections with continuous supply of concrete. In case of interruptions in the work the concrete surface should be treated by hacking with washing before the next concreting. The joints between the concreting sections should not coincide with the ring joints of the pre-fabricated lining of the vault, or with the sections of concreting of the cast-in-situ vault.

The stripping of formwork of the supports should be conducted after the concrete reaches no less than 15 % of the design hardness.

Construction of the upper vault should be started when the concrete of supports reaches no less than 75 % of the design hardness.

6.6.4.12. In case of the pre-fabricated lining of the vault the blocks should be laid alternately by one block on the one and other side of the vault.

To facilitate the installation of the keyblock of the next vault arch it is recommended to compact first the joints between the blocks using the hydraulic advancing cylinder installed instead of the keyblock with the 30 - 40 ton-force.

Before the initial release of arch the each block should be wedged out to the tie or directly to the roof in no less than 4 points evenly by its length. To prevent the protrusion of the arch from the plane toward the heading the blocks should be strutted to the heading crown using the screw jack, or should be pulled by turnbuckles to the previously installed arches.

6.6.4.13. Release of the each arch should be executed in two stages by the way of injection of the cement slurry to the keyblock jacks. The initial release of arch should be conducted directly after its mounting and wedge-out, the final release – after the filling of cavities under the arch by the injection of grouting solutions, but no later than in 6h after the beginning of injection under the given arch.

6.6.4.14. At the mounting of the upper vault arches the vertical ellipticity is allowed only. The height mark of the vault crown after the initial release of arch should not exceed the design mark more than by 75 mm.

6.6.4.15. Injection of the combo should be conducted, as a rule, under the arch group (2-3 arches) by the vault outline, beginning from its lower part.

6.6.4.16. Before the mounting of the precast lower vault the surface of the opening should be leveled with the sand coarse or concrete bedding with the thickness of 5 - 10 cm.

At the mounting of the next vault the blocks should be laid sequentially by the both sides in the direction from the key to the supports with installation of temporary basket with hydraulic advancing cylinder designated for sealing of the joints between the blocks instead of keyblock.

6.6.4.17. Concreting of the cast-in-situ steel-reinforced concrete vault should be executed after the full completion of the metal structure mounting with the welding works within the concreting area of the vault according to the clause 6.5.4 by the specially developed reglament.

6.6.5. Construction of escalator tunnels

6.6.5.1. The WEP on the construction of the escalator tunnel should be correlated with the project of construction of the station in the whole.

6.6.5.2. The collar of the escalator tunnel for mounting of the tubing erector should be constructed in the open pit with shoring of its walls. The pit should be developed with the slope toward the tunnel to the depth allowing to mount the first two rings of the lining, and in case of availability of the ground waters – to the depth no less than 0,5m exceeding their level. At the pit bottom slope planned under the 30° angle the concrete trough being the foundation for the first rings of the lining and subsequent half-rings of the temporary cap should be arranged.

6.6.5.3. The first two rings of the lining should be fixed with concrete laid between the rings and pit walls. Deviations of the real dimensions from the design ones should correspond

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to the stipulated allowances. The half-rings necessary for mounting of the erector arm tunnel driver should be assembled

on the concrete basement of the pit; the first full temporary rings should be mounted by tubing erector.

6.6.5.4. It is allowed to begin the tunneling works in the frozen grounds area only after formation of closed ice-and-ground barrier of the design thickness and hardness. The permission should be approved by act.

6.6.5.5. The escalator tunneling should be conducted by the full profile. In case of availability of the under-located horizontal opening adjacent to the escalator tunnel it is allowed to conduct the tunneling with drift or wells.

6.6.5.6. Development of the ground in the heading should be conducted from the top downward by one ring runs with one or several benches with obligatory lagging of roof, and, if necessary, heading crown, according to the certificate of the opening shoring.

6.6.5.7. Development of ground in the frozen area should be executed taking the preventive measures against the damage of freezing pipes slanted toward the tunnel section, and release of the brine. In case of finding of such pipes they should be disconnected from the distributor and collector, the brine should be released, and protrusive into the opening pipe should be cut.

6.6.5.8. At the mounting of linings outside the frozen grounds area the full bolt sets should be installed, and in the area of frozen grounds - temporary bolts with flat steel washers, with their replacement with full bolt sets during the execution of water-proofing works.

6.6.5.9. Solutions for injection in the frozen grounds area should be applied with additives preventing their freezing and accelerating the curing.

The control injection under the lining and installation of plugs with water-proof washers into the holes for injection in the frozen grounds area should be finished before their melting.

At the arrangement of the auxiliary adit in the bottom part of the tunnel it’s driving should be conducted from the station opening from the bottom upwards at the level of the tunnel trough. The adit should be divided by the width to two sections with partition. In the section designated for removal of ground the timber culvert sheathed with sheet steel should be installed, in the other section the staircase for the people passage should be installed.

6.7. Special methods of works

6.7.1. Dewatering

6.7.1.1. Dewatering should be applied for lowering of the level or decreasing of the ground waters inflow at the construction of underground structures, as well as for relieving of the water head in the underlying water-bearing stratum.

Selection of the dewatering facilities should be defined taking into consideration: - technology of the structure and type of opening; - hydro-geological conditions; - necessary lowering of level or decrease of the ground waters inflow; - urban development situation, availability of dewatering underground communications in

the affected area; - period of dewatering. 6.7.1.2. At the development of the WEP analysis of probable negative effects on the

environment connected with application of dewatering should be conducted: damage of buildings, structures, engineering communications, settlements of ground; damage of the wooden underground structure resulting from their drying.

6.7.1.3. During the dewatering process, as well as at the restoration of natural parameters of the ground waters the constant control of the buildings, structures, and communications’ conditions using the observation stations should be conducted.

6.7.1.4. The following should be applied as the dewatering facilities: - unwatering wells; - light well point systems;

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- ejection units; - absorbing wells; - drainage openings and wells; - open unwatering from the openings; - combined facilities. At the uncovering of two or more water-bearing stratums by the opening the combined

dewatering systems should be applied. In this case the main dewatering should be executed by wells with immersible pumps, and the remaining water should be removed by the light wellpoint systems or open unwatering.

6.7.1.5. The unwatering wells equipped with pumps should be applied in the water-bearing layer with the filtration factor no less than 0,5 m/day at the sufficient layer of the drainage ground between the structure trough and underlying waterproof layer.

To increase effectiveness of dewatering the wells should be equipped with the vacuum dewatering facilities.

In case of low thickness of the waterproof layer under the opening trough, and bedding of artesian aquifer under it the unwatering wells should be applied for relieving of the head.

6.7.1.6. The light well point systems should be applied in the grounds with the filtering factor within 0,2 and 50,0 m/day in case of necessity of dewatering at the depth no more than 5 m from the ground surface or from the structure trough. At the development of pits with slopes the step-by-step lowering of the ground waters level should be conducted. The well points at the each tier should be connected to the separate system.

6.7.1.7. The ejection units should be applied generally for the vacuum unwatering in the grounds with the filtering factors within 0,2 and 5,0 m/day.

6.7.1.8. The absorbing wells should be applied for drainage of water from the overlying to the underlying water-bearing stratum with more water permeability.

6.7.1.9. The drainage openings and wells should be used, as a rule, in the rocky and half-rocky water-bearing grounds. The wells should be arranged generally from the openings for drying of water-bearing formations with low water inflow.

6.7.1.10. The WEP on the dewatering should be developed by the organization executing these works.

The WEP should contain the information about the necessary lowering of the ground waters level, as well as the following data:

- for unwatering wells of all types: а) wells drilling method and technology with indication of type and diameter of the drill

bit, and list of necessary equipment; b) type of the filter and amount of the sand-and-gravel cushioning layer with indication of

composition of fractures; c) method of hole washing, connection layout and pumping equipment type; - for the light well point systems: а) method of installation of well points; b) arrangement of the cushioning layer, number of the well points, connection layout and

pumping equipment type; - for the ejection units: а) technology of arrangement of wells under the installation of external pipes of the well

points; b) mounting of the ejection unit, its type and dimensions; c) requirements to the ejection unit; d) connection layout with indication of the volume of circulation tanks, pumping

equipment type, diameters of the suction and discharge pipelines. 6.7.1.11. At the elaboration of WEP the possible changes in the pumping equipment types

should be correlated with the project organization. The unwatering system should be provided

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with redundant equipment. 6.7.1.12. In the difficult hydro-geological conditions the mode of dewatering should be

corrected in the laboratory conditions using the simulation technique or experimental-and-production works executed at the stage of elaboration of the working documentation.

6.7.1.13. The following should be controlled: - well drilling mode; - sampling and description of grounds at the well drilling; - process of equipment of wells with filters; - structure of the cushioning layer; - hole washing; - installation of the well points. The acts according to the Appendices 6.7.А1 and 6.7.А2 should be compiled regarding the

equipment of wells with filters and their washing. Before the beginning of works on dewatering the observation holes should be drilled. At

the drying of several stratums the observation holes should be installed for the each stratum. 6.7.1.14. Works on dewatering should be conducted in three stages. 1st stage – putting the system into operation. At the putting the system into operation the following should be represented: - real geological opencast by the each well with indication of the type of drilling rig,

structure of well, type and intervals of installation of the filter and pump; - plan of disposition of unwatering facilities, real longitudinal cross-section with indication

of installed wells, well points, observation holes, and real static level of water in the stratum. The commissioning of installations should be executed by committee and approved by act

according to the Appendix 6.7.A3. 2nd stage – system operation. After the meeting the project requirements the act of the site readiness for execution of

basic works according to the Appendix 6.7.А4 should be compiled. 3rd stage – completion of the system operation. Decision about the completion of works on dewatering should be taken by the committee

and approved by act according to the Appendix 6.7.А5 with indication about the further utilization of wells or their liquidation in correspondence with the RD (Regulatory Documents) 07-225 and project.

6.7.2. Artificial freezing of grounds

6.7.2.1. The artificial freezing of grounds should be applied for protection of openings from the water inflows or ground masses where utilization of other methods is ineffective.

Freezing of grounds should be executed either with application of cooling agent, circulating in the closed system – cooling station – freezing columns, or at the direct evaporation of the cooling agent – liquid nitrogen or solidified carbon dioxide in the freezing columns.

Development of the technology of the ground freezing with liquid nitrogen should be executed by the project organization having the experience of work with low-temperature cooling agents.

The vessels and instruments of the freezing stations operating under the pressure should be commissioned according to the PB 03-576.

6.7.2.2. Before the works start it is necessary to inspect the buildings, structures, and underground communications located in the affected area of the frozen grounds. To control their probable deformations the installation of observation stations should be provided.

6.7.2.3. Putting the freezing system into operation should be approved by act according to the Appendix 6.7.B1. The works in the frozen grounds area should be started only after the formation of ice-and-ground barrier of the design thickness and temperature. Permission for the execution of the tunneling works in the frozen grounds area should be approved by act

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according to the Appendix 6.7.B2. 6.7.2.4. Construction of the shaft sections and escalator tunnels in the unstable watered

grounds should be executed under the protection of the ring ice-and-ground barrier. In this case the freezing columns should be embedded in the waterproof layer.

In case of unavailability of the waterproof layer or its insufficient thickness the solid or zonal freezing of the ground mass should be applied.

6.7.2.5. At the shaft driving under the protection of the ring ice-and-ground barrier during the each run the ground should first be developed within the unfrozen core to the depth indicated in the WEP, and then the frozen ground should be developed.

In case of considerable water inflow in the heading indicating the discontinuity of the ice-and-ground barrier the works should be stopped, the shaft should be flooded to the static level of the ground waters, and additional freezing of the grounds should be conducted.

6.7.2.6. It is recommended to accept the following distance between the freezing wells, m, no more:

- at the contour freezing: а) for shafts - 1,2; b) for escalator and main line tunnels - 1,1; - at the freezing of open pits with location of wells in two lines: а) internal line - 1,25; b) external line - 1,5; c) between the lines - 3,0; - at the freezing of solid mass: а) by the contour - 1,5; b) inside the contour - 3,0. 6.7.2.7. During the process of the freezing wells drilling works the real temperature and

rate of the ground waters flow, as well as their salinity should be defined. During the drilling process for the each tenth well by the ice-and-ground barrier contour

the real depth of the waterproof layer should be defined. In case of discrepancy between the real and design data the project documentation should be corrected.

At the displacement of the well from the design position additional wells should be drilled and included in the freezing process.

The number of additional vertical wells at the depth of freezing up to 100 m can be no more than 10 %, inclined - 20 %, at the depth of freezing more than 100 m - 20 and 25 %, correspondingly.

The depth of wells at the drilling should no less than 1m exceed the length of the freezing column.

Before the beginning of the design period of active freezing of the grounds no less than 5 days should be provided for leading of the freezing station to the design mode.

6.7.2.8. The control of the execution and acceptance of works on the artificial freezing of grounds should be conducted according to the Table 6.7.1. T a b l e 6.7.1

Technical requirements Maximal deviations Control (method and

scope)

Linear displacements from the design

direction of the well:

vertical; No more than 1 % of the depth measurement, in every

10 m inclined No more than 2 % of the length

Displacements from position of wells

in plane

5 cm measurement, each

well

Hermiticity of the cooling system:

Pressure at the hydraulic testing if the joint of each extended pipe and shoe of

the freezing column;

No less than 2,5 МPа The same, with logging

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Technical requirements Maximal deviations Control (method and

scope)

Level of liquid poured to the column Change of the liquid level no more than by 3 mm

per three days

The same

Temperature of the cooling agent at

the column output in the stable

operating mode

Temperature should not more than 2 °С differ

from the temperature of the cooling agent in the

distributor per each 100m of the depth of

freezing

continuous

Achievement of the design thickness

and continuity of the ice-and-ground

barrier

Availability of negative temperature in all

thermometric columns located within the ice-

and-ground barrier

continuous

Each column

Rise of the water level in the observation holes in the closed contour

Water level registering

Stability of the cooling agent temperature Indication of the crosswell acoustic

measurements

periodical

6.7.2.9. For the pits where the frozen ground is used as the temporary enclosing structure keeping of the grounds in frozen conditions should be executed in the active mode during the whole period of the construction works.

6.7.2.10. Application of the drill and blast method of works in the area of the ice-and-ground barrier is allowed on the base of specially developed WEP taking the measures against the barrier stability failure and on the intactness of the freezing columns.

6.7.2.11. In case the freezing columns get in the area of the opening section they should be disconnected from the system, the cooling agent should be removed from them, and they should be plugged. The remaining parts of columns should be connected to the freezing system again.

6.7.2.12. Decisions regarding the readiness of the site for execution of basic works and regarding the stop of works on the artificial freezing of grounds should be approved by acts according to the Appendices 6.7.B2 and 6.7.B3.

6.7.2.10. In case of substantiation it is allowed to combine the works on artificial melting of the frozen grounds with other construction-and-mounting works.

6.7.3. Injection grouting

6.7.3.1. The injection grouting at the construction of the underground structures should be applied for driving the sections of loose water-saturated and disturbed rocky grounds, arrangement of the pits fencing, protective screens (curtains), strengthening of foundations of buildings and other structures located in the affecting area of the construction, as well as for liquidation of emergency situations occurring during the construction process.

6.7.3.2. The methods of grouting by the type of applied injection materials can be divided to the cementation, silicatization, and tarring, by the method of injection of the solution into the ground – to the ordinary injection and jet grouting.

6.7.3.3. The method of grouting should be selected on the base of engineering-and-geological and hydro-geological researches, ecological requirements, and technical-and-economical comparison of the grouting variants.

Depending on the engineering-and-geological conditions, purpose, and accepted method of injection the injection solutions on the base of mineral binding or polymeric materials having the wide range of rheological and physical-and-mechanical characterictics and providing the increase of hardness and anti-filtration density of grounds, or the water suppression should be applied for the ground treatment.

The areas of application of different methods are represented in the Table 6.7.2. T a b l e 6.7.2

Method of

grouting

Characteristics of the ground Recommended type and kind of the injection

solution Grounds type (kind) Filtration factor,

m/day

Cementation Rocky fractured, weathered 20 - 100 Cement Different kinds of cement,

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Method of

grouting

Characteristics of the ground Recommended type and kind of the injection

solution Grounds type (kind) Filtration factor,

m/day

and carstified coarsely clastic, coarse- and

medium-grained sands

with inert and chemical additives of different

designation, aerated

solutions on the vibration

milled cements

Slurry Cement, clay, additives of

different designation

Rocky, low fractured, non-

rocky grounds including the fine-grained and

pulverescent sands, clay

sands

От 0,3 - 5 Extra finely

dispersed adhesive “Microdur”

Different marks of the

“Microdur” with plastificator and accelerator

of curing

Jet cementation Loosed grounds, from

coarse-grained to cohesive

grounds

Non

reglamented

Cement for jet

cementation

Cement, cement-and-

bentonite with sodium

silicate and chemical

additives

Silicatization Rocky fractured, coarse-

grained, sands, loesses

5 - 80 Bi-solution

Silicatization

Sodium silicate, calcium

chloride

Rocky, low fractured, medium- and fine-grained

and pulverescent sands,

loesses

0,5 - 20 Mono-solution Silicatization

Soft and hard sodium silica gels with hardeners – acid

and metal oxide solutions

Resining Rocky, low fractured,

medium- and fine-grained

and pulverescent sands,

clay sands

От 0,3 - 5 Resin solutions Carbamide and other kinds

of resins

6.7.3.4. To select the method of grouting and obtaining of the initial data for designing of injection works in addition to the main engineering-and-geological researches the special researches and investigations should be conducted.

At the 1st stage the detailed data regarding the geological structure of the grounds, hydro-geological conditions of the section, and physical-and-mechanical characteristics of the grounds on the base of researches executed according the clause 4.1 or fulfilled additionally for updating of the engineering-and-geological conditions applicably to the specifics of conduction of the injection works should be obtained.

At the 2nd stage the laboratory researches and experimental works on grouting in the natural conditions providing the selection of initial materials for preparation of the solution, definition of its physical-and-mechanical and rheological characteristics should be executed.

After the stipulation of the kind and composition of the injection solution the experimental injection of the ground at the construction site for checking and updating of parameters of the injection grouting, and correction of the grouting technology should be conducted.

6.7.3.5. The experimental grouting, as a rule, should be conducted in the cases when the grouting should be applied for the especially critical structures, or in the extra difficult engineering-and-geological conditions, as well as in case of necessity of guaranteed achievement of the design characteristics of the stabilized ground.

At the execution of experimental works the design volume and radius of grouting, physical-and-mechanical characteristics of the stabilized grounds should be defined, the technological approaches and parameters of injection (discharge pressure, consumption of the injection materials), period of injection per the unit of the ground volume, and in case of jet cementation the solution and air discharge pressure, speed of lifting and rotation of the monitor, number and diameter of nozzles, consumption of the solution per 1m of the well should be corrected.

If the experimental injection is not conducted no less than 10 % of the injection wells should be accepted as experimental.

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By the results of conduction of the injection works the correction of the project documentation by the injection grouting should be executed.

6.7.3.6. During the process of execution of works the technological parameters of the injection works should be corrected depending on the changes in geological and hydro-geological characteristics of the grounds revealed during the process of execution of works.

6.7.3.7. The working documentation on the injection grouting should be elaborated by specialized project organization. The documentation should contain the following technical solutions and data:

- feasibility study of the selected grouting method; - solution on the assignment of the type (kind) of the basement or other structure from the

stabilized grounds, and constructive scheme of the grouting in correspondence with the settled technical problem;

- scale engineering-and-geological plans and cross-sections with inserted design outlines and dimensions of the stabilizing ground masses, as well as requirements to the mechanical, deformational, and other properties of the stabilized grounds;

- data regarding the volumes of the stabilizing ground masses, and total amount of the materials necessary for execution of works;

- location of the injection and reference wells in the stabilized ground mass in plane and by the depth with indication of their depths, slopes, diameters, allowable displacements;

- data regarding the assortment, characteristics, and number of the mechanisms and equipment (drilling, packing, pumping, injection, compressing equipment, vessels, etc) necessary for execution of the mechanisms operation;

- order of treatment of the grounds with injection solutions, their specific consumption, discharge pressure, order of preparation of the injection solutions;

- technological maps and diagrams with description of the methods and technological consequence of the conducted works, man-hours, and demand in the mechanisms and materials by stages, speed of rotation and lifting of the monitor at the jet cementing of grounds;

- scopes of works on the control grouting and instructions on their execution; - additional instructions to the measures on the works quality control, safety measures,

environmental protection; - calendar schedule of works where the consequence and periods of execution of their

separate kinds on the base of the scopes, technology and availability of mechanisms and equipment should be stipulated;

- other data having the general construction nature (auxiliary facilities, activities necessary in case of execution of works in winter conditions, etc).

6.7.3.8. The works on the injection grouting should be executed by the specialized construction organization or by the sector experienced in the conduction of drilling and injection works.

6.7.3.9. Organization of works on the grouting should provide: - preparation of the construction site to the works, including the construction (where

appropriate) of the special chambers, openings at the tunneling in the unstable water-saturated ground areas, fencing of the working sites, arrangement of the temporary domestic premises, warehouses, tents, heating of the ready-mix stations;

- provision of the site with electric power, water, compressed air; - geodetic marking of the tunnel axis and outline at the execution of works with the

daylight surface; - delivery, disposition, connection, and testing of the technological equipment; delivery

and storage of the construction materials; - organization of laboratory service. 6.7.3.10. The injection works should be obligatory documented with indication of time of

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beginning and completion of works, numbers of wells and boundaries of the sites of execution of works, main technical specifications of the used equipment, composition of solutions, etc. It is also necessary to register data regarding the regimes and consumptions of the solutions, their characteristics, results of hydro-testing of the wells, deviations from the WEP requirements and their reasons.

At the execution of the injection works the common works log-book should be kept, as well as the log-books of drilling and hydro-testing of wells, discharge and control of parameters of the injection solution and backfill stones.

6.7.3.11. In case of revelation of changes in the engineering-and-geological conditions, necessity of alteration of the works execution methods, and in the other substantiated cases the further works should be executed after the insertion of corresponding alterations and amendments in the project documentation only.

6.7.3.12. The following requirements should be imposed on the injection solutions: - high penetration ability; - providing the maximal yield of the backfill stone; - possibility of regulation of the technological (rheological) parameters (viscosity, period

of curing or solidification, etc); - mechanical stability and anti-filtration density of the stabilized ground corresponding to

the purposes of injection. The main types of the injection solutions and their short characteristics are represented in

the Table 6.7.3. At the selection of the type and composition of the injection solution it is necessary to

consider: - geological and hydro-geological conditions of the specific site; - injection purpose (increase of the hardness, stability, or water-proofing of the grounds,

filling of the large cavities or fissures, preventing of the water inflow, etc); - designation of the solution (injection, drilling, for arrangement of the casing, soil-cement

piles, etc); - requirements to the physical-and-mechanical characteristics of the stabilized ground, and

to the technological parameters of the solution (density, viscosity, period of curing, etc); - costs and ecological requirements to the materials used for preparation of solutions. 6.7.3.13. At the ordinary injection of the grounds to provide the high strength

characteristics of the grounds (> 1,0 МPа) the all kinds of solutions (suspensions) on the cement base with additives, extra finely dispersed adhesive mineral “Microdur”, silicate (solid gels) with organic and inorganic hardeners (including the bi-solution silicatization), as well as the polymeric resin solutions should be used.

To increase the water-proofing (anti-filtration density), stability, and to provide the hardness of the stabilized ground within 0,3 and 1,0 МPа the slurries of liquid consistencies with the sodium silicate and bentonite clay, extra finely dispersed adhesive “Microdur”, silicate solutions with inorganic hardeners (mono-solution silicatization), polymeric resin solutions of low concentration should be used.

For the jet cementation of the grounds it is recommended to apply the suspensions of the mineral adhesives (cement, bentonite clay, etc) of liquid consistencies.

To improve the properties of all kinds of solutions the different additives, regulating the rheological features of the solutions (viscosity, period of curing or solidification) and characteristics of the stabilized ground (hardness, water-proofing, etc) should be used.

6.7.3.14. The injection solutions (suspensions) on the base of mineral materials (cement, clay, ash, etc, additives) should be used for filling of the cavities, large pores and fissures, increase of the hardness and water-proofing of the coarse-pored loosed grounds with the filtration factor of 50 m/day and more, as well as for fractured rocky grounds with fracture

opening value of 0,1 mm and more, and specific water absorption of 0,01 l/min⋅mm of the

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water column and more. 6.7.3.15. It is recommended to use the extra finely dispersed adhesive “Microdur” for

injection of porous grounds (including the pulverescent and fine-grained sands) with the filtration factor of 0,3 m/day, and fine fractured rocky grounds with fracture opening value of 0,05 mm and more, as well as in the cases when the considerable increase of the hardness of the used grounds is required, or application of the resin solutions is prohibited by the ecological requirements.

6.7.3.16. The extra finely dispersed adhesive “Microdur” suspensions have the properties of the ordinary cement suspensions and differ from them by the grain-size composition, that provides their viscosity comparable with the viscosity of water and dispersion-free adhesives (soluble in water polymeric resins). They can be applied in all ground conditions where application of the cement and silicate and polymeric materials solutions is possible.

6.7.3.17. The silicate solutions should be used to increase the hardness and water-proofing of porous grounds with the filtration factor from 0,5 to 80 m/day, and fine fractured rocky grounds with the fracture opening value of 0,05 mm and more, as well as for initial or secondary (after the injection of the cement-based solutions) treatment of grounds.

To provide the high strength characteristics of the ground (2,0 МPа and more) the bi-solution silicatization, and mono-solution receipts with the hydrofluorosilicic acid hardener should be used. The other silicate receipts provide the hardness of the stabilized ground within 0,3 - 1,0 МPа, and water impermeability of the ground, and can be applied as for treatment of grounds before and after their cementing, as independently, according to the hydro-geological characteristics of the grounds and requirements to the grouting.

6.7.3.18. The injection solutions on the base of polymeric resins (as a rule, carbamide resins of the КМ marks, with the oxalic acid hardener) should be used for injection to the fine fracture sand porous grounds with the filtration factor of 0,3 m/day, however, application of the polymeric resins can be restricted by the ecological requirements.

6.7.3.19. In the cases when the treated grounds have increased content of carbonates or organic particles (0,1 - 3,0 %), or it is necessary to decrease the filtering-off degree of the liquid phase of suspensions on the base of mineral adhesives at the injection of fractured porous grounds, it is recommended to conduct the preliminary treatment of the grounds with lean acid solutions (hardeners to the resin solutions).

6.7.3.20. The scope of works on the injection grouting includes the drilling, wellhead completion and location construction and well testing, preparation and injection of the injection solution, retrieving of the drilling equipment (injectors, cup-type, etc), as well as the works on the quality control of the grouting. T a b l e 6.7.3

Type of injection

solutions

Characteristics of injection solutions Characteristics of

stabilized ground

Composition of

solution

Density

of

solution,

g/cm3

Weight or

volume

ration of

components

Curing

period

(beginning

- end), h

Flowability,

cm

(viscosity,

cP)

Hardness,

МPа

water

impermeability

Кf. cm/s

Stable and

unstable suspensions

Cement Different kinds of

cement. Including the vibration

milled, with inert

and chemical

additives of

different designation

1,2 - 2,0 W:C = 0,5 -

10

0,75 - 12 18 - 24 Up to 30 10-4

Cement-and-clay

Cement, clay, additives of

different

designation

1,5 - 1,65

C:A = 1:1 - 1:4

W:C = 0,5 -

5

4 - 24 То же Up to 25 10-4 - 10-6

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Type of injection

solutions

Characteristics of injection solutions Characteristics of stabilized ground

Composition of

solution

Density of

solution,

g/cm3

Weight or volume

ration of

components

Curing period

(beginning

- end), h

Flowability, cm

(viscosity,

cP)

Hardness,

МPа

water

impermeability

Кf. cm/s

Cement for

jet

cementing

Cement, cement-

bentonite, with

sodium silicate

and chemical additives

1,5 - 1,6 W:C = 0,8 -

1

2 - 4 18 - 24 Up to 30

Extra finely

dispersed

adhesive

“Microdur”

“Microdur” with

plastificator and

accelerator of

curing

1,1 - 1,5 W:C = 6 - 1

2,5 - 4,0 20 - 30 0,5 - 30 10-6 - 10-9

Solutions

of silicates

and resins

Bi-solution

Silicatization

Sodium silicate 1,35 -

1,44

1

0 - 0,01 (25 - 50) 1,5 - 3,5 10-4 - 10-6

Calcium chloride 1,26 1

Bi-solution

Silicatization

(soft gels)

Sodium silicate 1,04 -

1,19

1

0,5 - 16 (1,5 - 3,0) 2 - 4

10-6 - 10-9

Hardeners:

Phosphoric acid 1,025 3 - 4

Sulphuric acid 1,06 0,87

Aluminium

sulphate

1,06 0,47

Sodium aluminate 1,05 2,0 - 0,35

Hydrofluorosilicic

acid

1,037 0,01 - 0,02

The same

(hard gels)

Sodium silicate 1,3 1

0,5 - 1 (3 - 5) 20 - 40 Hydrofluorosilicic

acid

1,08 -

1,10

0,2 - 0,3

Resin

solutions

Carbamide resin

of the КМ mark

1,08 -

1,16

1

0,07 - 4 (3 - 14) До 30 Hardeners:

Oxalic acid 1,03 -

1,04

0,03 - 0,15

Hydrochloric acid То же 0,04 - 0,10

N o t e - W:C – water to cement ratio; C:A – cement to additive ration.

6.7.3.21. The scope of works in the jet cementing of the grounds includes the drilling of the pilot wells and lowering of the monitor into the well, it’s installation at the design depth, preparation of the injection solution, lifting of the monitor with simultaneous supply of the injection solution through the nozzles, wash-out of the cavities in the ground and their filling with soil-cement material, retrieval of the working body and moving of the aggregate to the next point.

6.7.3.22. All design wells before the drilling start should receive numbers indicating the regular position of the wells at the field of operation regardless from the drilling and injection periods.

All additional wells drilled during the injection works should receive the numbers of the nearest design wells with addition of «п» symbol (repeated), «к» symbol (reference), etc.

6.7.3.23. Drilling and injection of the wells should be conducted, as a rule, from the external outlines to the internal ones, from the lower to the upper wells, and by the method of consecutive approximation of the wells – by stages. At such consequence the next separate wells or groups of wells are reference relating to the previously used or formed at the jet cementation soil-cement piles.

The real displacement of the wellheads from the design position should not exceed 0,1 m. 6.7.3.24. The exploration and injection wells at the sections with high water head should be

drilled through the preventer units in order to prevent the water breakthrough with

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uncontrolled removal of ground and provide the possibility of prompt injection of the solution into the well for liquidation of removal.

6.7.3.25. Depending on the hydro-geological conditions of the section and accepted technology of injection at the injection of solution the conductors (to provide the given direction of wells, shoring and hermitization of wells), or packers (for hermitization of wells) in case of treatment of the fractured grounds through the drilling rod or cap column, as well as pill injectors or cap columns in case of treatment of the loosed grounds should be used.

The injection suspensions on the base of extra finely dispersed adhesive “Microdur” should be injected into the grounds only through the cap columns.

6.7.3.26. It is recommended to execute the drilling of wells and injection of solutions by the method of downward (the well is drilled at the depth of the first run, injected, then the injected area is drilled-out, and the well is drilled at the length of the second run, etc) or upward runs (the well is drilled-out to the whole depth, and treatment of the ground is executed by the sequential runs, from the well bottom to the wellhead).

The depth of runs (length of treated wells) should not exceed 10 m. In the unstable disturbed grounds at the crossing of sections with big water inflow their depth should be decreased to 3 m.

6.7.3.27. The additional wells should be drilled in the case the areas with the solution loss 10 times exceeding the average loss for the given stage of wells, areas with inadequate injection, or well sections that cannot be drilled to the design depth by the production circumstances are revealed among the injected wells.

6.7.3.28. The equipment for execution of the injection works should be selected depending on the method of grouting (injection, jet cementing), scope of works, type of the injection solution, and technological flow-sheet of its preparation and injection.

The mixing and injection equipment should provide the proper mixing of the solution components and required injection pressure, high work speed at the minimal labor and material expenses, minimal blockage of the construction sites, convenient transportation, mounting and demounting, and safety maintenance.

6.7.3.29. Materials during the process of preparation of the solutions by the mechanized method should be dozed by mass. Water and water solutions of silicates, resins, and additives should be dozed by volume. The accuracy of dozing for water and cement compiles up to 3 %, for the given component volumes of the silicate and resin-based solutions, as well as additives – up to 5 %.

The each next component should be fed to the vessel of the mortar mill after obtaining of homogeneous mixture of previously fed components in the full volume.

The additives for improvement of the solution properties should be prepared beforehand in the kind of higher concentration solution, and injected into the tempering water in the amount providing their working concentration in the injected solution.

6.7.3.30. The components of the cement-based solutions should be fed into the mortar mill in the following order: water – bentonite clay - cement – sodium silicate. The prepared slurry should be continuously mixed or moved up to the moment of its injection to the well, and should be used during no more than four hours after its preparation.

6.7.3.31. Suspension of extra finely dispersed adhesive “Microdur” should be prepared in the high-speed mortar mill with the blender rotary speed no less than 3000 rpm at the electric motor power no less than 2 KW, or in the turbulence mixer with actuator and automated dozing of the adhesive, water, and additives.

The order of the components feed into the mortar mill: water – super-plasticizer С-3 – accelerator of curing – mineral adhesive extra finely dispersed adhesive “Microdur” (gradually and by batch).

6.7.3.32. At the mixing of components of the silicate and resin solutions in the mortar mill the hardener should be added to the silicate and resin, При смешивании компонентов

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растворов силикатов и смол в растворомешалке отвердитель добавлять к силикату и смоле, and not the reverse; the design time of the gel formation should be controlled by means of solution sampling with registering of the moment of the gel formation.

6.7.3.33. The injection solution should be injected to the well directly after the hydraulic testing.

6.7.3.34. Depending on the solution kind the injection should be executed by the single-component scheme – using one pump, by the single solution supply conduit (the solution components should be mixed in the mortar mill before the injection) or by the double-component scheme - using two pumps, by two solution supply conduits (the solution components should be mixed in the hydraulic blender at the wellhead).

6.7.3.35. Injection of the solution should be executed by the clamping method using the pumps with variable-speed drive, or by semi-circulating method using the pumps with non-controlled drive.

6.7.3.36. The normal injection is the mode where the solution injection is conducted continuously, with gradual decrease of the solution supply; in this case the solution pressure corresponds to the limit pressure, or gradually increases to the limit pressure, and all injected solution gets into the ground.

The composition of injected solution should not change when at the continuous injection the supply of the solution decreases with the constant pressure, or the solution pressure increases at its constant supply.

Density of the solution should be increased if the pressure does not rise at the maximal supply of solution, or the solution supply does not fall at the limit pressure.

6.7.3.37. In case the solution leaks out to the surface or to another well the place of leak should be immediately plugged (oakum, wooden wedges and plugs, quick-setting mortar). The thickening of solution, decrease of the injection pressure, etc, can also be effective.

In case it is impossible to stop the solution leakage during the injection process the well should be left for settling to the period from several hours to 2 - 3 days.

6.7.3.38. Injection of solution at the jet cementing of the ground should be conducted using the high-pressure triplex pumps (up to 60,0 МPа) by the armored injection hoses connected with monitor (drilling rod).

The monitor should be lowered into the well with supply of water and air with low rate and pressure. After installation of the monitor at the design depth the destruction of the ground should be conducted at the fixed position of the monitor during 1 – 2 min (to the moment when the pulp comes out of the well), and then solution and air rate and pressure should be increased to the operating values, after that the monitor should be lifted.

The monitor should be lifted smoothly and continuously. The maximum allowable speed of lifting should be stipulated by the results of experimental works.

6.7.3.39. The most effective treatment of the loose or low cohesive grounds is achieved at the relatively large rates of the injection solution, and the cohesive ones (compacted, argillo-arenaceous grounds, clays) – at the relatively high solution injection pressure.

6.7.3.40. The injection solution rate at the jet cementation of the ground should be regulated by the removal of solution with the pulp from the well. The normal process of cementation is accompanied by negligible removal of solution, at the excessive removal of solution its supply should be decreased, and at the lack of removal - increased.

6.7.3.41. At the injection of the silicate and resin-based solutions the injection mode should be selected depending on the gel formation period allowing executing of the injection of necessary amount of solution taking into consideration the permeability of grounds, solution viscosity, and allowable injection pressure.

6.7.3.42. The quality control and evaluation of completion of the injection works should be conducted systematically in the following scope:

а) acceptance control of coming materials – inspection of their conformance to the

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standards, technical conditions, certificates, and other documents certifying the quality of materials, checking of observance of requirements to their unloading and storage;

b) operative control of execution of works – checking of their correspondence to the project, and correction of technological parameters of drilling and injection of solutions after the updating the engineering-and-geological conditions;

c) control works on definition of results of the grouting by injection or jet cementing, and on the evaluation of quality after the completion of design scope of works, as well as acceptance control with compiling of the concealed works acceptance act.

6.7.3.43. The quality of injection grouting should be evaluated by the results in testing of reference wells and samples of stabilized ground.

The type and scope of the control testing should be stipulated depending on the specific conditions of the construction on the base of analysis of executive documentation in the grounds injection.

6.7.3.44. The quality of the jet cementation of the grounds should be stipulated on: - stability of walls and remaining debit of the reference wells; - specific water absorption of the reference wells; - sampling and testing of the stabilized ground cores; - dynamical penetration or static load testing of the stabilized ground mass; - geophysical investigations of solidity, homogeneity, and hardness of the stabilized

ground. The injection works on the grouting should be considered to be completed and satisfactory

after the design volumes of the grouting, and required physical-and-mechanical characteristics of the stabilized ground (hardness, water impermeability, water-proofing, etc) are provided.

6.7.3.45. The quality control and evaluation of completeness of works should be conducted by the committee including the representatives of the construction organization, customer, and project organization.

The following should be submitted to the committee: - project documentation on the injection works, additions and alterations in them; - executive drawings on the completed section of works, the work execution log-books

according to the Appendices 6.7.C1, 6.7.C2, 6.7.C3, 6.7.C4, as well as the acts according the Appendices 6.7.C5 and 6.7.C6;

- results of definition of characteristics of the materials used for injection, data of the injection solutions and stabilized ground testing;

- documentation on the control works. By the results of consideration of the submitted documentation the committee compiles the

act of the site readiness to execution of the basic works according to the Appendix 6.7.А4.

6.8. Construction sites

6.8.1. Development of the general layout of the construction site should be executed taking into consideration the most effective dislocation of permanent equipment and facilities, minimal expenses on the arrangement of engineering communications, permanent and temporary roads and approaches, saving of the existing buildings, underground communications, green plantings, providing of normal living conditions of population in the construction site area, observance of the fire safety and sanitary requirements.

6.8.2. At the preparation of territories under the construction site the following should be provided:

- resettlement of inhabitants, transfer of organizations and enterprises from the construction area;

- demolition, re-laying, or liquidation of the existing engineering networks and structures; - arrangement of the bypass roads, or diversion of the traffics to other city roads taking into

consideration the unobstructed passage of the special designation transport vehicles to all buildings situated in the adjacent to the construction city quarters, and pedestrian passage;

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- definition of the technical conditions of buildings and structures situated in the construction site area, draw up of corresponding documents;

- Installation of the geodesic-and-surveying marks; - stacking of the axes and contours of the erected buildings and structures. 6.8.3. The construction organization - general contractor should specify the planned-high-

altitude position of the existing underground engineering structures together with representatives of the operating organizations no later than 7 days before the beginning of works on their re-arrangement, and obtain the directive regarding the measures providing safety of these structures during the execution of construction and mounting works.

6.8.4. The construction organization - general contractor should appoint the person responsible for execution of works at the construction site by order, and should submit to him (her) the following documents:

- act of transfer of the construction site territory from the customer to the general contractor organization;

- schedule of works executed by the general contractor and subcontractor construction organizations, and protocol of delimiting of their responsibilities;

- works execution log-book on the development of the construction site, drawn up and issued by the customer;

- log-book of the field supervision of the project organization. 6.8.5. The construction site territory should be fenced by close timbering according to the

approved general layout and GOST 23407. The fencing structure should be dismountable with unified elements.

The appearance of the fencing and its painting should be agreed with municipal administrative authorities. The wooden details of fencing should be covered with fire-proof compositions.

At the acceptance of fencing its straightness and verticality should be checked. At the fencing, as a rule, near the entrance to the construction site the following should be

installed: - information board with the name of the object; address, time of the start and the end of

construction; name of the customer and general contractor construction organization; surname, position, and telephone number of the responsible executor of works;

- board with the scheme of the motor transport traffic on the territory of the construction site, and speed limitation sign;

- board with the plan of the object fire protection for the period of construction with indication of entrances, buildings, structures, and passages, places of location of the water sources, fire extinguishing facilities and communications.

6.8.6. The entrance to the construction site should be equipped with remote controlled gates providing the passage of the transport vehicles with off-gauge load.

The separate entrances should be equipped for the people pass. 6.8.7. The construction site territory should be designed and equipped with the system of

collection and removal of the surface (storm and flood) waters to the municipal storm sewerage.

6.8.8. The vegetable soil cut at the planning should be removed to the places of temporary disposal or permanent burial. Suitability of the cut soil for the execution of recultivation works should be stipulated according to the clause 5.18.

6.8.9. The temporary roads with hard surface should be laid before the beginning of works on the erection of temporary buildings and structures. At the places of road crossing with temporary engineering communications the encasements should be embedded.

6.8.10. At the exit from the construction site territory the washing of wheels with cleaning facilities and re-circulating water supply system should be provided.

6.8.11. At the basic construction sites, as a rule, should be located:

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- shower combine with medical center, canteen, and rest room; - office of the site and surveying manager; - mechanical shop for routine maintenance of the units of machines and mechanisms and

manufacturing of non-uniform details; - pneumatic shop for preventive maintenance of instrumentation; - blacksmith and drill maker shop; - compressor station (in case of lack of centralizing compressed air supply); - reinforcement bars shop; - complete transformer substation; - warehouse premises and site for storage of equipment and materials. The composition of the temporary buildings and structures at the intermediate sites should

be stipulated on the base of the site designation. 6.8.12. The construction sites should be equipped with engineering communications,

power supply systems, radio transmission, security and fire alarm, mobile communication facilities, and internal and external telephone communication lines with true output to the city АТS (Automated Telephone Station).

Application of the loud-speaking communication is not recommended at the location of the site near the existing inhabitant area.

6.8.13. Arrangement of the lightning protection of buildings and structures should be executed according to the SO (Specification of Equipment) 153-34.21.122; earthing of electrical installations, metal structures, vans, and other structures at the construction site – according to the PB 03-428 and PUE.

6.8.14. The color decoration of the temporary buildings and structures should be executed in correspondence with the architectural-and-composition solutions agreed with the regional architectural-and-planning organization.

It is allowed to place the commercial advertisement, information boards, artworks, etc on the buildings and fencing of the construction site providing that the advertisement is registered in the established order.

6.8.15. It is allowed to locate the administrative premises, premises for sanitary-and-hygienic and domestic service of the personnel, and premises for provision of technological demands of the construction in the existing city buildings and structures in case of agreement with the administrative, sanitary and fire supervision authorities.

6.8.16. The measures on provision of fire safety, location of the primary firefighting facilities and fire alarm system should be taken according to the COP, PB 03-428, as well as PPB 01 and NPB 104.

6.8.17. Storage of the construction materials and structures should be executed according to the SNiP 12-03, PB 03-428 and TU on materials and structures.

Warehouses for storage of material-and-technical resources should be created with observance of the storage areas and production resources standards.

6.8.18. The hoisting cranes and technological equipment should be installed at the flattened sites with hard surface according to the certificates, instructions on the operation of corresponding equipment, and PB 10-382.

6.8.19. The dangerous areas at the operation of mechanisms and equipment should be fenced and marked with caution signs and signals well visible in the dark time of day. Placement of the equipment, materials, goods, and presence of people in the dangerous areas is not allowed.

It is recommended to arrange on the territory of construction sites the pedestrian ways with the width no less than 1 m for passage without cargo, and 2 m for passage with cargo, and to break them with minimal number of crossings with transport vehicles passages and under-crane ways.

The passages through the pits and trenches should be equipped with pedestrian bridges

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having the width no less than 1 m with 2-side handrails according to the GOST 12.4.059. The passages with the slope more than 20° should be equipped with the duckboards having the width no less than 0,6 m with stairs and one-side handrails.

The passages of people in the dark time of day should be equipped with lighting without the blinding effect.

6.8.20. It is recommended to use for technological needs the treated mine waters according to TU (Technical Conditions) on the specific production processes.

6.8.21. It is advisable to organize the preparation of the concrete mixture at the regional concrete production plant closest to the constructed line. It is allowed to deliver the concrete mixture in the transport mixer.

6.8.22. Leaving of the construction site and development of its territory should be conducted with completion of the CMW. The territory developed according to the project should be commissioned by the municipal administrative-and-technical inspection with participation of the road services, management of the passenger transport, State Traffic Safety Inspectorate (STSI), owners of the external engineering communications and structures. Herewith the repeated technical examination of the buildings and structures stipulated by the project with participation of the interested organizations and corresponding registering of the results is obligatory.

The reinforced concrete structures and materials not used during the construction should be utilized; burial of the construction wastes is not allowed.

6.9. Superstructure and contact rail

6.9.1. The track laying works in the tunnels should be started after the execution of works according to the clause 6.16 of the SNiP 32-02, installation and concreting of the line control survey point, arrangement and commissioning of the concrete foundation under the track mounting.

It is recommended to execute the track laying works according to the Instruction [1]. 6.9.2. The working teams executing the track laying works should be obligatory equipped

with technological labor-saving devices for the arrangement of the superstructure and concreting of the permanent tracks.

6.9.3. Delivery of instruments and materials to the tunnel should be executed according to the WEP using the shafts, material wells and rail descents; and to the place of track laying – using the locomotive or railmotor car traction by the tracks with narrow and standard rail gage.

6.9.4. the mounted, realigned, and released track should be accepted by the act by the surveyors of the general contractor organization under the laying of the track concrete.

6.9.5. The concrete base of the track after the assembling of the water gutter formworks and anticreeping devices of the pits should be cleaned and washed by the water stream under the pressure; the rail joints, fastening blocks, and spacing jack bars should be protected from the contamination.

6.9.6. The track concreting should be executed by sections with the length no less than 25 m with thorough compacting of the laid concrete mixture by vibrators.

At the mechanization of the concrete works using the larry cars and concrete pumps it is advisably to apply the rail concrete mixing station for preparation of the concrete mixture directly at the site of concreting.

The spacing jacks, water gutter formwork, and anticreeping devices pits should be removed after the track concrete reaches no less than 50 % of the design hardness.

The cavities revealed under the cross-ties and short cross-ties should be filled with the combo with the cement to sand ratio 1:2 with its injection by the hand pump through the holes drilled in the concrete.

The rolling stock traffic on the concreted track is allowed for the transport units having the weight up to 0,5 tons when the concrete reaches 30 % of the design hardness, and for the ones

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having the weight more than 0,5 tons - 70 % of the design hardness. 6.9.7. The track laying works at the above-ground sections should be executed after: - completion of works on the drainage facilities and laying of all underground

communications; - preparation of the road bed and its commissioning under the track mounting; - installation of the line control survey points. The arrangement of the road bed and superstructure should be executed according to the

SNiP 32-01. 6.9.8. The tracks with the reinforced concrete cross-ties at the above-ground sections

including the parking tracks of the electric depot should be laid on the prepared road bed by the 25 m links; the materials should be delivered to the head of laying using the railmotor car traction at the platforms with crane by the laid and realigned track sections.

The parking tracks laying should be conducted simultaneously with laying of the track switches beginning from the rail joints next to the frogs, or from the joints of the frame rails.

The tracks in the buildings of the electric depot should be laid on the prepared structures of the inspection pits in the direction from the joint of the parking tracks.

6.9.9. Installation of the contact rail should be executed by welded rail strings according to the clause 6.17 of the SNiP 32-02.

6.9.10. Before the putting of the track into operation the track and contact rails, fastenings, hangers, and protection boxes should be cleaned from the dust and dirt, the hangers and insulator brackets should be coated with asphalt varnish.

6.10. Mounting of equipment

6.10.1. Preparation to execution of works

6.10.1.1. The WEP on the transportation and mounting of the equipment should be developed, as a rule, by the mounting organization and correspond to the SNiP 3.01.01.

6.10.1.2 The mounting and using of the hoisting machines and mechanisms, load grippers, fixtures and packing should correspond to the PB 10-382.

6.10.1.3. The equipment, goods, and materials in complete with the technical documentation of the enterprises-manufacturers should be delivered for mounting in the established by the WEP order and periods.

The heavy and large-size equipment should be delivered directly to the mounting area. At the delivery of equipment to the mounting place in the package the latter should be opened with participation of the customer and contractor.

6.10.1.4. After the conducting of revisions or repair of the equipment its correspondence to the technical and design documentation should be defined by the committee with participation of representatives of the customer, contractor, and executor of the revision or repair.

The revision of the large-size equipment should be conducted at the place of mounting. Removal of defects emerged by the reason of violation of the storage, delivery regulations, or exceeding of the expiry dates should be executed by the guilty party.

6.10.1.5. The organization accepted the equipment and materials is responsible for their saving. Storage of the equipment and materials should be executed in correspondence with the technical documentation of the manufacturer.

6.10.1.6. It is advisably to execute the delivery of the large-size equipment to the place of mounting at the line sections constructed by the closed method preferably after the permanent track laying; for delivery of the cable goods, pipes, and other long length materials the special wells should be used. At the sections constructed by the cut-and-cover method the openings in the structure floorings and walls should be left for these purposes.

Transportation of the equipment by the operating line tracks should be executed in correspondence with indications of the Underground Railroad administration.

6.10.1.7. The structures commissioning under the mounting of the equipment and communications should be equipped with temporary lighting, ventilation, water supply and

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electric power supply. By the beginning of the mounting works it is necessary: - to execute the construction works in the full volume; - to lay the concealed communications, to make the mounting openings and holes with

diameter more than 30mm in the walls and floorings, and to put the sleeves. Dimensions of the openings not indicated in the project documentation should be accepted according to the Appendix 6.10А;

- to reinforce temporary, where appropriate, the construction structures, to prepare and pass the under-crane ways, monorails, other structures and embedded items;

- to erect the fencings of openings, coverings of gutters and hatches; - to render the walls and niches in the premises at the places in installation of the

equipment, sanitary and heating devices and communications, to arrange the underlayments under the floorings, to install the locks in the doors;

- to execute the decoration works in the premises commissioning under the mounting of the electrical equipment, automation and communication facilities (painting of the premises with the lime white is not allowed), to install the means of protection from the direct sun rays at the windows (jalousie, sun blinds), to create the THR (temperature and humidity regime) with the air temperature no less than 10 °С and relative humidity no more than 65 %;

- in the premises designated for the mounting of the computers to provide the air conditioning and regular thorough removing of the dust;

- to execute the preliminary aggregation of the equipment into the mounting blocks. 6.10.1.8. The construction objects should be submitted to the commissioning for mounting

of equipment in the whole or partially in the following composition: - part of the station including the structures located at the level of platform; - escalator tunnel with the tension chamber, machine room, corresponding production and

service premises; - vestibule with passenger crossing and staircases. The partial commissioning of the

premises is allowed: the premises at the level of the ticket hall; the premises at the level of platform and intermediate floor; pedestrian crossing; staircases with the under-stair premises. In this case the production premises should be submitted for the commissioning first;

- main line tunnel section from the station to the current distributing point including the integration with the near-tunnel structures;

- separate underground or above-ground structure; - separate bays of the storage-and-repair building (SRB), motorcar depot, etc. 6.10.1.9. The readiness of the construction part of the structures to the beginning of the

mounting works should be approved by the committee acceptance. At the acceptance of the premises the correspondence of the executed works to the project documentation and technical documentation of the equipment manufacturer should be checked.

6.10.1.10. Before the mounting of the escalators control survey points it is necessary to mark:

- level of the lower entrance site; - level of the upper entrance site; - lower vertical base; - upper vertical base; - escalator tunnel axis; - places for installation of the string-axes of the escalators. The places of installation of the control survey points should be selected taking into

consideration their use at the all stages of mounting and during the operation period. At the installation of the control survey points the allowable deviations from the construction assignment data should be accepted according to the clause 6.3.

6.10.2. Mounting works

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6.10.2.1. The mounting works should be conducted on the base of the following regulatory documents:

а) in the electrotechnical facilities - SNiP 3.05.06, GOST 10434 and PUE; б) in the automation systems - SNiP 3.05.07; в) in the train traffic control facilities - PR 32 ЦШ (Digital Scale) 10.02 and PR 32 ЦШ

10.01; г) in the communication facilities – OSTN (Industrial Construction-and-Technical

Standards) - 600; д) in the protective earthing facilities - PUE; е) in the sanitary-and-technical installations - SNiP 3.05.01, SNiP 3.05.05; ж) escalators - PB 10-77; и) high-pressure vessels - PB 03-576. 6.10.2.2. At the execution of mounting works the standard sets of special tools,

mechanisms, and fixtures by the kinds of works should be used. 6.10.2.3. At the execution of mounting works, testing of equipment, registering of the work

results it is necessary to follow the information and document forms represented in the appendices.

6.10.2.4. The factory-made goods having the higher mounting readiness should preferably be applied as the bearing structures.

6.10.2.5. The parts of escalators containing rubber in the cases of their storage at the negative temperature before the mounting should be left to the moment when their temperature will be equal to the temperature of air in the escalator premises, but no less than 5 °С.

At the installation of the rough pads under the escalator structures application of more than three pads in one set and cut of the part of pad to compensate the non-parallelism of the bearing surfaces is not allowed.

Before the mounting of the staircases the adjustment of the mechanical part of the emergency and working brakes should be executed.

At the mounting of the staircases it is allowed to apply the remote control console. 6.10.2.6. At the installation of equipment the final tightening of the nuts of anchor screws

should be executed after the socket grout material reaches no less than 70 % of the design hardness. The bearing surface of the equipment should be tightly born against the basement.

6.10.2.7. The passages of the wiring through the bearing structures and floorings should be executed in the steel pipes, and passages through the partitions – in the penetrations, ducts, pipes.

6.10.2.8. The pipes for the wiring should correspond to the conditions of laying, mechanical and corrosion resistance of the premises environment.

6.10.2.9. The distance between the points of fastening of separate cables or wires at the open laying directly on the construction structures or in the steel bus should be no more than 0,3 m; the distance between the bus fastening points – no more than 2 m.

It is allowed to execute the fastening of the bus to the construction structures of the facilities, except for the main line tunnels, using the fastening gun.

6.10.2.10. The earthing conductors should be protected from the corrosion, mechanical damage, and should be accessible for inspection. In case of use of the steel pipes as the earthing conductors it is necessary to observe the integrity of circuit at the places of their connection.

6.10.3. Individual testing of equipment

6.10.3.1. The scope of individual testing of the equipment of electrical installations should correspond to the requirements in the documentation issued by the manufacturers.

The scope of testing includes: - checking of correspondence of the installed equipment to the project documentation and

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regulatory requirements; - preparation to the activation of the mechanical and electrical equipment; - testing of the operation of the installation at idle speed element-by-element, at the local

control with power supply by the temporary or permanent circuit; - testing of the equipment at idle speed and under the load. 6.10.3.2. Before the individual testing at the electrical installation the mode according to

the POT (Labor Protection Rules) RM-016 /RD 153-34.0-03.150 should be installed. 6.10.3.3. In case of revelation of defects during the process of individual testing of the

equipment and pipelines the testing should be repeated after the removal of defect. It is not allowed to remove the defects in the vessels, apparatus, and pipelines under the

pressure, and in mechanisms and machines during their operation. 6.10.3.4. The individual testing of escalators should be conducted in three stages. 1st stage – testing of drive. It should be conducted after the mounting of the Е zone, locking

devices, and adjustment of the electrical equipment. The devices of the control circuit, working brake, locking devices, main and reserve drive should be tested.

2nd stage – testing of drive with staircase. It should be conducted after the mounting of staircase. The escalator activates by the reserve drive «upward» and «downward» up to full revolution of the staircase.

3rd stage – testing of operating of escalator by the main drive for 1 h in the each direction after the completion of all mounting works.

6.10.3.5. The testing of the sanitary-and-technical systems should be executed according to the SNiP 3.05.01.

Testing of systems with application of the plastic pipelines should be conducted according to the SP 40-102.

The testing should be conducted before the beginning of decoration works. The pressure gauges applied for testing should be tested according to the GOST 8.002.

6.10.3.6. The systems of internal hot and cold water supply should be tested by the hydrostatic or manometric method before the installation of draw-off fittings.

At the hydrostatic method of the systems testing the value of the testing pressure should be equal to 1,5 of the excessive working pressure. The systems are considered as passed the testing if during 10 minutes at the hydrostatic method of testing the drop of pressure does not exceed 0,05 МPа, and there are no condensate in the welded joints, pipes, threaded connections, and fitting, as well as the water leakage through the flushing facilities. After the completion of testing the water should be discharged from the system.

The manometric testing of systems should be conducted in the following consequence: - fill the system with air under the pressure of 0,15 МPа; - In case of aurally revelation of air leakage decrease the pressure to atmospheric value and

eliminate the defects; then fill the system with air under the pressure of 0,1 МPа and hold it under the testing pressure for 5 min. The system should be considered as passed the testing if the pressure drop does not exceed 0,01 МPа.

6.10.3.7. Testing of the water heating systems should be conducted at deactivated expansion vessels by the hydrostatic method under the pressure equal to 1,5 of the working pressure but no less than 0,2 МPа in the lower point of the system. The system is considered as passed the testing if during 5 minutes the drop of pressure does not exceed 0,02 МPа, and there are no leakage in the system elements.

6.10.3.8. The steam heating systems with the working pressure up to 0,07 МPа should be tested by the hydrostatic method under the pressure of 0,25 МPа in the lower point of the system; the systems with the working pressure more than 0,07 МPа – by the hydrostatic method under the pressure equal to the working pressure plus 0,1 МPа, but no less than 0,3 МPа in the upper point of the system. The system is considered as passed the testing if during 5 minutes the drop of pressure does not exceed 0,02 МPа, and there are no leakage in the

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system elements. 6.10.3.9. The steam heating systems after the hydrostatic or manometric testing should be

checked by steam under the working pressure of the system. The steam leakage is not allowed here.

6.10.3.10. The heat run of the heating systems should be conducted for 7 h with checking of the warming-up uniformity of the heating devices by feel.

6.10.3.11. The internal sewerage systems should be tested by the water pass method with the simultaneous opening of 75 % of sanitary devices connected to the testing section during the time period necessary for its inspection. The system is considered as passed the testing if during its inspection there is no leakage in the places of the pipeline joints.

6.10.3.12. The internal drainage systems should be tested by filling with water up to the level of the upper rainwater head. Duration of the testing should be no less than 10 min. The drainage systems are considered as passed the testing if during their inspection there is no leakage, and the level of water in the stand pipes does not fall.

6.10.3.13. The pressure networks of sewerage and unwatering made from the steel pipes with cast iron fittings should be tested under the hydrostatic pressure equal to 1,25 of the working pressure, but no less than 0,5 МPа. Duration of the testing should be no less than 10 min during which the pressure should not drop more than by 0,05 МPа.

6.10.3.14. The ventilation and air conditioning systems should be tested after the completion of the general construction and decoration works in the premises of the ventilation installations, and conducting of individual testing of the power supply, heating systems, etc.

The pressure air-ducts of the exhaust ventilation system of the accumulator premises (in case of installation of open acid batteries in them) should be tested under the pressure twofold exceeding the working pressure. At the testing for 1h no more than 10 % pressure drop is allowed.

Testing of ventilators of the tunnel ventilation system should be conducted in correspondence with the instructions issued by the manufacturers.

6.10.3.15. The insulation of the more than 1KV voltage electrical equipment should be tested by the increased DC voltage according to the RD 34.45-51.300.

6.10.3.16. The insulation of the electrical equipment of the voltage within 60V and 1KV including, and secondary commutation circuits should be tested by means of measuring of its resistance with 2,5KV megohmmeter. The insulation resistance should be no less than 0,5 МОhм.

The insulation of the foreign electrical equipment having the electric strength below the standard in case of lack of instructions of the vendor should be tested under the voltageм equal to 90 % of the factory testing voltage.

The testing of grounding facilities of the electrical installations should be conducted according to the PUE.

6.10.3.17. The strength of the structures for suspension of lamps in case of lack of instructions in the project documentation should be tested for 10 min under the static load equal to:

а) for the lamps with the weight up to 100 kgf – fivefold relating to the lamp weight; б) for the lamps with the weight more than 100 kgf - twofold relating to the lamp weight

plus 80 kgf. The structure is considered as passed the testing at the absence of visible deformations. 6.10.3.18. The necessity and testing method of the cable structures located in the main line

tunnels should be defined in the project documentation. Installation of the cable structures laid by the tunnel vault and by the openings’ bypasses should be tested with participation of representatives of the field supervision, general contractor, mounting and operating organizations. The testing results confirming their correspondence to the project documentation and proper quality of fastenings should be approved by act.

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6.10.3.19. The individual testing of the automation and communication systems should be conducted separately for the each system without load, under the load, and with correction of the system adjustment parameters during the process of the individual testing of equipment.

6.10.3.20. The cable lines of communication systems should be tested by means of measurement of:

- insulation resistance; - ohmic resistance of the loop; - ohmic unbalance of conductors; - coupling attenuation at the near end; - coupling attenuation at the far end; - input resistance; - working attenuation. Paired cables should be tested by means of conduction of complex of DC measurements

before and after their connection to the permanent devices, sensing and measuring of the coupling attenuations.

6.10.3.21. The fiber-optic lines of the communication system should be tested by measurement of:

- attenuation in the optic fiber of the cable; - optic radiation power degree at the optic fiber of fiber-optic terminal device output; - error rate in the digital line path at the outputs of terminal and intermediate equipment of

the fiber-optic line path; - connection joints. The insertion attenuation in the permanent connection (sleeve) for the single-mode optical

fiber should be no more than 0,10 DB, additional attenuations inserted due to the tight laying of fiber in the sleeve – no more than 0,01 DB; for the multi-mode optical fiber - 0,30 DB and и 0,03 DB, correspondingly.

At the measurement it is necessary to follow the GOST 26814 and OST (Industrial Standard) 45.62.

6.11. Sanitary-and-hygienic provision

6.11.1. The measures on the sanitary-and-hygienic provisions included in the WEP should be developed on the base of technical solutions described in the COP.

6.11.2. The premises where emission of the harmful chemical substances can occur should be equipped with the special isolated input-extract ventilation systems.

The ventilation systems should provide the standard parameters of the air media per the maximal working shift, taking into consideration the possible contamination of air with harmful gases, dust, oil and welding aerosols, toxic emissions from bitumen, paints, varnishes, etc.

6.11.3. To decrease the content of dust in the air to the standard value the dust suppression or dust catching facilities should be provided, as well as application of machines for development of headings with local exhaust systems.

6.11.4. For the people working in the open air, in the conditions of frozen grounds, and in the non-heated premises the points of heating and environmental shelters with the air temperature of 22 - 24 °С should be installed at the distance no more than 100m from the working place and outside the dangerous area.

6.11.5. For underground workers the underground places for eating, drinking fountains, and lavatories should be provided.

At the construction sites the lighted lavatories should be provided at the distance no more than 100m from the working places.

7. COMMISSIONING

7.1. Acceptance Committees

7.1.1. At the initial stage the acceptance should be executed by the working and

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departmental acceptance committees, at the final stage – by the state acceptance committee. The working committees should be appointed by the customer on the base of written notice

from the general contractor regarding the readiness of the object to the commissioning. The departmental acceptance committees should be appointed by the head of Underground

Railroad 30 days before the stipulated commissioning date on the base of written notice from the contractor regarding the readiness of the object to the commissioning.

7.1.2. The order and duration of work of the working personnel and departmental acceptance committees is stipulated by the customer after the agreement with the general contractor.

The order of work of the state acceptance committee should be stipulated by the authorities appointing the committee.

The chairman of the committee should be appointed by the person or authority appointing the committee.

7.1.3. The committee should include representatives of the customer, operating organization, general contractor, subcontractor organizations, general designer, governmental supervision authorities (sanitary, fire according to the NPB 05, ecological, mining-and-technical), technical labor inspection of the trade union, civil defense and emergency unit, and, where appropriate, representatives of other organizations.

To check the observance of safety margins of the structures and facilities according to the GOST 23961 the separate working committee should be appointed.

Replacement of the committee members can be conducted by the authority appointing the committee.

7.1.4. The committees in case of necessity have the right to form the specialized subcommittees on the checking of readiness of separate buildings, structures, facilities, and equipment from their composition.

The order of work of the subcommittees should be stipulated by the chairman of the committee; the results of work should be approved by acts.

7.1.5. For the commissioning of the construction objects in the whole the general contractor should submit the documentation according to the Appendix 7А to the acceptance committee. After the completion of the committee work the documentation should be sent to the operating services.

7.1.6. The working and departmental committees during the process of work should: - check the correspondence of the executed construction-and-mounting works to the labor

safety measures, provision of the fire and explosion safety, environmental protection and anti-seismic measures stipulated in the project documentation, standards, construction standards and regulations with execution, where appropriate, the control testing of the structures;

- check the correspondence of the objects and mounted equipment to the project documentation, consider the results of testing and complex testing of the equipment, readiness of the objects to operation including the taking of measures on provision of healthy and safety labor conditions and environmental protection;

- conduct the acceptance of the equipment. 7.1.7. The general contractor should submit to the working and departmental committees: - list of organizations participated in the construction-and-mounting works with indication

of kinds of works executed by them, and surnames of the engineering-and-technical specialists directly responsible for execution of these works;

- set of the working drawings on the construction of the object submitted to the acceptance with records regarding the correspondence of the life-size works to these drawings or to the changes inserted in them by the persons responsible for the execution of CMW. The indicated set of working drawings is the executive documentation;

- certificates, technical certificates, and other documents certifying the quality of materials, structures, and details applied during the execution of CMW;

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- concealed works acceptance acts and acts of intermediate acceptance of separate critical structures (arches, vaults, supporting walls, bearing metal and pre-fabricated reinforced concrete structures);

- acts of individual testing of mounted equipment, pipelines, and networks; - acts of testing of facilities providing the explosion safety, fire safety, and lightning safety; - acts of testing of strength of structures located in the seismic regions; - log-books of execution of works and field supervision of the project organizations,

materials of investigations and inspections conducted by the governmental and other supervision authorities during the construction process.

N o t e – The forms of acts and log-books are represented in the appendices.

7.1.8. The working committees by the results of works should submit the acts of readiness of the completed construction object or structure to the state acceptance committee according to the Appendix 7B, the working committee on the checking of the tunnel dimensions – according to the Appendix 7.2K.

7.1.9. The departmental acceptance committees appointed for commissioning of the free-standing buildings and structures, built-in or attached production and auxiliary premises, civil defense facilities included in the object composition in case of necessity of their putting into operation during the process of the object construction, as well as separate structures and kinds of works not included in the start-up facilities of the object should submit the acts of the object commissioning according to the Appendix 7C (applicably).

7.1.10. In case the committees take the decision of unserviceability of the object they should submit the substantiated conclusion regarding that to the authorities appointing the committee, customer, general contractor, and general designer.

7.1.11. Commissioning of the engineering equipment should be executed after the completion of start-up and adjustment works.

7.2. Quality control, acceptance of construction works and facilities

7.2.1. The customer should conduct the acceptance of executed works during the all construction period by the way of collaborative examination of the life-size works and checking of correspondence of these works to the project.

7.2.2. The quality control of the construction works should be conducted by the executor of works, inspection of the customer technical supervision, and field supervision of the project organization. The control results should be registered in the works execution log-book according to the Appendices 7.2А, 7.2B, 7.2C, 7.2D, 7.2E, and 7.2F. The parameters of quality evaluation of the executed works should be reflected in their commissioning acts according to the Appendices 7.2G, 7.2H, 7.2I.

7.2.3. The concealed works acceptance should be conducted for the following works: - injection of solution under the lining; - installation of the cast-in-situ lining reinforcement bars; - welding of the metal water-proofing; - preparation of the liner surface before the installation of water diversion hood; - cement grouting under the lining; - backfilling of temporary openings. N o t e – At the acceptance of the extra critical structures the participation of representatives of the design

organizations executing the field supervision is mandatory.

7.2.4. At the acceptance of works on the construction of tunnel structures the inspection of the life-size structure should be conducted, their correspondence to the working documentation, technical conditions of the execution of works, and the present Summary of regulations should be examined, cleanness of the lining surface, quality of filling of the calking joints, bolted and other holes, correction of small defects in linings, lack of leakage and wet spots should be checked.

The following should be submitted at the acceptance: - working drawings with records regarding the correspondence of the life-size executed

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works to these drawings, signed by the persons responsible for execution of CMW and approved by the design organization (executive drawings);

- documents certifying the quality of applied materials, structures, and details; - concealed works acceptance acts, log-books of execution of works and field supervision. 7.2.5. At the acceptance of the pre-fabricated tunnel linings the following should be

checked: - internal dimensions of the laid rings; - location of the rings in plane and profile, their number, bonding of joints, width of the

gap between rings, as well as availability of bolts; - execution of the anti-corrosion protection, filling of the under-lining cavities with

solution. In addition, availability of leakage, wet spots, fissures, benches between the blocks, chips,

and deformed blocks. Correctness of the assembling of the tunnel lining rings should be checked by

measurement of horizontal and vertical diameters of the each ring, as well as two diameters located under the 45° angle to the horizon.

The allowable deviations of the real dimensions of the pre-fabricated tunnel linings from their design position should not exceed the value according to the Appendix 6А.

At the acceptance the executive drawings on the tunnel lining rings and pre-fabricated structures laying at the cut-and-cover method of works, certificates on the pre-fabricated structures, data of the surveying measurements, information about the geometry and deviations of the laid rings from the design positions, and log-books on the execution of the following works should be submitted:

- injection of solution under the lining (Appendices 7.2D and 7.2E); - calking works (Appendix 7.2C); - glued water-proofing (Appendix 7.2F), as well as protocols of laboratory analysis of

chemical composition of the ground waters. 7.2.6. At the acceptance of works on water-proofing of the pre-fabricated lining of the

tunnels constructed by the closed method the selective control of quality of the separate operations execution by the way of control tightening of plugs (about 5 %) and control tightening of bolts (about 3 %) of the total defined number should be conducted.

The quality of works on injection of solution under the lining and elimination of leakage should be defined by the external inspection, checking of lack of cavities under the lining using the metal feeler through the drilled out wells, and injection of solution into the newly drilled wells.

The water-proofing of linings is considered as passed the hydraulic testing and subjected to acceptance if it shows the water impermeability after the 3h testing at the indicated in the project documentation hydrostatic pressure registering by the reference pressure gauges of the testing circuit.

The quality of cemented ground surrounding the lining should be defined by the injection of water into the reference wells drilled with 40 - 60 cm penetration to the ground.

The injection is considered as completed and satisfactory if the specific water absorption of the ground is lowered, and does not exceed 0,01l/min.

At the inspection of water-proofing quality the log-books on the injection of solution and calking of joints should be submitted.

7.2.7. Acceptance of the executed works on the arrangement of glued water-proofing in tunnels should be executed according to the VSN 104.

The glued surface is considered as dry if the rolled material cannot be torn off without the breaking.

During the control of gluing of separate water-proofing layers the following should be checked:

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- integrity of the layer and correctness of connection of sheets at the joints; - lack of defects: air and water bubbles, detachments, folds, fissures, sharp bending and

ruptures, slumps, and mechanical damages; - correctness of protection of the water-proofing ends left for extension. The strength of gluing of the rolled material to the water-proofing should be checked by

trial cleavage near the edge. The gluing is considered as rough is the material or mastic filler breaking takes place at the cleavage.

The general constructor should submit to the customer log-books on hydro-proofing works, concealed works acceptance acts, executive documentation, certificates on the applied materials, samples of the water-proofing material and ready coating for comparison with the project requirements, technical conditions, norms and standards.

7.2.8. At the acceptance of cast-in-situ concrete and reinforced concrete structures of tunnels the contractor should submit to the customer:

- executive drawings on lining with data of surveying measurements; - certificates certifying the mark and quality of applied materials; - log-books of execution of concrete or reinforced concrete works; - log-books of injection of solution under the lining; - concealed works acceptance acts; - protocols of laboratory analysis of the chemical composition of the ground waters; - tunnel lining testing acts according to the GOST 18105; - data of the chemical analysis of ground waters. At the acceptance of reinforcement bars of reinforced concrete structures of tunnels the

following should be checked: - correspondence of the steel marks by certificates to the working drawings, diameters,

number, and position of the working and distributing reinforcement bars; - quality of assembling of frame, tying of elements at the joints, connections of rods and

quality of welding of the reinforcement bars rods by the reference samples. 7.2.9. At the acceptance of the superstructure and contact rail the checking of their

parameters according to the project documentation and GOST 23961 should be executed. The robustness of the superstructure should be checked by running of the rolling stocks

(testing trains) at the traffic speed stipulated by the state acceptance committee in correspondence with the project documentation.

7.2.10. Checking of clearance gauge for buildings and equipment should be executed using the clearance trolley (reference gauge) and finally – clearance car. Elimination of the revealed deviations should be executed in correspondence with the instructions - Appendix 7.2L.

7.2.11. Commissioning of the object where the newly utilized technology has been applied should be conducted regardless from the correspondence of the received parameters to the design data providing that all works stipulated by the working documentation have been executed.

7.3. Startup and adjustment works

7.3.1. The mounted engineering equipment should be transferred to the customer by act for the further execution of start-up and adjustment works.

7.3.2. The start-up and adjustment works should be executed in correspondence with the SNiP 3.01.04, SNiP 3.05.01, SNiP 3.05.05, Regulations [1], working documentation, technical conditions and operating documentation issued by the manufacturers of equipment.

7.3.3. The start-up and adjustment works includes checking, adjustment, tuning, training, and electrical measurements of the equipment and systems, as well as their control startup (testing). The works should be executed before the individual testing, during the adjustment and at the complex testing of the equipment.

The metering devices applied at the execution of start-up and adjustment works should be tested according to the GOST 8.002.

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Scope and program of the start-up and adjustment works should correspond to the technical conditions of the equipment manufacturers, labor safety engineering regulations, fire safety, and for escalators, hoisting equipment and equipment operating under the pressure – to the requirements of the State Technical Supervision of Russia.

During the execution of start-up and adjustment works the parameters of the equipment and systems should be brought to the design values or (in case of their lack) to the certificate values indicated by the manufacturer.

7.3.4. The required additional works revealed during the process of adjustment and complex testing of the equipment, not provided by the project documentation, should be executed in the established order.

7.3.5. The equipment defects revealed during the process of individual testing and adjustment should be eliminated by the customer of manufacturer before the object commissioning.

7.3.6. The engineering-and-technical personnel of the organizations accepting the object into operation can participate in the start-up and adjustment works.

7.3.7. The start-up and adjustment works should be registered in the protocols of measurement of technological parameters, testing, and approved by acts of complex testing according to the Appendices 7.3А and 7.3B.

The customer should submit to the adjustment organization: - two sets of the project documentation approved for the execution of works; - set of the operation documentation issued by manufacturers; - design working parameters of the equipment, settings of electrical protection, locking,

and automation; - spare parts and special tools supplied in complete with the equipment. 7.3.8. The customer appoints the responsible representatives on the acceptance of start-up

and adjustment works, coordinates the works execution periods, assigns the premises for adjustment personnel at the object and provides their security, creates the necessary conditions of labor safety and production sanitary at the object.

7.3.9. The complex testing of the escalators should be executed by the way of 48-hour run of the each escalator without load - 24 h upward and 24 h downward.

7.3.10. The start-up and adjustment works on the communication facilities should be executed during the process of mounting works.

The putting the radio transmitter on the air at their adjustment is allowed only at the frequencies indicated by the customer.

7.3.11. The photometric measurements of the lighting installations should be conducted according to the GOST 24940.

Horizontal illuminance in the passenger premises should be measured on the line of the central longitudinal axis under the lamps and between them, as well as at the distance of 1 m from the premises walls or the platform edge.

7.4. Commissioning of the construction objects

7.4.1. The state acceptance committee should: - check the elimination of deficiencies, revealed by the working committees, and readiness

of the object to the commissioning. The indicated checking should be conducted according to the program compiled by the customer and approved by the state acceptance committee;

- evaluate the progressiveness of the technological and architectural-and-construction solutions, and the object I the whole;

- appoint, where appropriate, the control testing and inspections of the structures and equipment;

- check the correspondence of the putting into operation facilities and real cost of the object (for the customer) and construction object cost estimate according to the approved feasibility study. In case of deviations the committee should analyze the reasons of their occurrence. The

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results of analysis with corresponding proposals should be represented to the authorities appointing the committee.

7.4.2. The customer represents to the committee documentation according to the Appendix 7А, as well as:

- reference of elimination of deficiencies, revealed by the working committees; - approved design and estimate documentation and reference of the main technical-and-

economical indices of the object; - list of the design, scientific-and-research and surveying organizations participating in the

object designing; - documents on the assignment of the land sites; - documents on the special water consumption; - documents on the geodetic demarcation base for construction, as well as on geodesic

works executed by the customer during the construction process; - documents on the geology and hydro-geology in the construction region, on the results of

testing of the ground and ground water analysis; - certificates on the equipment and mechanisms; - acts of the acceptance of structures, buildings, and equipment by the working committees

according to the Appendices 7.2G, 7.2H, 7.2I, 7.3А, 7.3B, 7.3C1, 7.3C1-1, 7.3.C2, 7.3.C3, 7.3.C4, 7.3C5, 7.3D1, 7.3.D2, 7.3.D3, 7.3.D4, 7.3D5, 7.3E, 7.3F, 7.3G, 7.3H, 7.3I;

- reference on the provision of the object with operating staff and designated for its service sanitary-and-domestic premises, catering points, living and public buildings;

- reference on the provision of the object with material-and-technical resources, including the electric power, water, steam, gas, compressed air, etc;

- references issued by the municipal operating organizations regarding the provision of the normal operation of the object and acceptance of the object for servicing by the external water supply, sewerage, heating, gas and power supply, and communication services;

- reference on the correspondence of the putting into operation facilities (for the initial period of development of the project facilities) to the facilities stipulated by the project;

- reference on the real cost of construction, signed by the customer and contractor; - documents on the permission for the operation of the objects and equipment subordinated

to the corresponding governmental supervision authorities, representatives of which have not been included in the composition of the state acceptance committee;

- summary materials of the working committees regarding the readiness of the object in the whole to the commissioning by the state acceptance committee.

The listed documentation after the object commissioning should be kept by the customer; in case of the common customer – by the corresponding operating organizations.

7.4.3. The state acceptance committee by the results of work submits the act of the object commissioning according to the Appendix 7C.

The chairman of the state acceptance committee should submit to the appointing the committee authority:

- act of the object commissioning; - draft of the decision of the authority appointing the state acceptance committee regarding

the approval of the act of the object commissioning; - composition of the approved startup complex and explanatory note. 7.4.4. Consideration of the act of the object commissioning, taking the decisions by the

results of the consideration of objections of the separate members of the committee, and approval of the act by the authorities appointing the committee should be conducted during the period not exceeding one month.

7.4.5. The authorities of the state acceptance committee lose their force from the moment of approval of the act of the object commissioning.

7.4.6. The order of work of the departmental acceptance committee should be stipulated

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according to the clause 7.1 applicably to the composition and designation of the structures or premises submitted to the acceptance.

The deputy heads of Underground Railroads or managers of services and departments to whom the commissioned objects or structures would be subordinated should be appointed as chairmen of the departmental committees.

APPENDIX 2А

(mandatory)

REGULATORY REFERENCES

The references to the following regulatory documents are used in the present Summary of regulations.

SNiP II-23-81* Steel structures SNiP 2.01.07-85* Loads and effects SNiP 2.02.01-83* Basements of buildings and structures SNiP 2.02.04-88 Basements and foundations on ever-frozen grounds SNiP 2.02.07-91* Industrial transport SNiP 2.03.11-85 Protection of construction structures from corrosion SNiP 2.04.01-85* Internal water pipeline and sewerage buildings SNiP 2.04.02-84* Water supply, external networks and structures SNiP 2.04.03-85 Sewerage. External networks and structures SNiP 2.05.03-84* Bridges and pipes SNiP 2.06.15-85 Engineering protection of territories from the flood and submergence SNiP 2.09.04-87* Administrative and domestic buildings SNiP 3.01.01-85* Organization of the construction production SNiP 3.01.04-87 Commissioning of the completed constructionм objects. General

provisions SNiP 3.02.01-87 Ground structures, basements and foundations SNiP 3.02.03-84 Underground openings SNiP 3.03.01-87 Bearing and enclosing structures SNiP 3.04.03-85 Protection of the construction structures and facilities from corrosion SNiP 3.05.01-85 Internal sanitary-and-technical systems SNiP 3.05.05-84 Technological equipment and technological pipelines SNiP 3.05.06-85 Electrotechnical facilities SNiP 3.05.07-85 Automation systems SNiP 11-02-96 Engineering researches for construction. General provisions SNiP 12-03-2001 Labor safety in construction. Part 1. General requirements SNiP 12-04-2002 Labor safety in construction. Part 2. Construction production SNiP 20-01-2003 Serviceability of construction structures and basements. General

provisions of calculation SNiP 21-01-97* Fire safety of buildings and structures SNiP 22-01-95 Geo-physics of dangerous environmental effects SNiP 22-02-2003 Engineering protection of territories, buildings and structures from the

dangerous geological process. General provisions of designing SNiP 23-01-99* Construction climatology SNiP 23-03-2003 Noise protection SNiP 23-05-95* Natural and artificial lighting SNiP 32-01-95 1520 mm rail gage railroads SNiP 32-02-2003 Underground Railroads SNiP 41-01-2003 Heating, ventilation, and conditioning SNiP 41-02-2003 Heating networks SNiP 52-01-2003 Concrete and reinforced concrete structures. General provisions GOST 1412-85 Cast iron with flaked graphite for casting. Marks

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GOST 3262-75* Steel pipes for water and gas pipelines. Technical conditions GOST 6942-98 Cast iron sewerage pipes and profile parts to them. General technical

conditions GOST 7293-85 Cast iron with globular graphite for casting. Marks GOST 7392-85* Crushed rocks from the natural stones for ballast layer of the railroad

track. Technical conditions GOST 7394-85* Gravel and gravel-and-sandy ballast for the railroad track. Technical

conditions GOST 8732-78* Hot-deformed seamless steel tubes. Assortment GOST 8816-70* Wooden bars for the wide rail gage railroad track switches. Technical

conditions GOST 9479-98 Rock blocks for production of architectural-and-construction, memorial,

and other goods. Technical conditions GOST 9480-89 Sawn face slabs from natural stone. Technical conditions GOST 9583-75* Cast iron pressure tubes manufactured by the centrifugal and

semicontinuous casting method. Technical conditions GOST 9940-81* Hot-deformed seamless corrosion-resistant steel tubes. Technical

conditions GOST 10060.0-95 Concretes. Freeze resistance definition methods. General requirements GOST 10060.4-95 Concretes. Structural-and-mechanical method of prompt definition of

freeze resistance GOST 10180-90 Concretes. Method of definition of hardness by the reference samples GOST 10434-82* Electrical contact connections. Classification. General technical

requirements GOST 10629-88 Pre-stressed reinforced concrete cross-ties for 1520 mm rail gage

railroads. Technical conditions GOST 10704-91 Longitudinal electric welded steel tubes. Assortment GOST 10922-90 Welded reinforcing and embedded items, welded joints of reinforcing and

embedded items of the reinforced concrete structures. General technical conditions GOST 12730.5-84* Concretes. Water-proofing definition methods GOST 13078-81 Liquid sodium glass. Technical conditions GOST 14098-91 Welded joints of reinforcing and embedded items of the reinforced

concrete structures. Types, structure and dimensions GOST 15150-69 Machines, devices, and other technical goods. Executions for different

climatic regions. Category, conditions of operation, storage, and transportation with respect to the effect of environmental climatic factors

GOST 18105-86* Concretes. Hardness control regulations GOST 22733-2002 Grounds. Method of laboratory definition of the maximal density GOST 22830-77* Wooden cross-ties for Underground Railroad. Technical conditions GOST 23407-78 Inventory fencings of the construction sites and areas of execution of

construction-and-mounting works. Technical conditions GOST 23961-80 Underground Railroads. Structural clearances, equipment and rolling

stocks GOST 24940-96 Buildings and structures. Illuminance measurement methods GOST 26633-91* Concretes heavy and fine-grained. Technical conditions GOST 26814-86 Fiber-optic cables. Parameters measurement methods GOST 27751-88 Serviceability of construction structures and basements. General

provisions of calculation. GOST 30547-97* Roof and water-proofing rolled materials. General technical conditions GOST 8.002-86 State System for Ensuring Uniform Measurement. Governmental

supervision and departmental control of the metering facilities. General provisions

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GOST 9.402-80* Unified system of corrosion and ageing protection. Varnish coats. Preparation of metal surfaces to painting

GOST 9.602-89* Unified system of corrosion and ageing protection. Underground structures. General requirements to the anti-corrosion protection

GOST 12.1.004-91* Occupational safety standards system. Fire safety. General requirements

GOST 12.1.005-88* Occupational safety standards system. General sanitary-and-hygienic requirements to the air in the working area

GOST 12.4.059-89 Occupational safety standards system. Construction. Preventive inventory fencings. General technical conditions

GOST 17.1.3.13-86 Environmental protection. Hydrosphere. General requirements to the protection of surface waters from pollutions

GOST 17.1.5.02-80 Environmental protection. Hydrosphere. Hygienic requirements to the water objects recreation area

GOST 17.4.2.01-81 Environmental protection. Soils. Sanitary conditions indices nomenclature

GOST 17.4.3.06-86 Environmental protection. Soils. General requirements to the soils classification on the effect of chemical substances contamination on them

GN 2.1.6.1338-03 Maximum allowable concentration (MAC) of contamination substances in the inhabitant areas air

SanPiN 2.2.4.548-96 Hygienic requirements to the production premises microclimate SanPiN 2.1.6.1032-01 Hygienic requirements to the provision of inhabitant areas air

quality SanPiN 2.1.4.1074-01 Drinking water. Hygienic requirements to the quality of water in the

centralized drinking water supply systems. Quality control SanPiN 2.2.1/2.1.1.1200-03 Sanitary protective areas and sanitary classification of

enterprises, structures, and other objects SanPiN 4630-88 Sanitary regulations and standards of protection of the surface waters

from pollutions SN 484-76 Instructions on the engineering researches in mining openings designated for

location of national economy objects SP 3.5.3.1029-02 Sanitary-epidemiological requirements to the conduction of deratization SP 11-102-97 Engineering-and-ecological researches for construction SP 11-105-97 Engineering-and-geological researches for construction. Part 1. General

regulations of execution of works SP 23-104-2004 Evaluation of noise at the designing, construction, and operation of the

Underground Railroad objects SP 23-105-2004 Evaluation of vibration at the designing, construction, and operation of the

Underground Railroad objects SP 32-106-2004 Underground Railroads. Additional structures and facilities SP 33-101-2003 Definition of the main design hydro-geological characteristics SP 40-102-2000 Designing and mounting of the water supply and sewerage pipeline

systems from polymeric materials. General requirements SP 41-101-95 Designing of the heating points NPB 05-93 Order of participation of the Russian Federation governmental fire safety

supervision authorities in the work of committees on the commissioning of completed construction objects

NPB 77-98 Technical facilities of fire annunciation and control of evacuation. General technical requirements. Testing methods

NPB 88-2001* Firefighting and fire alarm installations. Designing standards and regulations

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NPB 104-03 Systems of annunciation and control of people evacuation at the fire in the buildings and structures

NPB 110-03 List of buildings, structures, premises, and equipment to be protected by the automatic firefighting and fire alarm installations

NPB 151-2000 Fire cabinets. General fire safety requirements. Testing methods NPB 160-97 Signaling colors. Fire safety signs. Kinds, dimensions, general technical

requirements NPB 238-97* Fireproof cable coatings. General technical requirements and testing

methods NPB 239-97 Air-ducts. Fire resistance testing methods NPB 241-97 Valves of the firefighting ventilation systems. Fire resistance testing methods NPB 249-97 Lamps. Fire safety requirements. Testing methods PB 03-428-02 Safety regulations at the construction of underground facilities PB 03-576-03 Regulations of arrangement and safety operation of pressure vessels PB 10-77-94 Regulations of arrangement and safety operation of escalators PB 10-382-00 Regulations of arrangement and safety operation of hoisting cranes PB 10-403-01 Regulations of arrangement and safety operation of lifting platform for

disabled people PB 13-407-01 Common safety regulations at the blast works PPB 01-03 Fire safety regulations in the Russian Federation PUE Regulations of arrangement of the electrical installations OND-1-84 Instructions on the order of consideration, coordination, and expertise of the air

protection measures and issue of permissions for contamination substances emission OST 45.62-97 Line equipment of subscriber lines of office-and-production automated

stations. Operating standards. Ministry of communication of Russia OSTN-600-93 Industrial construction-and-technical standards on the mounting of

structures, communication, radio broadcasting and television facilities STN C-01-95 1520 mm rail gage railroads VSN 48-93 Regulations of erection of cast-in-situ concrete and reinforced concrete linings

for transport tunnels VSN 104-93 Standards of designing and arrangement of water-proofing of Underground

Railroad tunnels constructed by the cut-and-cover method VSN 126-90 Standards of designing and execution of works on the shoring of openings by

shotcreting and anchors at the construction of transport and Underground Railroad tunnels VSN 127-91 Instructions on designing and execution of works on the artificial decrease of

the ground waters level at the construction of tunnels and Underground Railroads VSN 132-92 Regulations of execution and acceptance of works on injection of solutions

under the tunnel lining VSN 160-69 Instructions on geodetic and surveying works at the construction of transport

tunnels VSN 189-78 Instructions on designing and execution of works on the artificial freezing of

grounds at the construction of Underground Railroads and tunnels PR 32 DS 10.01-95 Regulations of laying and mounting of cables of the signaling

arrangement. НИИЖА. 1995 PR 32 DS 10.02-96 Regulations of mounting of the signaling arrangement. НИИЖА. 1997 POT Р М-016-2001/RD 153-34.0-03.150-00 Interindustrial regulations on the labor safety

(safety regulations) at the operation of electrical installations RD 04-355-00 Methodical recommendations on organization of production control of

observance of requirements of the industrial safety at the dangerous production objects RD 07-225-98 Instructions on the order of liquidation and conservation of underground

structures not connected with extraction of commercial minerals

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RD 34.45-51.300-97 Scope and standards of testing of electrical equipment RD 153-34.0-20.527-98 Regulatory instructions on the calculation of short-circuit currents

and selection of the electrical equipment SO 153-34.21.122-2003 Instructions on the arrangement of lightning protection of

buildings, structures, and industrial communications TU 11-91 «Alfa» product. Technical conditions ЕТ 0.029.026 ТУ TU 2246-049-00203387-99 «Hydroplast» sheets for water-proofing TU 5865-001-00043920-96 Pre-fabricated reinforced concrete goods for the Underground

Railroad facilities КSC Metro-2 Industrial standards of artificial lighting of the production objects and rolling

stocks of Underground Railroads. ВНИИЖТ. 1987 STP-013-2001 Dowel shoring of pits and slopes in the transport construction STP-014-2001 Structure and technology of construction of trench walls in the ground for

the objects of transport construction

Bibliography

[1] Instructions for executor of works and construction foreman. Laying of track and contact rail of Underground Railroad. - М.: SNIiINTI orgtransstroy. Mintransstroy of the USSR, 1971.

[2] Technical instructions on the arrangement, laying, and content of the continuous welded rail track, approved by Ministry of Railways of Russia 03.10.91

[3] Method of evaluation of natural protection of operating water-bearing stratums. - М.: VSEGINGEO, 1972.

[4] Temporary regulations of the environmental protection from production and consumption waste in Russian Federation. - М.: Ministry of nature of Russia, 1994.

[5] Designer guidebook. Noise protection. - М.: Stroyizdat, 1974. [6] Manual on calculation and designing of the noise absorption in the industrial buildings.

- М.: Stroyizdat, 1982. [7] Instructions on the I, II, III, IV class leveling. - М.: Nedra, 1990. [8] Instructions on signalization at the Underground Railroads of Russian Federation. - М.:

Economic association «Metro», 1995. [9] Regulations of technical operation of the Underground Railroads of Russian

Federation. - М.: Economic association «Metro», 1995. [10] Recommendations on designing and operation of lighting installations in the

passenger premises of the Underground Railroad stations. - М.: MNIITEP, 1989. [11] Methodical instructions on execution of microclimatic investigations during the

research period. - М.: Hydrometeoizdat, 1968. [12] Letter of the Gosstroy of Russia dated 11.03.1998. OF-132/13. [13] Provisions on the water protection zones (bands) of rivers, lakes, and water-storage

reservoirs. Statement of the RF government 1404 dated 23.11.1996 [14] Methodical instructions on designing of piled shoring of the Underground Railroad

pits. - М.: CNIIS, 1986. [15] Manual on designing and technology of the anchor fastening facilities in the transport

construction. - М.: CNIIS, 1987. [16] Manual on designing of underground structures in seismic regions. - М.: CNIIS, 1996. [17] Tunnels and Underground Railroads/Under the edition of B.G.Khrapov. - М.:

Transport, 1989. [18] Boulychev N.S. Mechanics of the underground structures. - М.: Nedra, 1994.

APPENDIX 2B

(mandatory)

TERMS, DEFINITIONS, AND ABREVIATIONS

The following terms with corresponding definitions are applied in the present Summary of

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regulations. N o t e – the list of terms and definitions is represented in the alphabetic order.

Terms and definitions Emergency exit is the way of the personnel exit from the production and other premises,

meeting the requirements of the SNiP 21-01 Ventilation duct is the premises (tunnel, bay, corridor, shaft, etc) with free passage along

the whole length used as the air-duct in the tunnel ventilation systems. Ventilation-and-cable duct is the premises (see ventilation duct) used for placement the

cables as well. Ventilation cabinet (ventcabinet, cabinet) is the free-standing or built-in structure on the

ground surface used in the ventilation systems for the air intake or discharge. Ventilation installation is the aggregate of ventilation, electrotechnical, and auxiliary

equipment together with the premises where it is located, horizontal, inclined, or vertical ventilation ducts, and facility for the air intake (discharge).

Contact rail distance is the area there the contact rail is divided to the separate sections. Operlapped (non-overlapped) CROS is the distance between two sections of contact rail

the length of which is less (more) than the distance between the current collectors of one car. Galvanic separation is the absence of continuous communication by metal in the

construction structures, electrical network conductors, etc. Galvanic communication is the availability of continuous communication by metal in the

construction structures, electrical network conductors, etc.

Line bedding: Deep burial bedding is the bedding of line on the depth where the station and main line

tunnels are constructed by the closed method, without daylighting; Shallow bedding is the bedding of line on the depth where the station is constructed by the

cut-and-cover method, main line tunnels – by cut-and-cover or closed method on the minimal allowable depth.

Passengers collective protection area is the separate underground premises for disposition of passengers in case of occurrence of emergency situation in the main line tunnels dangerous for life or health of passengers, equipped with separate firefighting, lighting, communication, ventilation, and sewerage systems.

Uninterruptable power supply is the electrical installation consisting of the aggregate of uninterruptable power supply including accumulator battery and electric power transformers, and distributing facilities.

Cable structure (tunnel cable collector, corridor, floor, shaft, bay, and chamber) is the structure with free passage along the whole length designated for location of cables and cable sleeves.

Underground Railroad line (line) is the independent part of the Underground Railroad with stations, runs, and dead ends, designated for the single route train traffic.

Underground Railroad is the kind of electrified urban beyond-street (underground, above-ground, ground) passenger transport.

Construction object (object) is the structure or group of structures integrated by common functional designation or technological process, construction of which is executed according to the elaborated and approved in the established order project documentation.

Dangerous production objects are the objects at which the explosive substances are used, transported, or stored; fixed hoisting mechanisms and escalators are used; mining works, as well as works in the underground conditions are executed.

Extra protected natural reserve is the urban territory with natural objects situated on it having the specific environment-oriented, scientific, cultural, aesthetic, recreative and sanative significance, at which in correspondence with legislation special protection regime is installed. The national parks, special nature reserves, amenity forests, water conservation

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districts, etc, are related to such areas. Protected zone is the part of urban territory located over the operating structure of the,

Underground Railroad and in the closed proximity to it, possibility of utilization of which for the new construction, laying of roads, communications, drilling of wells, etc, should be coordinated with the Underground Railroad administration.

Passengers’ conveyor is the transport installation constituting the permanent moving surface made from aprons or travelling belt for transportation of passengers at the one and the same level, or from one level to another.

Interchange facility is the structure between stations designated for passage of the passengers from one station to another, including the passenger premises (corridors), escalators, and staircases, production and domestic premises.

Trailing (facing) train traffic is the train traffic on the track switch in the direction from the frog to the switch blade (from the switch blade to the frog).

Carrying capacity is the volume of passengers’ carriage (thousand passengers per hour) at the maximum possible traffic (number of cars in train and number of trains per hour) in one or both directions.

Traffic capacity is the size of traffic (train pairs) that can be executed per the time unit (hour, day) depending on the technical equipment and train traffic organization method; calculated number of passengers for different sections of their traffic.

Startup complex is the line section, part of station, electric depot, or other object of the Underground Railroad together with their engineering systems, distinguished from the composition of the construction object, capable to provide temporary functioning of the structure during the first operation period.

Track lines: main are the tracks for traffic of the trains with passengers on the runs and stations; station are the tracks for the trains turn-around, storage, and technical maintenance of

rolling stocks; connecting are the tracks for connection of the line tracks with the tracks of electric depot

or other line; safety are the dead end tracks designated for preventing of exit of the rolling stock to the

traffic routes;

Electric depot tracks: parking are the located outside the buildings tracks for conduction of maneuvers, running

of rolling stocks, loading and unloading of cargos; depot are the located in the buildings tracks for storage, technical maintenance, and repair

of rolling stocks. High-current (low-current) tunnel side is the side of tunnel located to the left (right)

relating to the train moving in the right direction. Station is the underground or above-ground stopping point designated for boarding and

alighting of passengers, including the vestibules, escalators or staircases, platform and middle halls, premises for the passengers’ service, accommodation of operating personnel and production equipment.

Warm season of the year (for underground structures) is the year period during which the average monthly temperature of the outside air is higher or equal to the natural temperature of ground measured before the beginning of the Underground Railroad operation.

Technical zones: Technical zone for construction is the urban territory allocated in correspondence with

general urban planning for further construction of the Underground Railroad line sections by the cut-and-cover method, for location of the electric depot and other above-ground structures, as well as construction of sites by closed method near the construction objects of the Underground Railroad;

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Technical zone for operation is the free site of the urban territory directly adjacent to the Underground Railroad object and used for provision of normal functioning of the object (entrance and exit of passengers, location of repair machines, equipment and materials during the period of repair works).

Difficult conditions are the difficult engineering-and-geological, hydro-geological, and other local conditions when application of the main designing standards is connected with considerable increase of the scope of construction-and-mounting works, with the necessity of radical re-arrangement of structures, creation of new kinds of equipment and facilities, with demolition of permanent structures, etc.

Dead end is the tunnel with one or two station tracks for turn-around, storage, and technical maintenance of rolling stocks on the line.

Traction network is the electrical network providing the electric power supply from the substation to the electrical rolling stock. The traction network includes:

Contact network is the contact rail, power supply cables, cable jumpers between the contact rail sections, cable to contact rail connection facilities;

Negative boosting main are the track rails, impedance bonds with secondary winding, electrical connectors of the one track rail sections (by conductor) and different track rails (by cables or conductors), negative booster cables.

Local ventilation installation is the installation designated for ventilation of production, domestic, administrative, and other premises of the underground stations and near-tunnel structures.

Tunnel ventilation installation is the installation designated for ventilation of passenger premises of the underground stations, main line, dead end, and connecting tunnels.

Cold season of the year (for underground structures) is the year period during which the average monthly temperature of the outside air is lower than the natural temperature of ground measured before the beginning of the Underground Railroad operation.

Evacuation exit is the way of passengers exit outside in case of occurrence of emergency situation dangerous for the life and health of passengers at the station platform or in the main line tunnels.

Operating personnel (personnel) are the specially prepares persons passed examination of knowledge in the volume obligatory for the given work or position.

Electrical installation is the aggregate of machines, devices, lines, and auxiliary equipment together with the premises where they are installed, designated for production, transformation, transmission, distribution of the electric power, and its conversion to another kind of energy.

Abbreviations AB – accumulator battery AL – automated locking ADB - administrative-and-domestic building (in the electric depot) RFS - refueling station ACP – automated control point ASA – automated security alarm ASR – automated speed regulation (of the trains) AWP – automated working place AFPS - automated fare payment system ATS - automated telephone station AFAI - automatic fire alarm installation AFFI - automatic firefighting installation DBW – drill and blast works AC – air curtain WAC – warm air curtain

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CROS - contact rail overlap span VCD – video control device DP – drainage plant CC – computing center PAS – public address system LSC – loud-speaking communication IL – inflammable liquids FLM – fuel and lubricating materials DP – dispatcher point TDP – traffic dispatcher point (of the trains) SDP - station dispatcher point LDP – line dispatcher point (of the Underground Railroad) PSDP – power supply dispatcher point IB – impedance bond with secondary winding DC – dispatching center RC – remote control UPS – uninterruptible power supply SC – short-circuit CIP - control instrumentation point LSR – line-switching room HIL - highly inflammable liquids LB – local battery NATM – new Austrian tunneling method (construction) RISL - reference impact safe level SRB – storage-and-repair-building EFDS - extra finely dispersed substances ОТС – operative technological communication LI – lighting installation CU – converting unit MAE – maximum allowable emissions RFP – restoration facilities point SP – smoke protection MAC - maximum allowable concentration API – air pollution index COP – construction organization project SS – step-down substation LFDP – lifting platform for disabled people WEP – works execution project TMP - technical maintenance point (of rolling stocks) LB – line box DP – distributing point SB - switchboard RC – rail circuit TTIRSS – train traffic interval regulation and safety system СМW - construction-and-mounting works SNS – satellite navigation system EWCS - people evacuation warning and control system TCR – total concentration ratio SOCS – station operation control system with application of technical facilities HDW - hard domestic waste THR – temperature and humidity regime

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ТM – technical maintenance TSS – traction step-down substation RM – routine maintenance TU - technical conditions FS – feasibility study TTC – train traffic control RCD - residual current device TPCU – tunnel passage control unit LVI - local ventilation installation TVI - tunnel ventilation installation DTS – digital transmission system RFEE – radio frequency electromagnetic emission EMI – electromechanical installation EC – electrical centralization

APPENDIX 4А

(mandatory)

A C T

OF THE WELL PLUGGING

_________, executed at ___________________________________ (object name)

«_____»__________________ 200____ year. Committee in the composition: Drilling foreman ________________________________________________________ (name of organization, surname, n.p.)

geologist_______________________________________________________________ (name of organization, surname, n.p.)

manager of the engineering-and-geological researches _______________________ (name of organization, surname, n.p.)

Inspected the works executed by the shift drilling foreman __________________ (name of organization, surname,

__________________________________________________________________________ n.p.)

And compiled the act regarding the following: Beginning of plugging __________, end of plugging _______________

(date)

(date)

Well depth

intervals, m

Well

diameter,

mm

Estimated volume

of the well shaft,

m3

Name of

grounds

Material for

plugging

Real material

consumption, m3

Compacting

method

Cement mark according to the certificate _________, curing period at the control testing at the place of well drilling _________ (h). Composition of solution (cement/sand) ___________ on the water _________ from _________ (water source) in the amount_________ (l). Solution into the well injection method _________

Depth of the combo column top before the curing _________ m. Combo curing wait time _____ (h): from _____ (h) to _____ (h) _____ 200___ year Depth of the combo column top after the curing _____ m. Combo shrinkage value _____ m. Additional information on the well plugging _______________________

___________________________________________________________________________ Decision of the committee:

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_______________________________________________________ Signatures:

APPENDIX 5А

(recommended)

MANUAL ON APPLICATION OF CABLES, WIRES, AND BUSES

1. The marks of cables, wires, and buses should be selected depending on the laying conditions in the structures, and designation of networks according to the present Summary of regulations and Manual.

2. The sphere of application of cables and wires for different kinds of network is represented in the tables 3 - 11, items made from из non-ferrous metals – in the table 12.

Other, not indicated in the tables 1 and 2, marks of cables and wires can be applied providing that their technical parameters are corresponding and agreed with the customer.

3. The cables and wires with aluminum conductors should be applied in all networks except for the networks indicated in the clause 4. Herewith the design section of aluminum conductors should be accepted from 16 mm2 and more.

4. The cables and wires with copper conductors should be applied: - in all networks of the explosion hazardous premises; - in the lighting networks of the above-ground buildings and structures, including the

station vestibules and substations; - in the distributing networks of the working and emergency lighting of the underground

stations, substations, tunnels and near-tunnel structures; - in the network sections of the underground installations between the startup apparatus and

electrical motors, as well as between the DC AB and SB; - in the networks of secondary commutation of the automation and telemechanical

facilities; - in the mains and distributing networks of the TTC and communication; - in the main power networks when according to the calculation one line requires more

than two cables with aluminum conductors; - in the 825V line contact networks with maximum design traffic capacity of 40 train pairs

per hour and more than six cars in the train. 5. Aluminum buses should be applied for execution of primary connections in the cabinets

and boxes of the AC and DC networks, except for the equipment and networks indicated in the clause 6.

6. The copper buses and strips should be applied: - in the cabinets of the 825V traction network of the electric depot parking tracks; - for flexible compensators of the 825V contact network; - for connection of middle outputs of the impedance bonds with secondary winding в; - for the network sections between the AB elements and pass board. 7. The cables for the 10KV rated voltage with conductor section 150 mm2 and more should

be applied with multi-wire conductors. At the application of cables of the indicated sections with single-wire conductors in the

main line tunnels the limiting clamps should be installed on the cables. 8. The marks of cables with paper insulation for laying by the vertical or inclined route

should be selected in correspondence with the Appendix 6.10.B4. 9. The external diameter of applied cables should not exceed 65 mm. 10. At the definition of the cable length its design length at the each network section

should be increased by 6 % taking into account the bends, turns, bypasses of openings, and wastes.

In the summary sheets the increase of the cable length in these purposes should not be provided.

11. The cross-sections of the cable conductors should be selected according to the

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calculation, and minimum allowable values should be accepted. The continuous allowable current loads of the power cables indicated in the table 1 are

given in the tables 13, 14, and 15. 12. The number of reserve conductors in cables should be accepted, %, no less than: - in the automation and telecontrol networks - 10; - in the communication mains - 15; - in the distributing communication networks - 20, but no less than two conductors per

each system. 13. For execution of terminations and connecting sleeves of cables it is necessary to use the

following documentation (see regulatory documents in the Appendix 2А): а) power cable for the 1 – 10KV voltage - Technical documentation [1]; b) Single-conductor 825V traction networks cables - TMD-133; c) Control cables - Instruction [2]; d) Cables in the TTC installations - PR 32 DS 10.01; e) Cables in the communication facilities - Instruction [3].

T a b l e 1 – List of GOST and TU on the cables, wires, and buses applied in the power

supply networks Cable or wire mark GOST, TU

1. Power cables:

АСБВнг-LS, СБВнг-LS, ЦАСБВнг-LS, ЦСБВнг-LS, АВБВнг-LS, ВБВнг-LS TU 16.К71-90

ААБлУ, АСБУ, ААБнл, ААБ2лУ GOST 18410

АВВГнг-LS, ВВГнг-LS TU 16.К71-310

2. Control cables:

КВБВнг-LS TU 16.К71-090

КВВГнг-LS TU 16.К71-310

КНРПЭВ-М TU 16-705.141

3. Block-signaling cables СББбШв, СБВБГ, СБВГ, СБPBГ, СБPB GOST Р 51312

4. Control cable КУПР-П GOST 18404.2

5. Flexible cable КГН TU 16.К73.05

6. Wires:

ППСРВМ TU 16-705.465 ПВ GOST 6323

МКШ, МКЭШ GOST 10348

НВ GOST 17515

ПКСВ TU 16.К71-80

ЛТВ-П TU 16.К45-001

7. Buses and strips:

Aluminum bus АДЗ1.Т1 GOST 15176 Copper bus ШМГ GOST 434

Copper strip МГ GOST 434

Strip ДПРНМ GOST 1173

T a b l e 2 - List of GOST and TU on the cables and wires applied in the TTC,

communication, automation, and telecontrol networks Cable or wire mark GOST, TU

1. Cables in the alarm and locking networks:

СБВГ, СБВБГ, СББбШв, СБPB, СБPBГ GOST Р 51312

СБВГнг, СБВБГнг, СБВБбГвнг, СБPBбШв, СБЭPBбШв

2. Control cables:

КВБВнг-LS TU 16.К71-090

КВБбШв, КВВБГ, КРВБГ, КПВБ, КВВБ, КРВБ, КВВГ, КРВГ GOST 1508

3. High-frequency main symmetrical cables:

МКСАБпГ, МКСАБпШп, МКС, МКСБГ, МКСБ GOST 15125

4. Low-frequency symmetrical cables of long-haul communication ТЗГ, ТЗБГ, ТЗБ TU 16.К78-03

5. Municipal telephone cables

ТГ, ТБГ, ТБ TU 16.К71-008 ТПВ, ТПВБГ, ТППэп, ТППэPBГ, ТППэPB, ТППэпЗ GOST Р 51311

6. Station telephone cables ТСВ, ТСВнг TU 16.К71-005

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Cable or wire mark GOST, TU

7. Fiber-optic cables - ОКНС, ОКНБ TU 16.К12-16

8. Shipboard cables

КНРЭТП, КНРЭТЭ GOST 7866.1 СПОЭВЭ TU 16.505.305

9. Radio frequency cables РК 50-7-58 TU 16.505.643

РК 75-4-16, РК 75-13-17БГ GOST 11326.78

РИ-50-17-32 ТУ 16.К76-137

10. Wires

МГШВ TU 16.505.437 КМС-1, КМС-2, КСБ TU 16.505.758

НВЭ GOST 17515

ПВ-1, ПВ-3 GOST 6323

ПМВО TU 16.505.455

ПКСВ TU 16.К71-80

ПТВЖ TU 16.К03-01 ПРРПВМ TU 16.705.450

РВШЭ TU 16.505.451

РПШЭ TU 16.К18.001

ТРВ TU 16.К04.005

N o t e – Marks of power cables and wires applied in the indicated networks are represented in the Table 1.

T a b l e 3 - 10 KV network cables application area

Application area Mark

Voltage, KV recommended allowable

1. Ground route ААБл, ААБ2лУ, АСБУ - 10

2. Stations, tunnels, substations, electric depot, bridges

and overhead roads

АСБВнг-LS СБВнг-LS 10

3. Shafts, escalator tunnels with difference of levels

more than 15 m

ЦАСБВнг-LS ЦСБВнг-LS 10

T a b l e 4 – 825V line traction network cables and wires application area



1. Power supply lines, jumpers between CR АВБВнг-LS ВБВнг-LS 3

2. Negative booster mines, between track connectors of the

track rails

АВБВнг-LS ВБВнг-LS 1

3. Connectors of the copper screen of 3KV cables with IB or

track rails (neutralling)


4. IB to track rail connectors ППСРВМ - 1,5

T a b l e 5 - Electric depot 825V traction network cables and wires application area



1. Power supply lines, jumpers between the CR АВБВнг-LS ВБВнг-LS 3

2. Negative booster mines АВБВнг-LS ВБВнг-LS 1

3. Jumpers between 825V bus and contact bus conductor in the

SRB


4. Connectors between the track rails, between the IB and track

rails

ППСРВМ - 1,5

5. Connectors of the copper screen of 3KV cables with IB or

track rails (neutralling)

ППСРВМ - 1,5

T a b l e 6 - 380/220, 24, 12V line network cables and wires application area



1. Mine power networks in the tunnels and distributing

networks in the near-tunnel structures


2. Distributing power networks:

At the stations, substations, TMP in the dead ends ВВГнг-LS - 1

Between the startup instrumentation and electrical motors ВВГнг-LS - 1

Main АВБВнг-LS ВБВнг-LS 1

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3. Lighting networks:

Distributing at the stations and substations (working and emergency lighting)

АВВГнг, ПВ, ППВ

- -

1 0,38

The same, in the tunnels ВВнг-LS ВБВнг-LS 1

Charging of the lighting reinforcement bars ПВЗ - 0,38

4. 220V DC and less networks at the TSS and UPS ВВГнг-LS ВБВнг-LS 1

5. Staircases electrical heating networks:

Heating cable under the stairs КНРПЭВ-М - 0,38

Cold ends till the termination boxes ВВГнг-LS - 1

T a b l e 7 - Electric depot and buildings 380/220 and 12V network cables and wires

application area



Power and lighting networks:

Main АВБВнг-LS, ВБВнг-LS 1

ПВ, ППВ - 0,66

Distributing ВВГнг-LS - 1

T a b l e 8 - Power supply facilities automation and telecontrol network cables and wires

application area



1. In the tunnels, at the stations:

Main cables of the near-tunnel structure circuits КВБВнг-LS - 0,66

Main cables of telecontrol circuits In the communication cables (table 9)

2. In the premises of substations, stations:

Automation circuit cables КВВГнг-LS - 0,66

- ПВ1 0,38

The same, telecontrol ТПВ - 0,38

Mounting wires ПВ1, ПВ3, ПВ2 - 0,38

3. in the control instrumentation circuits, in the control

and alarm circuits

ВВГнг-LS, - 0,66

МКШ, МКЭШ, НВ - 0,5

КУПР-П - 0,25

T a b l e 9 – TTC network cables and wires application area


recommended allowable

1. Main circuits of dispatcher centralization In the communication cables or separate cable with other

control circuits

2. Distributing networks:

In the tunnels, on the ground surface (in

ducts)

СБВБбШвнг, КВБВнг-LS СББбШВ, СБВБГ, КВБбШВ,

КВВБГ, КРВБГ In the ground СБPBбШв, КПВБ СББбШп, СБPB, КВВБ, КРВБ

In the premises СБВГнг, КВВГнг-LS, ТПВ СБВГ, КВВГ, КОВГ, ТСВ

3. Power supply networks:

In the tunnels, on the ground surface (in

ducts)

ВБВнг-LS ВРБГ

In the ground ВБВнг-LS НРБ, ВРБ

In the premises ВВГнг-LS ВРГ

4. Installation wires (connectors of the line boxes

and IB)

ППСРВМ -

5. Mounting wires МГШВ, ПВ1, ПВ3 -

T a b l e а 10 - Communication network cables and wires application area



1. Main networks:

High-frequency communication, telecontrol,

control circuits:

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а) in the tunnel МКСБГ, ОКНС МКСАБпГ, ОКНБ

b) in the premises МКС, ОКНБ-М МКСАБпГ, ОКНБ-М c) in the ground МКСБ, ОКНБ МКСАБпШп, ОКНС

Low-frequency communication, telecontrol,

control circuits:

а) in the tunnel ТЗБГ, ТБГ -

b) in the premises ТЗГ, ТГ -

c) in the ground ТЗБ, ТБ - Public address system circuits:

а) in the tunnel ТЗБГ -

b) in the premises ТЗГ -

2. Distributing communication networks

Complex networks:

а) in the tunnel ТППэPBГ, СБВБбШвнг ТППВГ СБВБГ, СББбШв,

СБPBГ b) in the premises ТПВ, СБВГнг СБВГ

c) in the ground ТППэпШп, СББбШп ТППэPB, СБPB

Complex networks including the dispatcher

communication and telecontrol circuits

а) in the tunnel ТЗБГ, КНРЭТП КНРЭТЭ, КМПЭВЭ, СПОЭВЭ

b) in the premises ТЗГ, КНРЭТП КНРЭТЭ, КМПЭВЭ,

СПОЭВЭ

c) in the ground ТЗБ -

3. Public address system distributing

networks:

Annunciation circuits:

а) in the tunnel СБВБбШвнг СББбШв, СБВБГ, СБPBГ b) in the premises СБВГнг СБВГ, ПРВПМ

Sound, control, alarm circuits КНРЭТП КНРЭТЭ, КМПЭВЭ,

СПОЭВЭ

4. Tele-monitoring networks:

Video picture signal circuits:

а) in the tunnel РК-75-13-17 БГ -

b) in the premises РК-75-13-17 БГ - Control circuits:

а) in the tunnel СБВБбШвнг СБВБГ, СББбШв, СБPBГ,

СБЗГ

b) in the premises СБВГнг -

5. Municipal telephone input networks:

In the municipal telephone conduit ТППэпЗ - In the Underground Railroad structures:

а) in the tunnel ТППэPBГ ТПPBГ

b) in the premises ТПВ

6. Train and technological radio

communication:

Wire channel In the communication cables

Radio channel: а) in the tunnel and at the station РИ-50-17-33нгп РИ-50-17-32

b) connection of radio station to the

leaky feeder

РК-50-7-58 -

7. Internal cables:

To the telephones, call repeaters, to the

secondary electric clocks:

а) in the premises ТРВ, СБВГнг СБВГ b) in the tunnel СБВБбШвнг СББбШв

c) in the tunnel, on the one hanger with

termination box

РПШЭ, КНРЭТП -

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To the intermediated points of selective

communication

КНРЭТП -

Radio broadcast network ПТВЖ, ПРПВМ -

Public address system:

а) in the premises СБВГнг, ПРПВМ -

b) in the tunnel СБВБбШвнг СББбШв

c) in the tunnel, from the box to the loud-

speaker

РПШЭ -

8. inter-racks, inter-devices connections of the communication networks (racks, consoles):

а) in the premises ТСВ ТПPBГ

b) in the tunnel ТППэPBГ -

Public address system circuits:

а) sound, control, alarm: 1) in the premises СПОЭВ СПОЭВЭ, КМПЭВ, КНРЭТЭ,

КМПЭВЭ

2) in the tunnel КНРЭТП СПОЭВЭ

b)microphone РПШЭ РВШЭ

c) control and feeding:

1) in the premises РПШЭ - 2) in the tunnel КНРЭТП -

9. Mounting wires:

Jumpering in the boxes, mounting in the

communication cabinets

ПМВО ПКСВ

Jumpering in the protective strips ПКСВ -

Microphone circuits

Inter-block and intra-block mounting РВШЭ НВЭ Transmission systems equipment КМС-1, КМС-2, КСВ -

N o t e s

1. The cable mark should be selected on the base of requirements to provision of standard electrical

parameters of circuits (mutual effect, attenuation, loop resistance).

2. The ТЗ type cables should be applied at the dividing to boxes, the ТП type, as a rule, at the dividing to

telephone boxes. 3. In the graph 1 the «tunnel» means the tunnel itself and near-tunnel structures, the «premises» means the

production and other premises of stations.

4. In the radio communication networks application of imported leaky feeders with correspondent technical

parameters is allowed.

T a b l e 11 – Fire and security alarm network cables and wires application area



1. Connecting lines:

Main line and escalator tunnels ТППэPBГ ТППэп 0,66

Service premises of stations ТПВнг, ТППэп ТПВ 0,66

2. Sections from the receiving station to the alarm and COP

board

СББбШвнг АВВГ 1

3. Premises:

Loop from the fire annunciator to the box ЛТВ-П ЛТВ-В, ТРВ 0,66 Internal circuits ПКСВ - 0,66

T a b l e 12 – Non-ferrous metal items in electrical equipment application area

Application area Material mark Dimensions,

mm GOST

1. 825V traction network:

Primary connections in the cabinets with

breakers and in the points of connection to CR:

а) In the tunnels, at the substations, in the SRB Aluminum bus АДЗ1.Т1 10×100 GOST 15176

b) at the parking tracks Copper bus ШМГ 50×100 GOST 434

c) flexible compensator:

Fish plate Strip МГ 3×100 GOST 434

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Application area Material mark Dimensions,

mm GOST

compensator Strip ДПРНМ 0,3×100 GOST 1173

2. 380/220V networks:

Primary connections in the cabinets and boxes АДЗ1.Т1 - GOST 15176

3. Impedance bonds buses Copper МЗ 75×8 GOST 859

T a b l e 13 - Continuous allowable current loads of the 10 KV cables

Conductor cross-

section, mm2

Current, А, for cables

With copper conductor With aluminum conductor

In the ground In the air In the ground In the air

25 119 115 91 87

35 144 142 110 106

50 176 175 134 132

70 212 219 162 161

95 251 265 192 194 120 284 305 218 234

150 318 349 246 264

185 352 393 275 298

240 396 455 314 347

T a b l e 14 - Continuous allowable current loads of the single-conductor 1 и 3KV power

cable in the 825V traction network

Conductor cross-

section, mm2


With copper conductor With aluminum conductor

In the ground In the air In the ground In the air

95 438 354 340 275

120 501 412 389 320

240 746 655 578 508

300 848 760 656 688 400 975 894 756 692

500 1125 1054 873 818

625 1304 1251 1011 970

T a b l e 15 - Continuous allowable current loads of the 1KV power cables with PVC

insulation at the laying in the air Conductor

cross-

section,

mm2

Current, А, for cables Conductor

cross-

section,

mm2


With copper

conductor

With aluminum

conductor

With copper

conductor

With aluminum

conductor

2,5 38 28 50 188 144

4 50 37 70 232 179 6 63 44 95 280 215

10 84 59 120 318 345

16 102 77 150 359 275

25 123 102 185 406 322

35 159 123 240 473 364

N o t e – At the laying of cables in the ground the currentе loads should be accepted with the 1,13 coefficient,

in the water - 1,3.

Regulatory documents used in the present Manual [1] Technical documentation on the sleeves for up to 35KV cables with paper and plastic

insulation. - М.: Energoizdat, 1982. [2] Instruction on the mounting of the connecting sleeves and terminations for the control

cables with plastic and rubber insulation /General electrical mounting. - М.: 1985. [3] Instruction on the mounting of the communication, radio broadcasting, and television

structures and facilities. - М.: Radio and Communication, 1985. TMD-133-91 Technological and mounting documentation on the connecting and ending

sleeves (terminations) for the 1 and 3KV single-conductor cables with plastic insulation designated for the Underground Railroad. - М.: VNIIKP, 1991.

PR 32 DS 10.01-95 Regulations on the laying and mounting of cables of the signaling,

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centralization and blocking facilities. - М.: NIIJA, 1995. GOST 434-78* Rectangular wire and copper buses for electrotechnical purposes.

Technical conditions GOST 859-78 Copper. Marks GOST 1173-93 Copper strips. Technical conditions GOST 1508-78* Е Control cables with rubber and plastic insulation. Technical conditions GOST 6323-79* Е Wires with PVC insulation for electrical installations. Technical

conditions GOST Р 51312-99 Signaling and blocking cables with polyethylene insulation in the

plastic sheath. Technical conditions GOST 7866.1-76 Е Shipboard cables with rubber insulation in the rubber of lead sheath.

Technical conditions GOST 10348-80* Е Multi-conductor mounting cables with plastic insulation. Technical

conditions GOST 11326.78-79 Radio frequency cables of the РК 75-13-17; РК 75-13-17-БГ; РК 75-

13-17-Б; РК 75-13-17-Ба, and РК 75-13-17-К marks. Technical conditions GOST 15125-92 High-frequency symmetrical communication cables with cord-

polystyrene insulation. Technical conditions GOST 15176-89 Е Molding buses of electrotechnical designation from aluminum and

aluminum alloys. Technical conditions GOST 17515-72* Е Mounting wires with plastic insulation. Technical conditions GOST 18404.2-73 Control cables with polyethylene insulation in the rubber sheath.

Technical conditions GOST 18404.3-73 Control cables with polyethylene insulation in the flexible PVC sheath.

Technical conditions GOST 18410-73* Е Power cables with soaked paper insulation. Technical conditions GOST Р 51311-99 Municipal telephone cables with polyethylene insulation in the plastic

sheath. Technical conditions ТУ 16.К03-01-87 Translational wires with plastic insulation ТУ 16.К04.005-89 Telephone distributing single-pair wires ТУ 16.К12-16-97 Fiber-optic cables for local and trunk communication lines of the

Russian directory inquiry service ТУ 16.К18.001-89 Wires with rubber insulation for the radio and electrical installations ТУ 16-К45-001-87 Telephone line wires with PVC insulation ТУ 16.К71-80-90 Station jumper wires with flexible PVC insulation ТУ 16.К71-090-2002 Power and control cables, flame-retardant, with low smoke and gas

emission ТУ 16.К71-005-87 Station telephone cables ТУ 16.К71-008-87 Telephone communication cables with air-space paper insulation ТУ 16.К71-310-2001 Flame-retardant cables with low smoke and gas emission ТУ 16.К73.05-93 660V power and flexible cables ТУ 16.К76-137-97 РИ-50-17-32 mark radio frequency cables ТУ 16.К78-03-88 Low-frequency communication cables with cord-paper insulation ТУ 16.505.305-81 Cables with copper conductors, with insulation from irradiated modified

polyethylene in the PVC sheath ТУ 16.505.437-82 Mounting wires with fiber of film plastic insulation ТУ 16.505.451-89 Distributing cables for radio broadcasting ТУ 16.505.455-73 Wire with PVC insulation and additional fiber insulation, lightened ТУ 16.505.643-82 High frequency cables ТУ 16.505.758-75 Symmetrical station inter-cabinet and intra-cabinet cables ТУ 16-705.141-80 Heating cables with с organic silicon or PVC insulation

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ТУ 16.705.450-87 Telephone communication and radiofixation single-pair cables ТУ 16.705.465-87 Wires and cables for railroad transport and trolleybuses

APPENDIX 5Б

(recommended)

STATION OPERATION CONTROL SYSTEM

1. Designation 1.1. The system constitutes the complete of technical facilities for automated control of

installations and devices providing the normal functioning of the station, including the passenger service and organization of the train traffic, using the tele-monitoring, communication, remote control, and control facilities.

1.2. The technical facilities control is executed from the station dispatcher point by the station duty officer (dispatcher) providing the regulation of the passenger flows and organization of the train traffic within the station, situation control, control of conditions of the premises and installations located at the station and in the adjacent main line tunnels.

2. Functions, location of devices, requirements to premises 2.1. The SOCS should provide execution of the following functions: - organization of the passenger flows and operative control of the station operation using

the tele-monitoring, communication and loud-speaking annunciation facilities; - stop and control of the escalators’ activities; - control of the ventilation, heating and water supply installations; - control of the water drainage and sewerage installations’ activities; - control of the lighting groups of the station and main line tunnels; - control of the stairs electrical heating networks of the staircases to the under-street

crossings at the entrances to the underground vestibules of station with gridiron; - operation of the installations of tunnel passage control; - signalization of the situation in the controlled and monitored objects; - control of the of the situation in the premises by the fire and security alarm installations. 2.2. The SOCS facilities should be located in the premises of: - station dispatcher point (SDP); - station duty officer (SDO); - equipment room, switch room, radio center, etc; - ventilation and pumping plants. In the SDP premises should be located: - automated working place of the station dispatcher (AWP SDP); - automated working place of the duty officer on the station ES post (AWPES) at the

station with gridiron; - fire and security alarm installations instrumentation; - alarm activation facilities; - communication and loud-speaking annunciation facilities; - video control devices; - digital electric clock with second or five-second interval timing; - ventilation and pumping plants control panel; - contact network breakers control panel (at the station with gridiron). In the SDO premises the communication and loud-speaking annunciation facilities by

separate assignment should be located. The approximate scheme of location of equipment in the SDP and SDO premises is

represented in the Figure 1. 2.3. The SDP premises should meet the following requirements: - SDP premises should be adjacent and should be located at the platform level in the

closest proximity to it; - SDP at the stations with gridiron should be located on the side of gridiron, and additional

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premises or the station duty officer booth – at the platform level on the opposite relating to the SDP side of station;

- the premises should meet the requirements to the technical aesthetics, should have the noise absorbing decoration, working and emergency lighting, ventilation, and air conditioning.

The SDP premises should have additional 1200 mm width door for mounting of equipment.

1 – secondary electric clock; 2 - subscriber's communication station; 3 – communication console; 4 - additional

communication console; 5 – loud-speaking annunciation commutator; 6 – alarm activation facility; 7 - loud-

speaking annunciation console; 8 – VCD control point; 9 – SOCS console; 10 – VCD stand; 11 - AWPES

facilities; 12 – clock board; 13 – contact network breakers control point ; 14 – fire and security alarm

installations instrumentation * AT the intermediate stations this equipment is not installed. There is no operator working place. ** Depending on the type of selected equipment it is possible to make installation on the dispatcher table.

Figure 1. – Scheme of equipment location in the SDP premises of the station with gridiron

3. Tele-monitoring, communication 3.1. The tele-monitoring areas at the station should be accepted according to the clause

5.13. 3.2. Each telecamera should be connected with its corresponding VCD. It is allowed to

connect several telecameras (except for the telecameras at the escalator sites) to one VCD. Location of the VCD at the separate stand should correspond to situation of the monitored

areas in the station plane, and should provide visibility of all VCD from the dispatcher working place.

3.3. Telecameras should provide transmission of the pictures with accuracy no less than 460 lines at the illuminance level of the monitored areas no less than the value stipulated for applied television installations. Herewith the effect of the light sources on the deterioration of the picture quality of VCD should be minimal.

3.4. Location of telecameras at the upper and lower sites of escalators should provide the review of combplates of all escalators simultaneously.

At the passenger platforms the telecameras should be installed by one axis at the distance of 100 - 150 mm from the platform edge, and on the height no less than 2200 mm. Herewith the visibility of the train route number should be provided.

Station duty officer

EM

I console

EC operator* Station

dispatcher

To the platform

Rela

y E

MI

Eating r

oom

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3.5. The telecameras should be installed at the structures providing the regulation and firm fixing of the telecameras position.

Fastening of the structure and ring should be rated on the 1500N load. 3.6. In the SDP the communication types according to the Appendix 5.13А should be

provided.

4. Escalators 4.1. The following should be provided at the SOCS console: - emergency stop of escalators; - signalization of the escalators operation; - light (flashing) and sound alarm of the escalator stop. 4.2. Connection of instrumentation for realization of functions indicated in the clause 4.1

should be executed according to the escalators’ control electrical circuit layout developed by (or coordinated with) the escalators vendor.

4.3. The circuits of stop and signalization of escalators should be allocated at the SOCS console as the separate functional facilities, and should have independent communication channels with escalators control circuits.

5. Electromechanical installations Operation and control of the local and tunnel ventilation installations, pumping plants,

warm air curtains, shut-off fittings, etc, should be provided from the EMI console in the volume of requirements represented in the section 5.11 of the SP 32-108.

6. Lighting, electrical heating of staircases The following should be provided from the AWP SDP: - remote control of the lighting groups of passenger premises, ventilation-and-cable ducts

and areas of the contact rails location under the passenger platform screen, light indicators (including the route indicators) and «М» symbols;

- remote control of the lighting groups of main line tunnels and centralized switching-off the working lighting groups of the main line tunnels for the light signaling;

- remote control of the staircases electrical heating networks and under-street crossings, or corridors at the entrances to the underground station vestibules.

7. Electrical centralization of points and signals Control of points and signals and control of the train traffic within the station and at the

sections of approach and departure should be provided from the AWP EC in correspondence with the approved « diagrammatic plan of tracks and schedule of interrelation of points, signals, and routes».

8. Fire and security alarm 8.1. The SDP premises accommodate the receiving instrumentation of the automatic

firefighting and fire alarm systems, as well as security alarm of equipped with these systems premises, according to the clauses 5.16 and 5.22.

8.2. The stations should be equipped with control facilities of the personnel and passengers passage to the tunnel (PTCF) and doors with electric locks at the service bridges of the passage to the tunnels. The control of the electric locks and signalization of the PTCF activation should be provided at the AWP SDP.

9. Consoles 9.1. The consoles should consist of the typical structural elements. 9.2. Location of the station gridiron schemes and control objects at the consoles should be

executed by the functional areas and should coincide with their real mutual location. 9.3. The communication consoles should be located at the side-table pedestals attachable to

the AWP tables.

10. Electric power supply The SOCS installations are related to the electrical receivers of special group of the 1st

category.

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APPENDIX 5.10А

(recommended)

TRANSFORMERS POWER CALCULATION METHOD

The power of transformers for the electromechanical installations power supply (power transformer) and transformers for the lighting networks and other consumers power supply (lighting transformer) should be defined on the base of results of calculation of the total power of electrical receivers connected to the SB1 and SB2 of the TSS and SS substations, correspondingly.

The calculations should be executed in the table form with distribution of the electrical receivers by the groups taking into consideration their characteristics and operating modes indicated below.

1. Calculation of capacity of electrical receivers connected to the SB1 1.1. The calculation results should be reflected in the Table 1. 1.2. The design power of escalators should be defined on the base of number of escalators

operating in the peak hours upward with passengers and downward without passengers, depending on the height of lifting according to the Appendix 5.10B.

The average value of the design power factor cos ϕ at the moving upward should be accepted to be equal to 0,82, at the moving downward - 0,2.

N o t e – it is recommended not to consider the input to network from the electrical drive of the escalator at

the moving downward in calculations, as in this case the total design power will be lower.

1.3. The design power of the electric receivers of the ventilation and pumping plants should be defined by the formulas:

Рр = Кз ⋅ Рн;

Qp = Pp ⋅ tg ϕ, where Рр is the active design power, KW;

Рн is the installed (rated) power, KW; Кз is the loading factor; Qp is the design reactive power, KV·Ар;

tg ϕ corresponds to the cos ϕ value for the calculated electrical receiver.

The recommended average values of cos ϕ for different consumer groups are represented in the Table 1.

The number of electrical receivers, their installed (rated) power and loading factors should be accepted according to the project data, or on the base of assignments of the corresponding installations’ developers. The power of reserve aggregates should not be considered in the calculations.

1.4. The design active and reactive power of the uniform by the operating mode installation groups should be defined as the sum of Рр and Qp values for the each electrical receiver.

To define the design power of SB1 the ΣРр and ΣQp values should be multiplied by their operation coincidence factor - Кор.

It is recommended to accept the Кор values taking into consideration the following suppositions:

- the ventilation installations should be related to the consumers with continuous schedule of work. On the base of operating data the design Кор factor for the tunnel ventilation installations should be equal 0,8, and for the local ventilation installations - 0,4;

- the pumping plants should be related to the consumers with periodical schedule of work, their Кор factor should be within the range 0,12 - 0,5. At the definition of the design power the Кор factor should be accepted within the indicated range depending on the supposed mode of their operation. In case there are no data regarding the Кор factor it should be accepted as 0,5;

- the electrical heating devices should be related to the consumers with periodical schedule of work, their Кор factor should be accepted equal to 0,5. In case of application of electrical heating of staircases by the electric cables or other devices the Кор factor for them should be

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no less than 0,8; - for other installations not having the defined operating modes the Кор factor should be

accepted to be equal to 0,3. 1.5. The design power of electrical receivers connected to the SB1 should be defined by the

formula:

( ) ( ) .2

p

2

pp ∑∑ += QPS

2. Calculation of capacity of electrical receivers connected to the SB2 2.1. The calculation results should be reflected in the table 2. 2.2. The design power of the lighting installations should be defined as the sum of design

power of LI of the working and emergency lighting of the station, adjacent sections of tunnels and near-tunnel structures, as well as other electrical receivers connected to the SB2.

The design active and reactive power of the LI should be defined as the sum of Рр and Qр

values of the separate lighting installations; Qр = Ррtg ϕ, tg ϕ corresponds to the capacity

factor cos ϕ of the lighting installation. At the definition of the design load of the tunnel lighting the LI of the working and

emergency lighting should be considered. The design power of the other electrical receivers should be defined according to the clause

1.3.

To define the design power of SB2 the Для ΣРр and ΣQр values for LI should be multiplied by the coincidence factor Кор equal to 0,9; for the other electrical receivers Кор should be accepted to be equal to 0,5.

2.3. The total design power of the electrical receivers connected to the SB2 should be defined by the formula:

( ) ( ) .2

p

2

pp ∑∑ += QPS

3. Transformer power calculation 3.1. The transformers power should be defined on the base of Sр power taking into

consideration the clause 5.10.2.6.

The calculation results should be reflected in the Table 3.

T a b l e 1

Name Power, KW Кор cos ϕ tg ϕ

Design power

active, KW reactive,

KV⋅Ар escalators Other

consumers

Escalators:

Operation upward - - 0,82 -

Operation downward - - 0,2 -

Tunnel ventilation, WAC

Totally 0,8 0,9 -

Local ventilation

Totally 0,4 0,8 -

Pumping plants

Totally 0,12 - 0,5 0,9 -

Electrical heating devices

Totally 0,5 1,0 -

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Name Power, KW Кор cos ϕ tg ϕ

Design power

active, KW reactive,

KV⋅Ар escalators Other

consumers

Others

Totally 0,3 0,8 -

Totally active and reactive power ΣРр = ΣQp =

Totally full power, KV⋅А Sp =

T a b l e 2

Name

Power, KW

Кор cos ϕ tg ϕ

Design power

Working

Lighting

Emergency

Lighting Active, KW

Reactive,

KV⋅Ар

Lighting:

tunnels

Near-tunnel structures

Dead ends

station:

Passenger premises

Production and domestic premises

Substation

Totally for lighting 0,9

Other electrical receivers

Totally 0,5

Totally active and reactive power ΣРр = ΣQp =

Totally full power, KV⋅А Sp =

T a b l e 3

Design power Sр, KV⋅А Selected transformer

Overload, % Type Power Sтр, KV⋅А

Signatures:

Head of the subdivision __________________________ (surname, n.p.)

Executor __________________________ (surname, n.p.)

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APPENDIX 5.10B

(recommended)

DESIGN PARAMETERS OF ELECTRIC DRIVES OF ESCALATORS

Name

Unit

of

meas.

Type and technical characteristics of escalator

Е900Т, escalator moving speed, m/s Е25Т Е40Т Е55Т Е75Т

0,5 0,65 0,5 0,65 0,5 0,65

Height of

lifting

m 2,5 - 4 4 - 6 6 - 9,6 3,2 - 12 12,2 - 25 25 - 40 35 - 45 45 - 55 55 - 65 65 - 75

Type of

drive

- 5AP160S8 5AP160S6 5АР160М8 5АР160М6 5А200М8 5А200М6 5А200Л6 5А250М6 АИНКЭМ315Е АИНКЭМ355S АИНКЭМ355А8 АИНКЭМ355В8К АИНКЭМ355А6

Rated power KW 7,5 11 11 15 18,5 22 30 55 90 110 132 160 200

Rated Cos ϕ - 0,73 0,81 0,73 0,82 0,84 0,84 0,84 0,83 0,83 0,84 0,85 0,83 0,84

In-rush

starting

current

maximal

А 86 134 137 180 200 238 405 660 540 645 705 970 980

Drive power

consumption (Р),

generating

(minus Р)

depending

on the

design operating

mode and

height of

lifting or

descent - Р

= f(Н)

KW Number of table

1 – at the speed 0,5 m/s; 2 - 0,65 m/s 3 4 5 6 7 8 9

In connection with the constant modernization of the escalator it is advisably to use the data Р = f(Н) in the assignment on the power supply of escalators supplied for the construction objects

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T a b l e 1 - Escalator Е900Т (2,5 - 9,6 m), escalator moving speed 0,5 m/s

Operating mode

Height H, m

2,5 3,5 4,5 5,5 6,5 7,5 8,5 9,6

Load Р, KW

Lifting with load 5,6 7,4 9,2 11,0 12,8 14,6 16,5 18,4

Descent with load -2,2 -3,0 -3,7 -4,5 -5,2 -6,0 -6,8 -7,5

Lifting and descent without load 3,8

T a b l e 2 - Escalator Е900Т (2,5 - 9,6 m), escalator moving speed 0,65 m/s

Operating mode

Height Н, m

2,5 3,5 4,5 5,5 6,5 7,5 8,5 9,6

Load Р, KW

Lifting with load 7,6 9,7 11,8 13,8 15,9 18,0 20,1 22,0

Descent with load -3,2 -4,2 -5,1 -6,1 -7,1 -8,1 -9,0 -10,0


T a b l e 3 - Escalator Е25Т (3,2 - 12 m)

Operating mode

Height Н, m

3,2 4 5 6 7 8 9 10 11 12

Load Р, KW

Lifting with load 17,9 19,6 21,6 23,7 25,7 27,8 29,9 31,9 34,0 36,0

Descent with load 4,9 3,4 1,8 0,3 -1,3 -2,8 -4,3 -5,9 -7,4 -9,0


T a b l e 4 - Escalator Е25Т (12 - 25 m)

Operating mode

Height Н, m

12 13 14 15 16 17 18 19 20 21 22 23 24 25

Load Р, KW

Lifting with load 30,0 31,6 33,2 34,8 36,4 38,0 39,6 41,2 42,8 44,4 46,0 47,6 49,2 51,0

Descent with load -5,0 -6,3 -7,6 -8,9 -10,2 -11,5 -12,8 -14,1 -15,4 -16,7 -18,0 -19,3 -20,6 -22,0



Operating mode

Height Н, m

25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40

Load Р, KW

Lifting with load 63,0 65,2 67,4 69,6 71,8 74,0 76,2 78,4 80,6 82,8 85,0 87,2 89,4 91,6 93,8 96,0

Descent with load -26,0 -27,3 -28,7 -30,0 -31,3 -32,7 -34,0 -35,3 -36,6 -38,0 -39,3 -40,6 -42,0 -043,3 -44,6 -46,0

Lifting and descent without

load

9,0


Operating mode

Height Н, m

35 36 37 38 39 40 41 42 43 44 45

Load Р, KW

Lifting with load 96,0 98,2 100,4 102,6 104,8 107,0 109,2 111,4 113,6 115,8 118

Descent with load -59,0 -60,7 -62,4 -64,1 -65,8 -67,5 -69,2 -70,9 -72,6 -74,3 -76,0


T a b l e 7 - Е55Т (45 - 55 m)

Operating mode

Height Н, m

45 46 47 48 49 50 51 52 53 54 55

Load Р, KW

Lifting with load 122,0 124,4 126,8 129,2 131,6 134,0 136,4 138,8 141,2 143,6 146



T a b l e 8 - Е75Т (55 - 65 m)

Operating mode

Height Н, m

55 56 57 58 59 60 61 62 63 64 65

Load Р, KW

Lifting with load 150,0 152,3 154,6 156,9 159,2 161,6 163,8 166,18 168,4 170,7 173,0



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T a b l e 9 - Е75Т (65 - 75 m)

Operating mode

Height Н, m

65 66 67 68 69 70 71 72 73 74 75

Load Р, KW

Lifting with load 187 190 193 196 199 202 205 208 211 214 217



APPENDIX 5.10C

(rexommended)

STATION PASSENGER PREMISES LIGHTING INSTALLATIONS CALCULATION

METHOD

The formalized method of calculation of LI is designated for calculation of the necessary number of LI elements at the unknown light intensity curve of the lamp. The calculated values of the utilization factor consider the multiple reflections and differentiation by the weighted average values of the reflection index of premises.

The given method allows executing of the direct and inverse tasks of the LI calculation (definition of the average illuminance or necessary number of lamps).

The LI calculation should be executed in the following consequence: 1. On the base of plane and cross-sectional drawing of the premises the premises index

should be calculated: i = b / 2hp,

where i is the premises index; b is the width of premises, m; hp is the design height, m. The design height hр should be accepted for the following LI elements: а) direct light (light distribution class - П, share of the light flux from the lamp directed to

the lower hemisphere is more than 80 %) - h; N o t e – The light distribution class should be defined taking into consideration the architecture of the station

on the base of supposed ratio of the light fluxes re-distributing by the LI elements to the upper and lower parts of premises.

b) preferably direct light (light distribution class - Н, share of the light flux from the lamp directed to the lower hemisphere is 60 - 80 %) - 5h + 3h0 / 8;

c) evenly distributed light (light distribution class - Р, share of the light flux from the lamp directed to the lower hemisphere is 40 - 60 %) - h + h0 / 2;

d) preferably reflected light (light distribution class - В, share of the light flux from the lamp directed to the lower hemisphere is 20 - 40 %) - 3h + 5h0 / 8;

- reflected light (light distribution class - О, share of the light flux from the lamp directed to the lower hemisphere is 20 % and less) - h0; where h is the height of location of lamps over the calculated surface;

h0 is the height of the ceiling over the calculated surface. 2. in correspondence with the accepted decoration materials the reflection indices of the

ceiling ρпот, walls ρст and floor ρпол surfaces (Recommendations [10]) are defined, and the

weighted average value of reflection index of the premises surface ρср.вз is calculated:

,ρρρ

ρполстпот

полполстстпотпотср.вз

SSS

SSS

++

++=

where Sпот, Sст, Sпол are the areas of ceiling, walls, and floor;

ρпот, ρст, ρпол are the reflection indices of ceiling, walls, and floor.

3. By the calculated values of the premises index i and weighted average value of the ρср.вз factor for the selected light distribution class of the lighting installation element the utilization factor и is calculated:

и = kic,

where i is the premises index;

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k, c are the factors defined formally through the weighted average value of reflection index.

The k, с factors for LI are calculated: а) direct light - П

738,0

п.сп.с

0,177

ср.взп.с

097,0

ρ428,0

−=

=

kс

k

b) preferably direct light - Н

738,0

п.п.сп.п.с

0,452

ср.взп.п.с

188,0

ρ395,0

−=

=

kс

k

c) evenly distributed light - Р

0,573

р.ср.с

0,493

ср.взр.с

286,0

ρ480,0

−=

=

kс

k

d) preferably reflected light - В

0,556

п.о.сп.о.с

0,446

ср.взп.о.с

290,0

ρ415,0

−=

=

kс

k

e) reflected light - О

394,0

о.со.с

0,556

ср.взо.с

290,0

ρ415,0

−=

=

kс

k

4. By the utilization factor method the necessary light flux Ф of the LI element is

calculated:

Nu

SKЕФ

зср=

Or, at the known light flux of the light sources, the necessary number of LI elements N is

calculated by the formula

,знорзср

Фи

zSKЕ

Фи

SKEN ==

where Еср is the average horizontal illuminance;

Енор is the critical (minimal) horizontal illuminance;

S is the area of the illuminated surface;

Кз is the factor of safety;

z is the irregularity ratio.

of 295

APPENDIX 5.13А

(recommended)

TYPES AND SUBSCRIBERS OF THE OPERATIVE-TECHNOLOGICAL COMMUNICATIONS

Subscriber name

Communication types

Dispatcher Service Т О PC FSC IDC АТС ARDC S PSC E TTC DС

Local EC

Loud-

speaking TO А D WS M

TTDC PSDC EDC EMDC TTTC PSTC ETC EMTC PС LP PAS LSC

TTDP * * + + + + + * * *

PSDP * + + + + +

EDP * + + + + +

EMDP * + + + + +

LDP operator * + + +

PDP + * + + +

FSDP + * + + +

CC LDP equipment

room

* + +

LDP equipment rooms

* * * + +

SDP-AWP ДО + + + + + + + * + * + * +

SDP-AWP EC + + + * + * + +

SDP + + + + + + * +

EMS relay room +

SDO booth at the

station platform

+ + +

Police post + + + + +

Machinist of

escalators

+ + + + * + +

Post near the lower

sites of escalators

+ + + * + +

The same, near the

upper sites

+ + + + +

Escalator tunnel +

Tension chamber + +

ACP booth + * +

Medical center + + + + +

Cash room + + + + +

of 295

Subscriber name

Communication types


Local EC

Loud-



TTC equipment room + + + + * + + +

TSS, SS + + + + + + +

Drainage plant main,

transit

+ +

TVI + + +

Station sewerage

installation

+ +

The same, tunnel +

» at the station tracks + +

Line drivers change

point

+ + + + + + +

Rolling stocks TMP + + + + + + +

Platform in the train

head

+ + + + +

The same, in the train

tail

+ + +

Radio center + + + +

Switch room + + +

SDO of interchange

station

+

Ticket hall + + + +

Service premises

corridors

+

Platforms and middle hall of station

+ +

Pedestrian crossings +

TTC mechanic + + + + + +

Station master + + * +

Equipment room of

TTC of adjacent

station

+

Entrance to station.

Street area

+

of 295

Subscriber name

Communication types


Local EC

Loud-



Contact network

switch post

+ +

Run traffic lights + +

Entrances to the

near-tunnel structures

+

Main line, tunnel, and station tracks

+ + +

Track switches,

switchman booth

+

Signal points at the

run and station

+

Station track

platform, head

+ + +

The same, end + +

TMP DP 1,2 +

Depot duty officer +

Senior fare collectors +

Parking tracks + +

Accident recovery

formations of services

+

Subdivisions of the

Underground

Railroad

By separate assignment of the customer

of 295

TYPES AND SUBSCRIBERS OF URBAN AND RADIO COMMUNICATION

Subscriber name

Communication types

Urban Radio communication

CTC CRN ECHT TRC SRC RORC

1. TTDP + + * *

2. PSDP + +

3. EDP + +

4. EMDP + +

5. Municipal power supply system dispatcher point +

6. Train driver cabin + +

7. Radio center +

8. Switch room +

9. Automatic telephones +

10. Parking track workers +

R e f e r e n c e d e s i g n a t i o n s : * - console (commutator), + - subscriber’s (end) device. А - Communication of the AFPS administration with senior fare collectors;

D - Communication of TTDP with accident recovery formations of services;

M - Communication of conference of the Underground Railroad management with structural subdivisions;

ECHT - Communication of the PSDP with municipal power supply organizations;

DС - Communication of the station master;

FSDP – fire safety dispatcher point; PDP – police dispatcher point;

SDO – station duty officer.

APPENDIX 5.14А

(recommended)

COMPOSITION, NUMBER, AND NORMS OF FORMATION OF SUBDIVISIONS

Subdivision Number of

personnel, man Norm of formation

Traffic service

Traffic distance – station team See note 1 Station

Escalator service

Escalator distance:

Escalator team 9 Machine room

Telecontrol team 3 14 machine rooms

Power supply service

Power supply distance:

Substations group 9 6 substations

Cable network section 14 15 km of line

Distance of station and tunnel lighting: See note 2

Section of station and tunnel lighting 9 5 stations and runs

Distance of station lighting: See note 2

Station lighting section 6 5 stations

Distance of tunnel lighting: See note 2 Tunnel lighting section 7 13 - 15 km of line

Signalization and communication service

Signalization distance: Train traffic section 6 Station with gridiron

Automated driving section 9 15 km of line

Hot boxes detector section 6 One per distance

Communication distance:

Communication section 6 15 km of line

Radio section 6 The same

Station automation section (ACP, AFPS LB) 6 » SOCS section 6 »

Fire alarm section 6 »

Track service

Track distance – track division 22 6 km of line

Tunnel structures service

Structures distance – structure division 28 6 km of line

of 295



Electromechanical service

Sanitary engineering distance: Sanitary engineering section 10 6 km of line

Protection group 7 The same

Closing mechanisms team 6 12 km of line

Electrical protection and ATU distance: SCP, LCP group 6 The same

Rolling stock service

Electric depot:

Line drivers change point 9 Station - 1 startup line section

Rolling stocks TMP 14 20 km of line (see clause. 3.3)

Revenue collection service

Revenue collection distance – cash section See note 3 station

N o t e s

1. Number of personnel and composition of the station team should be defined according to the Appendix

5.14.B depending on the number of vestibules, machine rooms of escalators and availability of gridiron.

2. At the length of the Underground Railroad network up to 200 km the common distance of station и tunnel

lighting should be accepted, more than 200 km – different distances of the station и tunnel lighting. 3. Number of personnel of the cash section should be defined according to the Appendix 5.14.B depending

on the number of vestibules taking into consideration one foreman or charwoman of production premises per

five cash sections.

APPENDIX 5.14А

(recommended)

COMPOSITION, NUMBER, AND NORMS OF FORMATION OF SUBDIVISIONS



Traffic service

Traffic distance – station team See note 1 Station

Escalator service

Escalator distance:

Escalator team 9 Machine room

Telecontrol team 3 14 machine rooms


Power supply distance:

Substations group 9 6 substations

Cable network section 14 15 km of line

Distance of station and tunnel lighting: See note 2

Section of station and tunnel lighting 9 5 stations and runs

Distance of station lighting: See note 2 Station lighting section 6 5 stations

Distance of tunnel lighting: See note 2 Tunnel lighting section 7 13 - 15 km of line


Signalization distance:

Train traffic section 6 Station with gridiron

Automated driving section 9 15 km of line

Hot boxes detector section 6 One per distance

Communication distance:

Communication section 6 15 km of line

Radio section 6 The same

Station automation section (ACP, AFPS LB) 6 » SOCS section 6 »

Fire alarm section 6 »

Track service

Track distance – track division 22 6 km of line

Tunnel structures service

Structures distance – structure division 28 6 km of line


of 295



Sanitary engineering distance: Sanitary engineering section 10 6 km of line

Protection group 7 The same

Closing mechanisms team 6 12 km of line

Electrical protection and ATU distance: SCP, LCP group 6 The same

Rolling stock service

Electric depot:

Line drivers change point 9 Station - 1 startup line section

Rolling stocks TMP 14 20 km of line (see clause. 3.3)


Revenue collection distance – cash section See note 3 station

N o t e s 1. Number of personnel and composition of the station team should be defined according to the Appendix

5.14.B depending on the number of vestibules, machine rooms of escalators and availability of gridiron. 2. At the length of the Underground Railroad network up to 200 km the common distance of station и tunnel

lighting should be accepted, more than 200 km – different distances of the station и tunnel lighting.

3. Number of personnel of the cash section should be defined according to the Appendix 5.14.B depending on the number of vestibules taking into consideration one foreman or charwoman of production premises per

five cash sections.

APPENDIX 5.14B

(recommended)

OPERATION SUBDIVISIONS PERSONNEL SPECIALTIES. PRODUCTION

PROCESS GROUPS. SCHEDULES OF WORKS

Subdivision, personnel specialty

Number of

personnel, man Production process

groups according

to the SNiP 2.09.04

Daily schedule of

work Totally

Including

women

Traffic distance

Station team:

Station master 1 1 1а 8.00 - 17.00

Station duty officer 4 4 1а 8.00 - 20.00 20.00 - 8.00

Twenty-four-hour

Duty officer on arrival and departure of trains

(at the station with gridiron)

4 4 1а The same

Duty officer of the centralization post (at the

station with gridiron)

4 4 1а »

Centralization post operator 4 4 1а »

Automated control point inspector (in the

vestibule)

4 3 1а »

Duty officer near escalators (per machine

room)

3 2 1а 6.30 - 15.30

15.30 - 23.30 I and II shifts

Cleaning machines driver (per two vestibules) 12 10 1b 8.00 - 20.00

20.00 - 8.00

Twenty-four-hour

Escalator distance

Escalator team:

Machinist 4 1 1b 8.00 - 20.00

20.00 - 8.00

Twenty-four-hour Machinist assistant 4 1 1b The same

Foreman 1 - 1b 8.00 - 17.00

Telecontrol team:

Electrician 3 - 1b 8.00 - 17.00

Power supply distance

Substation group:

chief 1 1а 8.00 - 17.00 or 0.00 -

of 295


Number of personnel, man

Production process groups according

to the SNiP 2.09.04

Daily schedule of work

Totally Including women

7.00

electrician 3 - 1b The same

wireman 4 2 1b »

cleanup man 1 1 1b »

Cable network section: 14 6

electrician 1 - 1b » wireman 11 5 1b »


senior electrician (per two sections) 1 1а »

Station и tunnel lighting distance

Station и tunnel lighting section: 9 3

electrician 1 - 1b »

wireman 6 2 1b »

senior electrician (per three sections) 1 - 1b » cleanup man 1 1 1b »

Stations lighting distance

Station lighting section: senior electrician 1 - 1а

electrician 1 - 1b »

wireman 3 1 1b »


Tunnel lighting distance

Tunnel lighting section:

senior electrician 1 - 1а 8.00 - 17.00 or 0.00 -

7.00 electrician 2 - 1b The same

wireman 3 1 1b »


Signalization distance

TTC section: 6 -


8.00

electrician 4 - 1b 8.00 - 20.00 20.00 - 8.00

Twenty-four-hour

wireman 1 - 1b 8.00 - 17.00 or 23.00 -

8.00

Automated driving section: 9 3

senior electrician 1 - 1а The same

electrician 4 - 1b 8.00 - 20.00 20.00 - 8.00

Twenty-four-hour

wireman 4 3 1b То же

Hot boxex detection section: 6 -


8.00

electrician 4 - 1b 8.00 - 20.00 20.00 - 8.00

Twenty-four-hour

wireman 1 - 1b 8.00 - 17.00 or 23.00 -

8.00

Communication distance

Communication section: 6 -

senior electrician 1 - 1а The same electrician 4 - 1b 8.00 - 20.00

20.00 - 8.00

Twenty-four-hour

of 295




to the SNiP 2.09.04



wireman 1 - 1b 8.00 - 17.00 or 23.00 -

8.00

Radio section: 6 -

senior electrician 1 - 1а The same

electrician 4 - 1b 8.00 - 20.00

20.00 - 8.00

Twenty-four-hour wireman 1 - 1b 8.00 - 17.00 or 23.00 -

8.00

Station automation section (ACP, AFPS LB): 6 -


23.00

electrician 4 - 1b 8.00 - 20.00 20.00 - 8.00

Twenty-four-hour

wireman 1 - 1b 8.00 - 17.00 или 14.00

- 23.00

SOCS section: 6 -

wireman 6 - 1b 8.00 - 20.00, 20.00 -

8.00 Twenty-four-hour

Fire alarm section: 6


23.00

electrician 4 - 1b 8.00 - 20.00

20.00 - 8.00

Twenty-four-hour wireman 1 - 1b 8.00 - 17.00 or 14.00 -

23.00

Track distance

Track division: 22 6

Track foreman 1 - 1b 0.00 - 6.00

Foreman assistant 1 - 1b The same

Track and contact rail serviceman (unabsolved foreman)

- 1b »

Track and contact rail serviceman 14 2 1b »

Track patrolman 4 4 1b »

Structures distance

Structures division: 22 16

Tunnel foreman 1 - 1b »

Tunnel foreman assistant 2 - 1b »

Artificial structures patrolman 1 1 1b » Drainage worker 8 8 2в »

Tunnel worker 6 3 1b »

Facer 2 2 1b »

Colourer 3 2 2c »

Plasterer 1 - 2c »

Breakdown mechanic 4 - 1b »

Sanitary engineering distance

Sanitary engineering section: 10 2

electrician 2 - 1b 8.00 - 17.00

electrical fitter 8 2 2c 8.00 - 20.00

20.00 - 8.00

Twenty-four-hour

Protection group: 7 1

senior electrician 1 - 1а 8.00 - 17.00 electrician 1 - 1b The same

of 295




to the SNiP 2.09.04



electrical fitter 5 1 1b 8.00 - 20.00

20.00 - 8.00

Twenty-four-hour

Closing mechanisms team: 6 1

electrician 1 - 1b 8.00 - 17.00


20.00 - 8.00 Twenty-four-hour

Electrical protection and ATU distance:

SCP and LCP group: 6 1

electrician 1 - 1а 8.00 - 17.00


20.00 - 8.00

Twenty-four-hour

Electric depot

Line drivers change point: 9 4 driver-instructor 4 - 1а 9.00 - 17.00

17.00 - 2.00

4.50 - 9.00

operator 4 3 1а 8.00 - 20.00

20.00 - 8.00

Twenty-four-hour service premises cleanup man 1 1 1а 8.00 - 17.00

Rolling stocks TMP on line: 14 4

foreman 2 - 1b 7.00 - 15.00

15.00 - 23.00

Team foreman 2 - 1b The same

senior car inspector 3 - 1b 7.00 - 15.00 15.00 - 23.00

car inspector 3 - 1b The same

car repair fitter 3 3 1b »

cleanup man premises 1 1 1а 8.00 - 17.00

Revenue collection distance

Cash sections foreman 1 1 1а 8.00 - 17.00

Cash section:

senior fare collector (per one station) 4 4 1а 8.00 - 20.00 20.00 - 8.00

Twenty-four-hour

Shift fare collector (per station with two

vestibules)

4 4 1а The same

Fare collector (according the number of cash

windows)

3 3 1а 7.00 - 15.00

15.00 - 23.00

N o t e s 1. For the station team and cash section personnel the number of wardrobe lockers should be calculated with

10 % reserve.

2. At the calculation of station personnel number by workers’ shifts by the 8.00 - 20.00 and 20.00 - 8.00

schedules it is allowed to conduct calculation as for personnel working by three shifts per day.

APPENDIX 5.14C

(recommended)

DESOGNATION, AREA, AND DISPOSITION OF ADMINISTRATIVE,

PRODUCTION AND DOMESTIC PREMISES AT THE STATION

Designation (name) of premises Number of

premises Area, m2 Disposition

Traffic service

Station master 1 14 In one vestibule

Station master stowage 1 6 The same

of 295

Designation (name) of premises Number of premises

Area, m2 Disposition

Police post 1 10 In the each vestibule

Medical center 2 12 + 8 In the vestibule of shallow station, at the platform level of the deep burial

station

Station dispatcher point (SDP) with SOCS

system (see Appendix 5.14D)

According to the

calculation

In the production premises block at

the platform level

Stowage of cleaning material and sacks с hard domestic waste

1 10 Near the staircases of the under-street crossing of one vestibule

Stowage of cleaning inventory 1 10 In one vestibule

Cleaning machines repair and storage 1 10 - 15 In the each vestibule

Stowage of means of individual protection of

the station personnel

1 6 Station

Premises of fenced placed for floor cleaning machines, towers

According to the calculation

At the platform level

Still room 1 6 In the each vestibule and at the

platform level

Track service

Personnel of the track division, road master,

stowage

3 15 + 8 + 6 Station

Stowages of the track and contact rail teams 2 8 + 8 »

Stowage of line tools and materials 1 15 - 18 In correcpondence with the clause

5.7.1.16

Escalator service

Escalator foreman 1 8 Near one machine room of escalators

Escalator machinist 1 12 Near the machine room

Shop 1 15 The same

Stowage of the escalator handrails and vulcanization equipment

1 6 In the each vestibule and at the level of ticket hall

Stowage of escalator spare parts 1 8 In the each vestibule at the level of machine room

FLM stowage 1 6 Near the each machine room


Electrician, shop and stowage of sanitary engineering section

3 18 + 15 + 6 Station

Electrician, shop and stowage группы защиты 3 12 + 12 + 6 »

Electrician, shop and stowage of closing mechanisms team

3 12 + 12 + 6 »

Electrician, shop and stowage of SDP and LDP

team

3 12 + 12 + 6 »


Station lighting section personnel, shop 2 10 + 10 Station

Tunnel lighting section personnel, shop 2 8 + 8 »

Station lighting section stowage 1 8 - 10 »

Tunnel lighting section stowage 1 8 - 10 »

Stowage for storage of mercury-containing

lamps

1 8 »

Electrician, cable network section shop 2 10 + 12

Stowage of cable network section 1 6 At the each station

Tunnel structures section

foreman, personnel, and stowage of the tunnel

structures division

3 8 + 18 + 6 Station

Stowage of inert materials 1 6 Near the staircases of the under-street

crossing of one of vestibuleй

Stowage for repair and storage of vestibule doors

1 10 In the each vestibule

Reserve for temporary repair teams of services 2 20 + 25 In one vestibule with entrance from the under-street crossing

of 295

Designation (name) of premises Number of premises

Area, m2 Disposition


Personnel of radio section, shop, stowage 3 15 + 15 + 10 Station

Personnel of communication section, stowage 2 15 + 6 The same, near the communication

unit

Electrician of station automation section, shop 2 10 + 8 In the vestibule

Hot boxes detection section 1 12 At one end station

TTC section, shop, stowage 3 15 + 10 + 8 Near the TTC equipment room of the

station with gridiron

Fire alarm section 1 8 In the vestibule (in case of unavailability of above-ground

buildings)

Rolling stocks service

Line drivers change point: instructor premises,

personnel, eating and rest room, wardrobe

4 20 + 8 + +

10 + 15

At the end station of the first startup

line section

TMP of rolling stock on line:

Eating and rest room 1 10 On the 2nd floor

Stowage, shop 1 15 The same

Operator room 1 20 »

Men’s and women’s wardrobe 2 12 + 11 »

Lavatory 1 6 »

Men’s and women’s shower room 2 3 + 3 »


Section team foreman, stowage 2 9 + 8 In one vestibule

Senior fare collector 1 10 The same

Ticket office 1 8 - 20 In the each vestibule

Coins calculation 1 12 The same

Equipment room (server) 1 4 »

wardrobe 1 10 »

General designation premises

Separate wardrobes for each service, common

shower room (in the sanitary-and-domestic

premises block)*

According to the

calculation

In one vestibule of shallow station, in

the each vestibule of deep burial

station

Lavatories According to the

calculation

At the platform level near SDP, in the

each station vestibule, in TSS and

dead ends

Wardrobes (lockers for clean and special

clothes)*

» In the personnel premises and in the

sanitary-and-domestic premises block

Special clothes drying room 1 6 In the sanitary-and-domestic

premises block

Stowage of the fuel and lubricating, and

painting materials (common) with separating mesh partitions

1 20 In the above-ground vestibule or near

the underground vestibule with entrance from under-street crossing

Eating and rest room 1 18 In one vestibule or at the platform

level

Canteen According to the design

assignment

In the vestibule on one station line, as

a rule, at the station with drivers

change point * The wardrobe for electromechanical service should be located near the shower room. Three-compartment

lockers should be provided in the wardrobe.

APPENDIX 5.14D

(recommended)

BLOCK OF PRODUCTION PREMISES AT THE LEVEL OF STATION

PLATFORM. DESIGNATION AND AREA OF PREMISES Name (designation) of premises Area, m2 Disposition

Dispatcher point (SDP):

Dispatcher room 60 At the station with gridiron

» 55 The same, without gridiron

of 295

Name (designation) of premises Area, m2 Disposition

Station duty officer 15 Adjacent to dispatcher room Eating and rest room 10 The same

Switch room 20 Length - 7 m

Relay room 30 The same

Switch room 25 - 30 Length - 8 m

Radio center 25 - 27 The same - 6,5 m

Technological systems equipment room According to the

calculation

At the each station

Line switching room (LSR) According to the

calculation

At one station of communication section

Lighting switchboard 12 At the each station

N o t e s

1. At the stations with gridiron the SDP premises should be located, as a rule, on the side of gridiron.

2. The height of premises should be no less than 2,75 m.

APPENDIX 5.16А

(obligatory)

LIST OF PREMISES AND FACILITIES WITH INDICATION OF CATEGORIES ON

EXPLOSION AND FIRE HAZARD AND CLASSES OF FIRE HAZARDOUS ZONES

Premises*, structures, spatial-and-planning

elements** and zones in structures

Characteristics of substances and

materials***

Category

according to

NPB 105

Class of

zone

according

PUE

1. Ground objects

1.1. Premises of production and storage designation in the buildings

Shops SCM V2 P-IIа

Material storages Combustible materials (or non-combustible

materials in flammable packing)

V1 - V2 P-I - P-

IIа

Archives, libraries SCM V1 - V2 P-IIа

Stowages of combustible materials SCM V2 P-IIа

Stowages SCM V2 P-IIа

Stowages of FLM and FL Oils, greases, FL with flash point > 61 °С V1 P1

Stowages of highly-flammable liquids

(HFL)

HFL with flash point > 28 °С B V-1б

Stowages of HFL HFL with flash point ≤ 28 °С А V-1а

Premises of pumping plants Trace amounts of EIM V4 P-IIa

Water measuring units The same D -

Central heating point » D -

Premises with dry transformers » D -

The same, with oil transformers FL V1 P-1

Electrical switching rooms Trace amounts of SCM, EIM V4 P-IIа

Tool-grinding sections Trace amounts of SCM V4 P-IIа

Instrument distributing sections The same V4 P-IIа

Joinery sections Trace amounts of SCM, FL V2 P-IIа

Welding sections Non-combustible substances in hot, red-

hot, and melted conditions

G -

Forging sections The same G -

Electrical welding sections » G -

Automation sections Non-combustible materials D -

Hydro-dampers repair sections Trace amounts of FL V4 P-IIа

Washing-and-greasing sections Non-combustible substances D -

Sections of charging of AB with gel

electrolyte

The same D -

Accumulators repair rooms » D -

Electrolyte (acid, alkali) rooms » D -

Sections of charging of AB with acid or

alkali electrolyte

Emission of hydrogen at the charging

facilities operation

А В-1а

of 295




materials***

Category according to

NPB 105

Class of zone

according

PUE

Distiller room Non-combustible substances and materials D -

Oil distributing premises FL with flash point > 28 °С B П-I

Equipment sections EIM, SCM V2 P-IIа

Mechanical sections SCM DД -

Fitter sections Non-combustible substances D -

Crack detection rooms Trace amounts of SCM V4 P-IIа

Electro-car charging rooms Emission of hydrogen А (V4)**** B-Ia

Charging facilities premises Combustible gases, HFL А (V4)**** B-Ia

Electric sections SCM, EIM V2 P-IIа

Painting sections Application of solvents with flash point <

28 °С

А B-Ia

Car painting shop The same А B-Ia

Scrubber rooms Trace amounts of SCM V4 P-IIа

Rolling stocks washing chambers Non-combustible substances and materials D -

Compressor rooms The same D -

Automated driving sections Trace amounts of SCM, EIM V4 P-IIа

Radio informers repair sections The same V4 P-IIа

Train radio communication sections » V4 P-IIа

Eating rooms SCM V2 P-IIа

Stowages of dirty and clean clothes The same V3 P-IIa

FLM stowages with HFL storage HFL with flash point < 28 °С А V-Ia

The same HFL with flash point ≥ 28 °С B V-Iб

Stowages of repair section and ASR Trace amounts of SCM V4 P-IIа

Thyristor control sections The same V4 P-IIа

1.2. Premises in the above-ground vestibules

Production premises of ticket block Trace amounts of SCM V4 P-IIа

Medical centers Trace amounts of SCM и HFL V2 P-IIа

Linen rooms SCM V2 P-IIа

Special clothes drying rooms The same V2 P-IIа

LVI premises Corresponds to the category of maintained

premises

V2 - V4 P-IIа

Heating points, water measuring units Non-combustible substances and materials D -

Relay and equipment rooms EIM V4 P-IIа

Switch rooms » V2 P-IIа

Radio centers » V4 P-IIа

Electrical switching rooms SCM, including the trace amounts of cable insulation

V4 P-IIа


AFAI premises Non-combustible substances and materials D -

Canteens SCM V2 P-IIа

Stowages for dirty and clean clothes » V2 P-IIа

Archives, libraries » V1 - V2 P-I - P-

IIа

1.3. structures

Vestibules with escalators EIM, SCM V3 P-IIa

Vestibules without escalators Non-combustible substances and materials D -

Ticket halls with escalators EIM, SCM V3 P-IIа

Ticket halls without escalators Non-combustible substances and materials D -

Galleries of metro-bridges and above

ground sections

SCM V3 P-IIа

1.4. Zones in structures

Organized commerce zones Combustible substances and materials V3 P-IIа

2. Underground objects

2.1. Premises

of 295




materials***


NPB 105

Class of zone

according

PUE

Offices of the station masters, senior fare

collectors, heads of sections, foremen,

machinists of escalators, electricians

SCM V2 P-IIа

Ticket offices Trace amounts of SCM V4 P-IIа

Police post premises The same V4 P-IIа

Fire safety premises » V4 P-IIа

Eating room » V4 P-IIа

Medical centers Trace amounts of SCM, HFL V2 P-IIа

Rest rooms SCM V2 P-IIа

Linen rooms » V2 P-IIа

Special clothes drying rooms » V2 P-IIа

Wardrobes » V2 P-IIа

Lavatories Non-combustible substances and materials D -

Heating points The same D -

Station dispatcher points SCM, EIM V2 P-IIа

Shower rooms The same D -

EC posts EIM V2 P-IIа

Relay and equipment rooms » V2 P-IIа

Communication rooms » V2 P-IIа

Switch rooms » V2 P-IIа

Electrical switching rooms » V4 P-IIа

Radio centers Trace amounts of SCM, EIM V4 P-IIа

Rasping stowages SCM V3 P-IIа

LVI premises Corresponds to the category of maintained

premises

V2 - V4 P-IIа

LVI premises for the painting materials

stowages

The same А V-Ia

The same, for FLM stowages » V1 P-1

LVI premises for smoke removal Trace amounts of EIM V4 P-IIа

Accumulator rooms – AB with acid or

alkali electrolyte

Emission of hydrogen at the charging

facilities operation

А (V4)**** V-IIа

The same – AB with gel electrolyte Trace amounts of SCM V4 P-IIа

Calorifer rooms Trace amounts of SCM V4 P-IIа

10KV, 825V SB premises Trace amounts of SCM, EIM V4 P-IIа

integrated premises of SB and switch rooms The same V4 P-IIа

Pumping plants premises Trace amounts of EIM V4 P-IIа

Automation section stowages SCM V2 P-IIа


AFFI premises Non-combustible substances and materials D -

Stowages of painting materials (HFL ) in

small unbreakable package

HFL with flash point 28 °С А V-1а

FLM stowages (FL) FL with flash point > 61 °С V1 P-I

Underground pedestrian crossings, corridors

between interchange stations

Non-combustible substances and materials D -

Vestibules without escalators The same D -

Staircases » D -

Vestibules with escalators EIM, SCM, FL V2 P-IIа

Ticket halls Trace amounts of SCM V4 P-IIа

Ticket halls with escalators SCM, FL, EIM V2 P-IIа

Entrance halls Non-combustible substances and materials D -

Distributing halls of stations Non-combustible substances and materials D -

Interchange corridors » D -

Escalator tunnels with non-flammable

elements of stairs and balustrade of

escalators

Trace amounts of SCM, EIM, FL V4 P-IIа

of 295




materials***


NPB 105

Class of zone

according

PUE

The same, with flammable elements of

stairs and balustrade

SCM, EIM V2 P-IIа

Tension rooms of station escalators SCM V2 P-IIа

Machine rooms of escalators Trace amounts of SCM, FL V2 P-IIа

Under-escalator ventilation-and-cable bays SCM, including the cable insulation V2 P-IIа

Demounting manways and escalator shafts Non-combustible substances and materials V4 P-IIа

Under-platform ventilation-and-cable ducts SCM, including the cable insulation V2 P-IIа

2.2. Structures for traffic (storage) of trains, near-tunnel structures

Main line tunnels EIM V3 P-IIа

Connecting track branches EIM V3 P-IIа

Dead ends, including the ones with TMP EIM, SCM V3 P-IIа

Connecting chambers EIM V3 P-IIа

Ventilation cross-passages Trace amounts of EIM V4 P-IIа

Ventilation gangways Non-combustible substances and materials D -

TVI machine rooms EIM V4 P-IIа

Shafts and ventilation tunnels EIM V4 P-IIа

Bypass facilities (channels) EIM V4 P-IIа

Manways to the pumping plants Non-combustible substances and materials D -

Bypass cable ducts SCM, EIM V2 - V4 P-IIа

2.3. zones in structures

Organized commerce zones Combustible substances and materials, FL V2 P-IIа

Zones in passengers premises with floor escalators with flammable elements of stairs

and balustrade

SCM V3 P-IIа

The same, with non-flammable elements of

stairs and balustrade

Trace amounts of SCM V4 P-IIа

Zones of night storage of rolling stocks on

the station tracks

SCM, EIM V3 P-IIа

* Premises is the space inside the building (structure), having the specific functional designation and

restricted by construction structures. ** Spatial-and-planning element is the part of structure the specific functional designation, no separated from

the adjacent facilities by the construction structures. *** Data on the substances and materials included in the composition of the fire load: SCM - solid

combustible materials (including the fiber and loosen); EIM – electro-insulating materials of cables and

electrical equipment; FL – flammable liquids; HFL - highly flammable liquids. **** In case of equipment of special ventilation with reserve feeding.

N o t e - Spatial-and-planning elements designated for passengers flow or occupation are conditionally defined as passenger premises.

APPENDIX 5.20А

(recommended)

SELECTION OF THE CONSTRUCTION STRUCTURES INSULATION TYPE

Requirements to insulation

Insulation

sprayed-on

plaster bitumen Bitumen-polymeric asphalt polymeric

On cement

With polymeric

additives

painting soaking gluing painting soaking gluing cold hot hot cast

painting gluing

By the water

head value:

Anti-capillary - - ++ - - ++ - - + = - - -

normal (head

up to 10 m)

+ + +х) + + + + + + + = +хх) =

intense (head

more than 10

m)

- ++ - + + - + + + + + + +

of 295

Requirements to insulation

Insulation

sprayed-on

plaster bitumen Bitumen-polymeric asphalt polymeric

On cement

With polymeric

additives

painting soaking gluing painting soaking gluing cold hot hot cast

painting gluing

By the

chemical

aggressiveness

of water:

leaching - + + + + + + + - - - = =

total acid - - + + + + + + ++с ++ ++ + +

carbon dioxide + + + + + + + + о, с + + + +

magnesium - + + + + + + + о, с + + + +

sulfate - + + + + + + + о, с + + + +

petrochemical о, pt + - - - - - - - - - - -

electrochemical - - о, pt + + + + + - + + + +

By the

mechanical

strength

+ + + + + + + + + - - + -

By the crack

resistance:

Without cracks + + + + + + + + ++ ++ - + -

Cracks up to 0,3 mm

о, rf + о, rf - + о, rf - ++ + - - о, с +

By the outside effects:

Above-ground

area

+ + о, с + о, pr о, с + + + - - о, с +

Underground

area

+ + + + + + + + ++ + + + +

By the

conditions of

execution of works:

Construction

site

+ + + + + + + + + + + + +

winter

conditions

о, с о, с о, с + о, с о, с о, с о, с о, с о, с ++ о, с о, с

Reference designations: х) – water head up to 3 m; хх) – the same, up to 5 m; «++» - absolutely preferable;

«+» - recommended; «-» - not recommended; «=» - possible in case of financial substantiation; «о» - additional

measures required; «с» - special selection of composition; «pr» - special protection; «pt» - special painting of

surface; «rf» - reinforcing.

APPENDIX 5.20B

(recommended)

CHEMICAL STABILITY OF BITUMENS AND GUDRONES AT THE

TEMPERATURE OF 25 °С IN DIFFERENT MEDIAS Medias where the conditions of material are characterized as

stable

Media where the conditions of material are

characterized as unstable

Water Acids: acetic (> 10 %), chloroacetic (10 %),

chromic (≥ 10 %), fatty acids, formic (90 %), nitric (> 10 %), oleic (100 %), picric (100 %),

sulfuric (> 70 %), oleum

Acids: sulfuric (55 %), nitric (10 %), hydrochloric (30 %), phosphoric (85 %), H2SО3 (any concentration), humic, lactic,

boric, butyric, benzoic, citric (10 %), fluorosilicic (40 %), oxalic

(20 %), stearic

Salts: carbonates, nitrates, chlorids, sulfates, fluorides,

electrolytes, cleaning soda, ammonium muriate, nitre, sulphite

liquor, aluminum sulfate, bicarbonates (10 %), phosphates (10 %)

Solvents: acetone (100 %), aniline,

chloroform, phenol, acetic ether, gasoline,

benzene, liquid hydrocarbons, carbon

disulfide

Organic materials: alcohols, formaldehyde (37 %), liquid wastes Strong oxidizers: chromic acid, etc

of 295

Medias where the conditions of material are characterized as stable

Media where the conditions of material are characterized as unstable

of paper industry, fertilizers, wastes of textile and food industries, breweries, tanning enterprises, etc

Mineral oils

Inorganic materials: water polluted with inorganic substances

impurities, wastes of metal manufacture, etching sulfuric acid

Sodium hydroxide (25 % and more)

Alcalies: ammonium hydroxide (28 %), calcium hydroxide

(saturated), potash

Gases: humidifies sulfurous anhydride, hydrogen sulfide

APPENDIX 5.20C

(recommended)

EXAMPLES OF TUNNEL STRUCTURES PROTECTION

Surface,

conditions of contact with

aggressive

media

Method of works, tunnel lining structure

Closed Cut-and-cover

Pre-fabricated

Cast-in-situ pressed or cast-in-situ

from concrete and reinforced concrete

Pre-fabricated from reinforced concrete

blocks or solid

sections

From cast iron liners

From reinforced concrete liners or

blocks

External

surface,

contacting with

ground or

ground waters

Injection of combo or slurry under

the lining. Factory-made insulation

Injection of slurries into the ground

under the lining structure with

additives for unwatering and increase

of the density of the concrete lining.

Bi-layer concrete (reinforced concrete) lining: the first layer - shotcreting,

cast-in-situ pressed lining or concrete

layer of the arch-concrete shoring.

Hydro-insulation between the layers

from the corrosion and bio-resistant

material or anti-corrosion coatings, the second layer - cast-in-situ concrete or

reinforced concrete. Concrete with

high water-proofing features should be

applied (such as with the МБ-01

plasticizer)

Factory-made

concrete soaking.

Reinforced glued

insulation from 3 -

4 layers of glass fabric

waterproofing, or 2

layers of self

adhesive

insulation.

Protective concrete «wall in ground»

or anti-filtration

screen with

chemical grouting

At the big

sections with

strong water

inflows and at the caisson method

of work coating

with anti-

corrosion

hydrocarbon

greases (petrolatum with

corrosion

inhibitors, and

others)

Factory made

waterproofing by

the way of

insertion of paraffin

petrolatum grease

on the surface of

formworks

Internal

surface

contacting with aggressive

gases

Arrangement of ventilation with the purpose of decrease of humidity and aggressive gases

concentration. Water removal from the leakage points. Gunning with combos (including the

ones with asbestos fiber) providing the good adhesion and waterproofing

Insertion of protective coatings Treatment of surface with soaking and compacting

materials

Technology of tunneling preventing development of biological corrosion (anaerobic regime, excluding of caisson method, etc)

Joints Sealing and protection

APPENDIX 5.20D

(recommended)

APPROXIMATE COMPOSITIONS OF PROTECTIVE COATINGS

1. Coating with HBZG-2 for concrete surface:

- petrolatum - 81 %;

- high pressure polyethylene - 5 %;

- ceresine of synthetic mark 100 - 10 %;

- petroleum calcium sulfonaphthenate - 3 %;

- oxidized petrolatum - 1 %.

The coating should be inserted by the way of spraying using the compressed air at the

temperature of 100 - 150 °С with formation of the 3 - 7 mm thickness layer. The lower part of

lining contacting with the ground where the protection with combo is impossible, and in the

aggressive media, should be protected additionally by the way of insertion of protective

coatings before the lining mountings.

2. Coating on the metalized layer:

of 295

- polyurethane varnish UR-293;

- enamel of the «Etinol» type;

- BAS mastic.

In addition, for metal surfaces protection with the composition including the 100 weight

parts of chemical resistant HSL varnish and 70 weight parts of zinc powder should be

provided.

3. Coating for sealing of gaps between the cast iron liners:

- petrolatum - 98 %;

- oxidized petrolatum - 1 %;

- inhibitor 8/2М - 1 %.

APPENDIX 6А

(obligatory)

ДОПУСТИМЫЕ ОТКЛОНЕНИЯ ФАКТИЧЕСКИХ РАЗМЕРОВ PRE-

FABRICATED LININGS ОТ ПРОЕКТНОГО ПОЛОЖЕНИЯ

Dimensions in mm Name Deviation

1. Station tunnels constructed by the closed method of works

1.1. Station of pier and column type

First trough blocks or liners of cut rings of the station tunnel in plane and profile ± 15

First ring of cast iron lining:

Support liners in plane:

Lower support +10 - -20

Upper support 0 - +40

Horizontal ellipticity -50

Support liners by height:

lower +20

upper +40

Vault by height:

middle tunnel +30 - +100

side tunnels +10 - +50

Horizontal advancing:

Cast iron ± 5

Reinforced concrete ± 15

Vertical advancing:

Cast iron ± 5


Next liner rings:

In plane ± 30

Horizontal ellipticity -50

Vault by height:

middle tunnel +30 - +100

side tunnels -10 - +50

Horizontal and vertical advancing:

Cast iron ± 10


distance from the axis of middle tunnel to columns +30

columns from vertical in the ring plane ± 20

1.2 pier type station:

Diameter (ellipticity) of rings:

Vertical +40

Horizontal -80

Under the 45° and 135° angles +50

Center of rings from the tunnel axis outside the mounting area ± 30

Cut rings plane in the direction of the station tunnel axis (displacement of picketage) ± 30

Next rings plane in the direction of the station tunnel axis ± 30

1.2.А. Pier type station from the reinforced concrete elements with metal lintel beams:

of 295

Name Deviation

Displacement of picketage of rings of the middle and side tunnels in the section

without opening

Up to 75

Ellipticity of the middle tunnel rings +100

Gap between the lintel beams and liner ends 50 ± 10

Benches of the trough blocks +60

Bench of the lintel beams edge toward the tunnel beyond the border of the

reinforced concrete liner

Up to 10

1.3. Column type station:

First side tunnel from the axis:

In plane ± 30

In profile +30 - +50

Diameter (ellipticity) of the side tunnel rings:

Vertical +30 - +70

Horizontal -50

Under the 45° and 135° angles +50

Distance between the side tunnel axes in plane ± 60

Marks of the similar rings of the side tunnels ± 50

Picketage of the similar rings of the side tunnels ± 20

Distance от оси среднего tunnel до columns ± 30

Mark of the middle vault of straighteners (on the axis) +30 - +100

Column from vertical in the ring plane ± 20

1.3.А. Three-vault deep burial column station with column-and-run complex and main lining from pre-fabricated

elements:

Displacement of picketage of the side tunnel rings ± 50

Deviation of the side tunnel in plane ± 40

Deviation of the trough and lower support block position in profile -20

Ellipticity at the laying of side tunnel rings by vertical radius +90

Lower plane of the upper support block +50

Ellipticity of the upper support block -25

diameter (ellipticity) of rings of the side tunnels:

Vertical +30 - +100

Horizontal +50

Under the 45° and 135° angle -50

Displacement of the upper support block in plane relating to the lower one toward

the side tunnel

-30

Support block in plane:

Lower -20 - +10

Upper -40

Mounting of metal structures ± 5

Displacement of the upper hinge relating to the lower one toward the side tunnel axis

-30

Gap between the upper support part and upper support block No less than 40

Ellipticity of the upper vault of the middle tunnel:

In the vault +30 - +100

Under the 45° and 135° angle +15 - +50

Displacement of the axes of adjacent blocks of the upper vault in one ring at the

place of their adlacency to the support block by height

No more than 20

Benches between the support block and adjacent upper vault blocks 65 - 85

Benches between rings:

In the vault No more than 100

Under the 45° and 135° angle » 75

Radius of the lower vault lining +30

1.4. Single-vault station:

Station axis in plane and profile ± 50

Radius of vault curvature:

Upper vault +100

Lower vault ± 50

of 295

Name Deviation

Position of the bearing plates of the vault:

In plane +20

In profile ± 15

1.4.А. Single-vault deep burial station with lining from pre-fabricated reinforced concrete elements extruded to

the rock, constructed by the method of through driving of the main line tunnels:

Station axis in plane and profile ± 50

Maximum sagging of the upper vault in the fifth ring after the girder Up to 50

The same, in a month » 100

Displacement of the lower vault in profile ± 50

Ellipticity of the half-ring of the upper vault before the execution of initial extruding +5 - +10

Side and upper (lower) advancing of the half-rings by picketage ± 30

Allowable gap between two arches along the station length Up to 60

Benches by the height between arches » 100

Position of bearing units of the cast-in-situ reinforced concrete support:

In plane by the station axis ± 20

In profile (upper and lower break of the supporting sites) +15

From the radial direction of the upper and lower bearing units’ planes to the width

of the supporting site

+5

Deviation of the profile surface of the supporting sites from the straightness along the 700 mm length in two directions

Up to 4

1.4.Б. Single-vault deep burial station with lining from pre-fabricated reinforced concrete elements extruded into

the rock, with application of mechanized aggregates at the tunneling of the upper vault in the impermeable to

water grounds

1.4.Б.1. Driving of the support tunnels:

Axis in plane and profile ± 50

Diameter (ellipticity) of the ring:

Vertical +100

Horizontal and under the 45° and 135° angle ± 50

1.4.5.2. construction of supports in the side tunnels:

Deviation of the formwork in the points of adjacency with upper and lower vaults ± 50

Deviation of position of embedded (bearing) sheets:

In plane ± 20

In profile ± 10

Installation of formwork with embedded items:

In plane (from the station axis) +20

In profile (upper and lower bearing units) +15

Deviation from the radial direction of the upper and lower bearing units’ planes to

the width of the supporting site

+5

Deviation of the profile surface of the supporting sites from the straightness along

the 700 mm length in two directions

Up to 4

1.4.5.3. Upper vault tunneling:

Release of arch:

Opening of joint of the support block by the internal chord:

At the pressure of 100 kg/cm2 » 80

At the pressure of 220 kg/cm2 » 30

Ellipticity of the half-rings before the execution of release +100

For the mechanical sluice aggregate (MSA) -5 - +10

Advancing of the side rings ± 50

The same, for MSA ± 30

» for the mechanical calotte aggregate (MCA) ± 40

Gap between two arches Up to 60

The same, for MCA » 40

Benches by the height between the adjacent arches sides » 100

The same, for MCA » 40

» for MSA » 150

Deformation of the vault in a month after release » 100

1.4.Б.4. Lower vault tunneling:

of 295

Name Deviation

Lower vault in profile ± 50

Opening of joint at the release of support blocks at the pressure of 100 - 120 kgf/cm2 Up to 80

Benches by the height » 20

Advancing of the side rings » 30

for MCA » 40

1.5. Escalator tunnel

First rings:

Diameter (ellipticity) of the ring

Vertical ± 30

Horizontal -30

Under the 45° and 135° angle ± 25

Trough -30

Vault +10 - +50

Ring center:

In plane ± 5

In profile +10 - +30

Horizontal and vertical advancing of the front plane of ring ± 10

Next rings:


Vertical +30

Horizontal -30


Ring center in plane and profile ± 25

Horizontal and vertical advancing of the front plane of ring ± 15

2. Main line tunnels constructed by the closed method of works

2.1. Circular outline tunnel with the pre-fabricated reinforced concrete lining (including the lining extruded into the rock) and metal lining:


In the mounting area ± 25

Outside the mounting area ± 50

Center of rings from the tunnel axis outside the mounting area in plane and profile ± 50

Displacement of picketage ± 15

First ring:

Real distance from the longitudinal axis ± 25

Trough segments +30

Horizontal diameter -20

Diameter under the 45° and 135° angle ± 15

Vault +10 - +50

Assembled ring radius:

Vertical +40

Horizontal -20


Real center of the assembled ring ± 50

Real mark of the trough +30

Vertical and horizontal advancing ± 30

Torsion of ring ± 20

Vertical and horizontal advancing of the ring plane ± 30

2.2. Tunnel with the cast-in-situ pressed lining:

Tunnel axis in plane and profile ± 70

Pressed rings (by the vertical plane between them) ± 30

3. Shaft

3.1. Driving of shaft from below:

End plane of the ring relating to the horizon:

First rings ± 5

Next rings ± 10


First rings ± 15

of 295

Name Deviation

Next rings ± 50

Shaft axis from the vertical ± 50

Diameter of ring at the drill and blast method ± 100

3.2. Driving by the drop shaft method

End surface of the shaft relating to the horizon ± 10

Diameter (ellipticity) of the drop shaft ± 50

Shaft axis from the vertical ± 50

The same, at the penetration in thixotropic jacket ± 0,01Н*, but no more

than ± 250

Diameter (ellipticity) of the ring before the penetration in thixotropic jacket ± 25

4. Station constructed by the cut-and-cover method of works

Pit axis ± 10

Pile shoring of pit or protective «wall in ground» -50 - +250

Verticality of the trench soldiers at the «wall in ground» method ± 0,01Н

Mark of the pit bottom under the laying of concrete workpiece ± 10

Top of the concrete workpiece ± 10

Trough block:

In plane ± 25

In profile +10 - -20

Wall block in plane and profile ± 25

Wall block and columns from vertical 0,002Н, but no more than

± 25

Vertical and horizontal advancing of the blocks ± 25

Mark of the upper supporting site of the wall block and columns ± 10

Wall blocks in plane and profile at the level of 1m from the rail heads ± 25

Distance between the station tunnels’ axes ± 10

Platform at the height of 1,10 m from the level of the rail heads ± 5

Border stone at the platform at the distance of 1,45 m from the track axis +10

5. Main line tunnel constructed by the cut-and-cover method of works Similarly to the item 4

5.1. Main line tunnel from the lining assembled from the solid sections:

Section in plane and profile ± 30

Horizontal and vertical advancing of the sections ± 20

Slope of section 0,001Н, but no more than ± 20

Bench between sections ± 10

6. Approach opening Similarly to the item 2

7. Near-tunnel structure:

Closed method of works Similarly to the item 2

Cut-and-cover method of works Similarly to the item 5

8 Track to the tunnel:

Line control survey point by picketage ± 30

Mark of the line control survey point ± 2

Ends of the 5 m length rail track section:

In plane (should not have systematic character) ± 2

By the height, the same ± 2

Displacement in plane and profile ± 3

Widening of rail gage ± 4

Narrowing of the rail gage -2

Measured rise of the rail deflection relating to the calculated for chord:

20 m length ± 3

10 m length ± 2

Displacement of the rail strings in plane and profile at the 5m length section (at the

adjacent chords there should not be different signs)

± 2

9. Connecting chamber:

Closed method of works Similarly to the item 2

Cut-and-cover method of works » item 5

10. Traction step-down substation, blocks of production and domestic premises:

of 295

Name Deviation

Closed method of works » item 1

Cut-and-cover method of works » item 5

N o t e – in the «Deviation» graph the Н symbol means the height of the structure or shaft element.

APPENDIX 6.6А

(reference)

TUNNELING COMPLEXES Grounds Complex Shield Executive body lining

Hard consistency clays КТ1-5,6 ПЩН-1 Slotted with 4-star bar Pre-fabricated reinforced

concrete, including the

extruded into the ground

Rocky КМ-24 ЩМР-1 Rotor The same

Mixed (rocky and non-rocky) КТ-5,6Д2 КТ-5,6Д2 Alternating: excavator

and grooving

»

Rocky - 105-Т Grooving Cast-in-situ pressed

concrete

Sands with argillic ground bands ТЩБ-1 ЩБ-7 Jaw-type The same

Sand-and-argillic with gibbers or

rocky ground bands

КМ-42М1 ЩМЭ-1 Excavator Pre-fabricated reinforced

concrete and from the cast iron liners

The same КТ-5,6Б2 КТ-5,6Б2 » The same

Sands ЩМ-17М ЩМ-17 Jaw-type (dissecting

sites)

»

APPENDIX 6.7.А1

(recommended)

АCТ

OF EQUIPMENT OF THE DEWATERING WELL

______ filter at __________________________ (name of structure, object)

«____» _______________ 200___ year

We, undersigned, _______________________________________ have drawn up this act

regarding the following: the dewatering well ________ is equipped with filter ________

mm installed cording to the drawing _______________ within the depth interval

________ m.

Depth of the well _________ m. Dirt collector _____________________

The sand-and gravel envelope of the filter is executed from the fraction

____________________

The filter is installed by the team _____________________________________________ (name of organization, position, surname, n.p.)

Conclusion: ____________________________________________________________

__________________________________________________________________________

Signatures:

APPENDIX 6.7.А2

(recommended)

АCТ

OF PUMPING OF THE DEWATERING WELL

_____ air lift at ___________________________ (name of structure, object)

«____» _______________ 200___ year

We, undersigned, _______________________________________ have drawn up this act

regarding the following: pumping of the dewatering well _______ constructed at the PQ

(piquet) _________ using air lift was conducted from _________ till _______ 200___ year

Structure of the well (filter) __________________________. (description)

of 295

The dewatering installation shows normal operation, the compressor creates the pressure

_________ atm, debit of installation in the moment the startup _____________ m3/h.

Pumping of well was conducted till the full water clearing.

Signatures:

APPENDIX 6.7.А3

(recommended)

АCТ

OF COMMISSIONING OF THE DEWATERING INSTALLATION

at ____________________________ (name of structure, object)

«____» ______________ 200___ year

Committee in the composition:

Chairman – representative of customer _____________________________________ (name of organization, position, surname, n.p.)

Members of committee - representatives:

general contractor

__________________________________________________________ (name of organization, position, surname, n.p.)

subcontractor __________________________________________________________ (name of organization, position, surname, n.p.)

design organization ___________________________________________________ (name of organization, position, surname, n.p.)

Conducted the inspection of the dewatering ejection unit, light well point system,

dewatering well with bore-hole pumps (underline the necessary) _________________ at

the section from PQ __________ to PQ __________, executed according to the drawings

__________.

The pumping plant includes __________ working pumps and ______ reserve pumps of (number) (number)

the mark____________.

The pumping plant is constructed at the PQ ПК __________. The number of operating

well points __________ pcs.

Debit of installation __________ m3/h.

The following material were represented to the committee: _________________________

After the studying the project and executive documentation and inspection of the

installation the committee considers that the dewatering installation has been mounted in

correspondence with the project and taking into consideration the changes coordinated with

the project organization _______________________________________________________. (list)

Decision of the committee:

The dewatering installation at the section from PQ __________ to PQ __________

To be put into operation from ___________. (date)

Signatures:

Handed over by Accepted by

representatives of subcontractor representatives of customer

general contractor

design organization

APPENDIX 6.7.А4

(recommended)

ACT

OF THE SITE READINESS TO EXECUTION OF MAIN WORKS AFTER THE

of 295

COMPLETION OF PRELIMINARY DEWATERING PERIOD

at _____________________________ (name of structure, object)

«____» _______________ 200___ year

Committee in the composition of representatives:


general contractor _________________________________________________________ (name of organization, position, surname, n.p.)

customer _______________________________________________________________ (name of organization, position, surname, n.p.)

design organization _______________________________________________________ (name of organization, position, surname, n.p.)

Has studied the represented executive documentation _________________ (list)

Committee has ascertained:

As of the date «____»________________ 200___ year at the section from PQ _________

to PQ __________ decrease of the level of underground water to the ____________ mark has

been achieved.

Committee has concluded:

Conduction of the mining works at the section from PQ ________ to PQ ________ to be

allowed to the construction organization _______________ since «____»_____ 200___ year. (name)

Signatures:

Handed ober by Accepted by


general contractor

design organization

APPENDIX 6.7.А5

(recommended)

ACT

OF TERMINATION OF THE DEWATERING WORKS

at ___________________________ (name of structure, object)

«____» ______________ 200___ year





design organization ___________________________________________________

after the inspection of the status of works on the construction of

_______________________ at the section from PQ _______ to PQ ________ at place (name of structure, object)

concluded:

The section from PQ __________ to PQ __________ was given under the tunneling

according to the act __________ dated __________. (date)

of 295

In the project of execution of works the following has been provided:

Period of the construction works ______ months, operation of the dewatering installation

during ____________ machine-shifts, and operation of well points in the number of

___________ pcs during __________ shifts.

As of the date _________ the works on the erection of structures with water-proofing are (date)

executed ____________________________. (indicate the status of works)

Taking into consideration the status of works the committee concluded

________________. (decision of the committee)

Signatures:

APPENDIX 6.7.B1

(recommended)

ACT

OF PUTTING INTO OPERATION OF FREEZING SYSTEM


«____» _______________ 200___ year





design organization _________________________________________________ (name of organization, position, surname, n.p.)

Conducted the inspection of the freezing system __________ at the section from PQ

__________ to PQ ______, executed according to the drawings __________.

The cooling installation includes _________ operating compressors (aggregates). (number)

The freezing system has been constructed at the section from PQ __________ to PQ

_______.

The number of operating freezing columns ___________ pcs.

The following materials have benn represented to the committee:

______________________________

After the studying of the project and executive documentation and inspection of the

system the committee concluded that the freezing system has been mounted in

correspondence with the design and taking into consideration the changes coordinated with

the design organization ______________________________________________. (list)

Conclusion of the committee:

The freezing system at the section from PQ __________ to PQ __________ to be put into

operation from __________. (date)

Signatures:



general contractor

design organization

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APPENDIX 6.7.B2

(recommended)

ACT

OF THE SITE READINESS FOR EXECUTION OF MAIN WORKS AFTER THE

COMPLETION OF ACTIVE FREEZING PERIOD


«____» ______________ 200__ year.




customer ________________________________________________________________ (name of organization, position, surname, n.p.)

design organization __________________________________________________ (name of organization, position, surname, n.p.)

Has studied the represented executive documentation _________________ (list)

Committee has ascertained:

As of the date «____» _____________ 200___ year at the section from PQ ___________

to PQ __________ the design dimensions and temperatures of the ice-and-ground wall have

been achieved.

Committee has concluded:

Conduction of the mining works at the section from PQ ________ to PQ ________ to be

allowed to the construction organization _______________ since «____»_____ 200___ year.

Signatures:



general contractor

design organization

APPENDIX 6.7.B3

(recommended)

A C T

OF TERMINATION OF THE FREEZING WORKS

at ____________________________ (name of structure, object)

«____» ______________ 200___ year




customer ______________________________________________________________ (name of organization, position, surname, n.p.)


after the inspection of the status of works on the construction of

_______________________ at the section from PQ _______ to PQ ________ at place (name of structure, object)

concluded:

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The section from PQ __________ to PQ __________ was given under the tunneling

according to the act __________ dated __________. (date)

In the project of execution of works the operation of the freezing system in the

__________ mode during ________ days, and operation of the freezing columns in the

number of _______ pcs during _______ days has been provided.

As of the date __________ the works on the erection of structures with water-proofing (дата)

have been executed ____________________. (indicate the status of works).

Taking into consideration the status of works the committee concluded

________________. (decision of the committee)

Signatures:

APPENDIX 6.7.C1

(recommended)

Construction of ________________________ (name of structure, object)

L o g - b o o k

on execution of drilling works

Date,

shift

Section

of works

The

well

number

Well drilling parameters

Drilling

equipment

Drilling

period, start

- end, h,

min

Drilled

during the

shift, m

Notes Signature depth, m

diameter,

mm

Drilling

angle

1 2 3 4 5 6 7 8 9 10 11

APPENDIX 6.7.C2

(recommended)

Construction of _________________________ (name of object, section)

L o g - b o o k

on the grounds cementation

Date,

shaft

Section

of works

The

well

number

Depth of

well, m

Type

and

mark of

cement

Composition of

solution, t W/C

Solution

volume,

m3

Injection

pressure,

МPа

Note Signature

cement additives

1 2 3 4 5 6 7 8 9 10 11 12

APPENDIX 6.7.C3

(recommended)

Construction of _____________________________ (name of object, section)

L o g - b o o k

on injection of the urea solutions into the ground

Date,

shaft

The

well

number

Round

number

Depth

of

round,

m

Carbamide

resin

Щавелевая

кислота Gel

formation

period,

min

Solution

volume, l

Injection

pressure,

МPа

Note Signature density

γ, g/cm3

volume,

l

density

γ, g/cm3

volume,

l

1 2 3 4 5 6 7 8 9 10 11 12 13

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Date, shaft

The

well number

Round number

Depth

of round,

m

Carbamide resin

Щавелевая кислота

Gel

formation period,

min

Solution volume, l

Injection

pressure, МPа

Note Signature density

γ, g/cm3

volume, l

density

γ, g/cm3

volume, l

1 2 3 4 5 6 7 8 9 10 11 12 13

of 295

APPENDIX 6.7.В4

(recommended)

Construction _____________________________ (наименование объекта, участка)

L o g - b o o k

on execution of works on jet cementation of grounds

Date,

shift

Section of

works

(location of pile)

Pile parameters Technological parameters Composition of solution Materials consumption

Note Signature well

Angle of

inclination

to vertical, degrees

Length

of

well, m

Length

of pile, m

Diameter

of pile, m

Number

of

nozzles, pcs.

Diameter

of

nozzles, mm

Monitor

rotation

speed, rpm

Monitor

lifting

speed, m/min

Injection

pressure, МPа

Cement

mark

Water

to

cement ration

Additive,

% to the

cement mass

Cement

per 1

r.m. of pile, kg

Cement

per pile, kg

Additive

per pile, kg

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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APPENDIX 6.7.C5

(mandatory)

A C T

OF THE REFERENCE WELL TESTING

_____, drilled at ____________________________ (наименование участка, сооружения)

«_____» ___________________ 200___ year


Construction-and-mounting organization ______________________________________ (name of organization, position, surname, n.p.)

technical supervision of customer ___________________________________________ (name of organization, position, surname, n.p.)


Conducted the testing of the reference well __________ for inspection of results and

sufficiency of the executed cementation works.

Location of the well ________________________________. (section, piquet, of adjacent wells)

Depth of the well, zones, installation of plug _______________. (indicate)

Testing results

Depth of interval, m

Thockness of zone, m

Water testing Cementation

Pressure, МPа (kgf/cm2)

Specific water absorption,

l/(min⋅m2)

Pressure, МPа (kgf/cm2)

Cement absorption per 1

m, kg

Conclusion on the testing results _________________________________

Signatures:

APPENDIX 6.7.C6

(mandatory)

A C T

OF THE CONCEALED GROUNDS INJECTION WORKS ACCEPTANCE

(jet cementation) Executed at ____________________________

(наименование объекта construction)

«_____» ________________ 200___ year Committee in the composition of representatives:


technical supervision of customer ___________________________________________ (name of organization, position, surname, n.p.)


Studied the executive documentation, conducted inspection of works executed by

____________________________________________________________ and (name of the construction-and-mounting organization)

Drawn up the present act regarding the following:

1. For the inspection and acceptance the works on ________________________________ (name of works)

at the section _______________________________________________have been submitted. (name)

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2. The works have been executed according to the project

__________________________________________________________________________ (name of design organization, of drawings and dates of their issueа)

3. have been used for preparation of solutions _____________________________ (name and results of acceptance control of materials)

4. has been applied for injection _____________________________________________ (kind of solution, components ratio, characteristics of solution)

5. The preparation and injection of solutions has been conducted____________________

__________________________________________________________________________ (type of mixing and injection equipment, technological parameters of the solution injection, pressure, monitor lifting speed,

consumption of solution, etc)

6. The work was executed by the team_________________________________________ (team foreman surname, n.p.)

7. Results of control works ___________________________________________ (type of control, reference piles’ numbers, wells, characteristics of the ground-and-cement material)

8. Date:

Start of works _____________________, end of works ____________________. (month, year) (month, year)


The works have been executed in correspondence with the design, construction standards

and regulations, and meet the requirements to their acceptance.

The submitted to the acceptance works indicated in the clause 1 of the present act, have

been accepted with the quality rating _____________.

On the base of mentioned above the execution of _____________________ to be allowed. (indicate the king of subsequent works)

Signatures:

APPENDIX 6.10А

(recommended)

DIMENSIONS OF HOLES AND TRENCHES FOR PIPING AND AIR DUCTS

LAYING IN THE CONSTRUCTION STRUCTURES, BUILDINGS, AND

FACILITIES

Designation of pipeline (air-duct)

Dimensions, mm

Holes Trenches

width depth

Heating

Single-pipe system stand 100×100 130 130

Two stands of the double-pipe system 150×100 200 130

Piping to devices and coupling 100×100 60 60

Main stand 200×200 200 200

Main line 250×300 - -

Water pipeline, sewerage

Water pipeline stand:

one 100×100 130 130

two 200×100 200 130

One water pipeline stand and one sewerage stand with diameter of:

50 mm 250×150 250 130

100, 150 mm 350×200 350 200

One sewerage stand with diameter of:

50 mm 150×150 200 130

100, 150 mm 200×200 250 250

Two water pipeline stands and one sewerage stand with diameter of:

50 mm 200×150 250 130

100, 150 mm 320×200 380 250

Water piping:

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Designation of pipeline (air-duct)

Dimensions, mm

Holes Trenches

width depth

one 100×100 60 60

two 100×200 - -

Main sewerage piping 200×200 - -

Sewerage collector 250×300 - -

External heating networks, no less than 600×400 - -

The same, water pipeline, sewerage 400×400 - -

Ventilation

Round cross-section air-ducts with the diameter D D + 150 - -

The same, square cross-section with А and Б sides А(B) + 150 - -

N o t e – for the holes in openings the first size means the length (in parallel to the wall to which the pipeline

or air-duct is fixed), the second one means the width. For the holes in walls the first size means the width, and

the second one – the height.

APPENDIX 6.10.B1

(recommended)

MAXIMUM ALLOWABLE DISTANCES BETWEEN THE PIPES FIXING POINTS Conditioned diameter of pipe, mm Distance between the fixing points, m

15 - 20 2,5

25 - 32 3,0

40 - 80 3,5 - 4,0 100 6,0

APPENDIX 6.10.B2

(recommended)

MAXIMUM ALLOWABLE DISTANCE BETWEEN THE FIXING POINTS OF

WIRES LAID IN THE VERTICALLY INSTALLED TUBINGS Conductor cross-section, mm2, including Distance between the fixing points, m

50 30

70 - 150 20

185 - 240 15

N o t e – the fixing of wires should be executed using the cleats or clamps in the cable conduits or junction

boxes, or at the ends of pipes.

APPENDIX 6.10.B3

(recommended)

MINIMUM ALLOWABLE RADIUSES OF CABLE BENDS

Cables

Ratio of radius of the internal bend

curvature relating to the cable

external diameter

Power, rated for 35KV, with paper insulation, armored and unarmored:

In aluminum sheath, multi-conductor 25 In lead sheath, multi-conductor 15

In lead or aluminum sheath, single-conductor 25

Power, rated for 3KV, with plastic insulation

armored and unarmored, in aluminum sheath

15

armored, without aluminum sheath 10

unarmored, in plastic sheath, without aluminum or steel corrugated

sheath

6

Power, rated for 6 – 20 KV, with plastic insulation and sheath, armored and unarmored

15

Power, with rubber insulation, in lead, PVC, or rubber sheath:

armored 15

unarmored 10

Control, with rubber or plastic insulation:

in lead sheath, armored 12

in lead sheath, unarmored 10

In PVC, rubber sheath, armored with one profiled steel strip 7

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Cables Ratio of radius of the internal bend

curvature relating to the cable

external diameter

The same, unarmored 6

Signal-and-locking:

armored 12

unarmored 7

Communication:

Fiber-optic 20

local communication, in lead sheath, armored 20

mine communication, in lead sheath, armored 20

N o t e – At the laying of other mark cables, including the not applied before marks, the minimum allowable bend radiuses should be received from the manufacturers, or the reference literature should be used.

APPENDIX 6.10.B4

(recommended)

MAXIMUM ALLOWABLE DIFFERENCE BETWEEN THE CABLE LAYING

LEVELS

Name

Maximum allowable distance between the levels for cables with paper insulation, m

In the lead sheath At the voltage, KV

In the aluminum sheath At the voltage, KV

1 and 3 10 1 and 3 10

Mass-impregnated cable without stop joints:

armored 25 15 25 15

unarmored 20 15 25 15

Mass-impregnated and drained cable 100 - Without limit -

Cable with mass-impregnated non-draining

insulation

- Without limit - Without limit

APPENDIX 6.10.B5

(mandatory)

ALLOWABLE CABLE PULLING FORCES Cable conductor cross-section,

mm2

Pulling force, KN, for the aluminum sheath of cable, at the voltage, KV

1 10

3×25 1,7 3,7

3×35 1,8 3,9

3×50 2,3 4,4

3×70 2,9 4,9

3×95 3,4 5,7

3×120 3,9 6,4

3×150 5,9 7,4

3×185 6,4 8,3

3×240 7,4 9,8

N o t e s

1. The pulling of cable with plastic or lead sheath is allowed by the conductors only.

2. The pulling of control cables, power armored and unarmored cables with cross-section up to 3×16 mm2 is recommended by the armor or sheath only, using the mesh grip; the pulling forces in this case should not exceed

1 KN.

3. In case of use of the new mark cable the forces and pulling methods should be accepted by the data of the

cable manufacturer.

APPENDIX 6.10.B6 (recommended)

P R O T O C O L

OF THE WIRES, CABLES, AND ELECTRICAL EQUIPMENT INSULATION

RESISTANCE TESTING AT THE RATED VOLTAGE UP TO 1KV

______________________________________________________________________ (name of network, installation, object)

«_____» _________________ 200___ year

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The work on the laying and mounting of wires, cables, and mounting of electrical

equipment is executed by

________________________________________________________________ (name of organization)

The measurements are conducted using the megohmmeter of the ________ type at

__________ (KV), of issue _______ tested by the representatives

___________________________________ of the ________________________________ (date, name of laboratory) (name of organization, position, surname, n.p.)

With participation of representative_____________________________________________. (name of organization, position, surname, n.p.)

Data of measurements

Name Mark Rated voltage, KV Cross-section,

mm2

Length,

m

Insulation resistance, МОhм

А-В А-С В-С А-0 В-0 С-0

Signatures:

APPENDIX 6.10.B7

(recommended)

P R O T O C O L

OF TESTING OF THE ELECTRICAL EQUIPMENT GROUNDING RESISTANCE

________________________________________________________________________ (name of network, installation, object)

«_____» ___________________ 200___ year

The works on the mounting of the electrical equipment and earthing facilities are executed

by ________________________________________________________________________ (name of organization)

The measurements are conducted using the devise of the __________ type, of issue

_______ tested by the representatives __________________________

________________________________of the_____________________________________ (дата, наименование лаборатории) (name of organization, position, surname, n.p.)

With participation of representative ______________________________________________ (name of organization, position, surname, n.p.)

Results of testing

Name of the electrical equipment of the power

network drawing

Grounding

resistance, Оhм Note

Signatures:

APPENDIX 6.10.B8

(recommended)

I N S T R U C T I O N

ON THE CABLE MARKING

1. General provisions The cable marking taking into account the maximal pithiness, easiness of decoding and

demonstrativeness should contain the following information:

а) type of current;

b) voltage;

c) cable mark;

d) cable number in case of availability more than one cable in the feeding line;

e) номер источника питания - substation;

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e1) the same, SB section;

e2) » SB panel;

f) feeding line number;

f1) cable jumper number;

g) consumer number - substation;

g1) the same, electrical installation;

g2) » distributing point;

g3) » control cabinet;

g4) » electrical receiver;

i) number and cross-section of the cable conductors;

к) track number.

2. Labels Structure and dimensions in mm for the marking labels are represented in the Figure 1,а.

The labels should be suspended to the cable using the 1mm diameter copper or galvanized

steel wire. The wire should be turned around the cable twice. The ends of the wire should be

one turn twisted.

The ring near the label should have the diameter no less than 10mm (figure 1,b), in order to

the label could easily move.

Depending on the location of the cable the labels should be suspended according to the

Figure 1,c. The labels’ suspension should be executed in every 100 m along the length of the

straight cable section. At the cable laid in parallel the label should be suspended in one and

the same place (near the piquet marks).

The label should also be suspended near the end and connecting sleeves, on the both sides

at the places of laying of cable through the walls, near the entrance under the platform, to the

collector, and to the other premises.

3. Insertion of designations Digital and symbol designations should be inserted on the label using the electrical pencil

made from the nichrome wire with diameter no less than 1 mm and connected to the 6V

transformer.

At the insertion of designations no one of the figures or symbols should not be similar with

other one (for example, symbol «З» with the figure «3»); the height of figures and symbols

should be equal to 6 mm. to separate the designations the «dash» symbol should be applied.

4. Designations At the front side of the label the а), b), and c) designations should be inserted.

At the label of the cable of TTC, communication, or automation devices additionally the:

«TTC», «Communication», or «Automation» should be indicated.

At the back side of the label the other information depending on the electrical network type

should be indicated.

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а - общий вид; b - узел подвешивания к проволоке; c - варианты подвешивания к кабелю

Figure 1. – Marking label

E x a m p l e s

of the cable marking for the main types of electrical networks N o t e – The front side of the label is indicated with the solid line, the back side - with dash line.

10KV network

Cables of the TSS from the municipal energy system feeding lines

Cable jumper between TSS

b)

c)

a b c

f e i

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Cables of the SS from TSS feeding lines

825V traction network

Cables of contact network from TSS feeding lines

Contact rail cable jumpers

Cables of negative booster lines from IB to TSS

e d g i

e e1,g i

a b c

e,g d i

e,g,g1 d i

of 295

Cables of the inter-track bonds

380/220V network

Designations of electrical installations:

- escalators 1 (2) of vestibule - ЭВ1 (2);

- tunnel ventilation installation - TVI;

- drainage plant - DP;

- sewerage installation - SI;

- warm (warm air) curtain – WC (WAC);

- equipment room, relay room, switch room – eq., rel., sw.

- station dispatcher point – SDP, etc.

Cables of the electrical installations from TSS (SS) feeding lines

a b c

e,f d i

f1 d i

of 295

Cables of main lines with the line boxes

- е, е1, е2

- number of the first and last line box at the given line

- i

Cables between the line boxes

- е, е1, е2

- number of the line boxes between which the cable is laid

- i

Cables from the distributing box at the main line to the electrical installation

a b c

- a,e,e1, e2 - g1 - d - i

e,e1,e2 Vestibule 1 g2 i

of 295

- number of distributing box

- g1

- g2

- i

Line and distributing boxes

The odd numbers should be given to the line and distributing boxes located at the odd

track, and the even numbers – to the boxes located at the even track.

For the LB and DB located at the runs toward the substation with less number, the number

with the «0» figure should be given (01, 03, 05), at the runs toward the substation with bigger

number – with the «5» figure (51, 53, 55).

Cables between the distributing points

- е, е1, е2 - numbers of DP between which the cable is laid

- d

- i

Cables from distributing points, control cabinets to the electrical receivers

LB DB

e,e1,e2 number b Allowable power

e, e1,e2 DB number g1 g2

g2 g3 i

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Cables of the contact network breakers’ electrical drives feeding

Cables of the TTC installations feeding from TSS or SS

Cables between the TCC cabinets and from the equipment room to the cabinet

g3 g4 i

e,e1,e2 g3 g4 i

a b c

e,e1 g4 d i

e,e1 g4 Traffic light i

of 295

- numbers of cabinets between which the cable is laid

- i

- number of traffic light to which the cable from equipment room is connected

- i Cables of Underground Railroad communication

- numbers of crosses between which the cable is laid - f

- i

c

Cross number g i

of 295

- number of cross from which the cable goes

- the object to which the cable is connected

- i

Communication cables of third-party organizations laid in the Underground Railroad

facilities

- design number of cable

- operating number of cable Control cables of automation and locking of all designations

- е

- automation

- g

- i

c i

c

of 295

- е

- g2 and number of 825V feeding line - i

- number of junction box from which the cable goes

- number of junction box to which the cable is connected - i

The cables in other networks should be marked according to the same principal.

APPENDIX 6.10.B9

(mandatory)

JOB SPECIFICATION _____

ON THE EXECUTION OF ELECTRIC MOUNTING WORKS BY OUTSIDE

ORGANIZATIONS

In operating structures _______________________________________________ (name of Underground Railroad)

(to be filled in two copies by the organization executing the mounting works).

Organization ________________________ At the execution of works (name)

observe the safety rules and

Telephone ____________________________ instructions of technical supervision

Stamp

Executor of works ____________________________________________________ (position, surname, n.p.)

With the team in composition of __________ is charged to execute ____________________, (persons) (place and name of works)

Start of works _______________________ 200___ year

End of works _______________________ 200___ year

Responsible manager of works ________________________________________ (position, surname, n.p.)

Telephone ___________________________

Personnel included in the composition of team has been instructed on the safety

engineering, on the knowledge of the «Instruction on execution of works by outside

organizations in the operating facilities of the Underground Railroad», and taking into

consideration the health admitted to the work in the Underground Railroad tunnels.

Executor of works ___________________________ (signature)

Responsible manager of works ___________________________ (signature)

The job specification is issued by______________________________________________

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(signature of head or chief engineer of the mounting organization)

N o t e – the job specification on mounting works should be given for six working days, on the laying of

cable – for one day.

Then the job specification should be filled in by subdivision issuing the allowance to

execute the mounting works.

It is allowed to execute the work from ______ hour ______ min to ______ hour ______

min.

The job specification is signed by ___________________________ (position, surname, n.p.)

For execution of works indicated in the job specification the following should be made:

__________________________________________________________________________ (content of the instructions)

The job specification and instructions have been received by the executor of works

___________________________ (signature)

The instructions on the execution of works is given by ____________________________ (surname, signature)

Assignment for conduction of technical supervision is received by ___________________ (date, surname, signature)






Registering of daily start and end of works Start of works End of works

Date Hour Min

Executor of

works

(signature)

Technical

supervision

(signature)

Date Hour Min

Executor of

works

(signature)

Technical

supervision

(signature)

Coordination of works with other services__________________________________

APPENDIX 6.10.C1

(recommended)

A C T

OF ACCEPTANCE TO ADJUSTMENT

_________________________________________________________________________ (name of equipment, installation, object)

«____» __________________ 200___ year


construction organization ________________________________________________ (name of organization, position, surname, n.p.)

mounting organization __________________________________________________ (name of organization, position, surname, n.p.)

adjusting organization __________________________________________________ (name of organization, position, surname, n.p.)

customer _______________________________________________________________

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(name of organization, position, surname, n.p.)

operating organization ____________________________________________. (name of organization, position, surname, n.p.)

stated:

1. The submitted to the acceptance for adjustment________________________________. (name of equipment, installation, object)

Is mounted in full correspondence with drawings _______________________________ (list of drawings, name of design organization)

2. The premises ___________________________________________________________ (name of installation, object)

Corresponds to requirements of the present standards and regulations;

3. The executive documentation for adjustment is submitted in the full volume.

4. The individual testing have been conducted, act dated__________. (date)

The committee concluded to accept the ________________________________________ (name of equipment, installation, object)

for adjustment.

Signatures:

APPENDIX 6.10.C2

(recommended)

A C T

OF ACCEPTANCE TO INDIVIDUAL TESTING


«____» _________________ 200___ year


adjusting organization __________________________________________________ (name of organization, position, surname, n.p.)


operating organization ____________________________________________ (name of organization, position, surname, n.p.)

Conducted having inspected of execution of adjustment works _____________________, (name of equipment, installation, object)

Stated that the adjustment works necessary for conduction of individual testing of

________________________________________________________________ (name of equipment, installation, object)

have been executed, act dated ___________. (дата)

The committee concluded: conduction of individual testing of ______________________ (name of equipment, installation, object)

to be allowed.

Signatures:

APPENDIX 6.10.C3

(recommended)

A C T

OF INDIVIDUAL TESTING


«____» _______________ 200___ year


of 295


general contractor _________________________________________________ (name of organization, position, surname, n.p.)


adjusting organization _________________________________________________ (name of organization, position, surname, n.p.)


Stated that _________________________________________________________ (name of equipment, installation, object)

Passed the running, testing, measurements, etc, according to the technical conditions,

certificate ______________, and in the result of the individual testing of the mentioned

equipment (name)

the requirements on its assembling, mounting, and parameters indicated in the documentation

of manufacturers are observed, and failures in its operation were not revealed.

Signatures:

APPENDIX 6.10.C4

(recommended)

A C T

OF ACCEPTANCE OF THE VENTILATION INSTALLATIONS TO ADJUSTMENT

_________________________________________________________________________ (name of installation, structure, object)

«_____» _______________ 200___ year


Customer ______________________________________________________________ (name of organization, position, surname, n.p.)

field supervision ______________________________________________________ (name of organization, position, surname, n.p.)

technical supervision ____________________________________________________ (name of organization, position, surname, n.p.)


subcontractor (mounting, adjusting) organizations ________________________ (name of organization, position, surname, n.p.)

operating organization ___________________________________________ (name of organization, position, surname, n.p.)

Conducted the acceptance of_________________________________________________ (name of installation, structure, object)

for adjustment.

Inspection of ventilation installations and testing of the equipment in operation showed

that the ventilation installations have been mounted in correspondence with the project

documentation.

The protocols of individual testing of ventilation installations and conclusion of the

adjusting organization regarding the readiness of the ventilation installations to adjustment

have been submitted to the committee.

At the inspection and testing of the effectiveness of operation of the ventilation

installations the following deviations from the project documentation and deficiencies

________________________, not preventing the normal operation have been revealed,

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(list)

and should be eliminated before the appointment of the state acceptance committee.

The committee concluded:

On the base of inspection, testing in operation conditions, and submitted documentation

the ventilation installation __________________________________________________ (name of installation, structure, object)

to be accepted for adjustment.

Signatures:

Defects and deficiencies ____________________________________________________ (list)

have been eliminated.

Representative of operating organization ______________________________ (position, signature)

APPENDIX 6.10.C5

(recommended)

A C T

OF HYDROSTATIC OR MANOMETRIC TESTING ON HERMITICITY

_______________________________________________________________________ (name of system, installation, object)

«_____» _______________ 200___ year



mounting (construction) organization ____________________________________ (name of organization, position, surname, n.p.)


Conducted the inspection and testing of the mounting quality and stated:

1. The mounting has been executed according to the project documentation

____________________________________________________________________________ (numbers of drawings, name of design organization)

2. The testing has been conducted by___________________________________________ (hydrostatic or manometric method)

pressure _____ МPа (_____ kgf/cm2) during _____ min.

3. The pressure drop compiled _____ МPа (_____kgf/cm2).

4. The attributes of break or structural failure in the _______________________________, (name of system, installation)

Condensate in the welded and threaded joints, heating devices, on the surface of pipes, fittings,

as well as leakage of water through the water intake fittings, flushing facilities, etc, has not

been revealed (delete as applicable).


The mounting has been conducted in correspondence with the project documentation,

effective technical conditions, standards, construction standards and regulations regarding the

execution and acceptance of works.

The system passed the testing on hermiticity by pressure.

Signatures:

APPENDIX 6.10.C6

(recommended)

A C T

OF TESTING OF INTERNAL SEWERAGE AND WATER REMOVAL SYSTEMS

________________________________________________________________________

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(name of system, installation, object)

«____» _________________ 200___ year



technical supervision ____________________________________________________ (name of organization, position, surname, n.p.)


subcontractor (mounting, adjusting) organizations ________________________ (name of organization, position, surname, n.p.)


Conducted inspection and testing of the mounting quality __________________________ (name of installation, structure, object)

And stated:

1. The mounting has been executed according to the project documentation

______________________________________________________________________. (numbers of drawings, name of design organization)

2. The testing has been conducted by the way of spillage of water with simultaneous

opening of ________ sanitary devices connected to the inspected section during _____ min, (number)

or filling with water to the height of the floor (delete as applicable).

3. At the inspection during the testing the leakage through the pipe walls and connection

places have not been revealed.


The mounting has been executed in correspondence with the project documentation,

effective technical conditions, standards, construction standards and regulations regarding the

execution and acceptance of works. The system passed testing by the water spillage.

Signatures:

APPENDIX 6.10.C7

(recommended)

A C T

OF COMPLETION OF STARTUP AND COMMISSIONING WORKS


«____» __________________ 200___ year


construction organization ________________________________________________ (name of organization, position, surname, n.p.)


pre-commissioning organization ____________________________________________ (name of organization, position, surname, n.p.)



stated:

1. The equipment, installation, object ________________________________________ (name)

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Have been accepted for execution of startup and commissioning works according to the act

____________________________. (name)

2. The startup and commissioning works on the________________________________, (name of equipment, installation)

mounted in the _________________________________________________________ (name of object)

Have been conducted_________________________________________________________ (name of pre-commissioning organization)

from _____________ to _____________. (date) (date)

3. In the result of conducted works the following is executed _______________________. (list of works)

4. The equipment, installation, object _________________________________________ (name)

after the conduction of startup and commissioning works are ready for submission to the

acceptance committee and putting into operation.

The following is attached to the act____________________________________________ (list of protocols of measurements and other data regarding the executed works).

Signatures:

APPENDIX 7А

(mandatory)

L I S T

OF DOCUMENTATION TO BE SUBMITTED AT THE COMMISSIONING OF THE

UNDERGROUND RAILROAD CONSTRUCTION OBJECTS

1. Documentation to be submitted by the customer to the State acceptance committee.

1.1. Explanatory note, design and estimate documentation approved in the established

order, and reference about the basic technical-and-economic indices of the object submitted to

the commissioning.

1.2. Documentation on the registering and coordination of changes and deviations from the

approved design and estimate documentation taken place during the construction process.

1.3. Certificate of the line and certificates of stations according to the Appendix 7D.

1.4. List of design, scientific-and-research, and surveying organizations participated in the

designing.

1.5. General plan of all lands assigned for the construction, with corresponding documents

on the land use right, and easement sheet.

1.6. Documents on the geodetic base for construction and on the geodesic works during the

construction process issued by the customer.

1.7. Documents on the geology and hydro-geology of the construction sites, on the results

of testing and analysis of ground waters.

1.8. Permission issued by the State Architectural and Construction Supervision authorities

for execution of construction-and-mounting works on the residential-and-civil designation

objects.

1.9. Composition of the approved stage or startup complex for the production designation

object (in case this is provided by the project and itemized listing).

1.10. Reference of provision of operating staff.

1.11. Reference of provision of material-and-technical resources, power supply, water,

steam, gas, heat, compressed air, waste waters drainage, etc.

1.12. Document on the special water use.

1.13. Certificates on the equipment and mechanisms.

1.14. Acts of acceptance of objects, equipment (mechanisms), and communications issued

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by the working committees.

1.15. References issued by the municipal operating organizations confirming that the

external cold and hot water supply, sewerage, heating, gas and power supply, and

communication services provide the normal operation of the object and accepted by them for

rendering services.

1.16. Reference of the real cost of construction with breakdown on the estimates or

approximate estimates’ clauses, signed by the customer, contractor, and design organization.

1.17. Reference of elimination of deficiencies and defects revealed by the working

committees.

2. Documentation to be submitted by the general contractor to the working committee

2.1. On the structures and architecture

2.1.1. Piquet sheets of the tunnel structures.

2.1.2. Working drawings (full set of the construction, architectural, decoration drawings on

the each station and run) with record of correspondence of the real works executed by the

persons responsible for conduction of the CMW. The indicated set of the working drawings is

the executive documentation.

2.1.3. Report of the engineering-and-geological conditions of the construction object.

2.1.4. Sheet of the main applied structures by the types and designation of the object

facilities.

2.1.5. Sheet of basic changes inserted in the working drawings during the construction

process.

2.1.6. Certificates certifying the quality of applied materials, equipment, and goods.

2.1.7. Information regarding the indices of hardness of laid in the structure cast-in-situ and

pre-fabricated concrete and reinforced concrete.

2.1.8. Information regarding the geometrical accuracy of the laid tunnel rings and linings.

2.1.9. Information regarding the defective elements of linings.

2.1.10. Information regarding the settlement of surface in the region of construction of

underground structures.

2.1.11. Protocols of laboratory analysis of chemical composition of ground waters.

2.1.12. Information regarding the used scientific-and-research works and modernizations.

2.1.13. Executive drawings of ready structures.

2.1.14. Topographic plans of the urban territory with inserted technical and protected zones

within the construction objects.

2.2. Documentation on the track and contact rail

2.2.1. Sheet of the tracks length with detailing of lengths of the main line tracks,

connecting track branches leading to the electric depot, parking tracks, tracks in the tunnels

and on the metro-bridges.

2.2.2. Executive drawings of the road bed structures at the above-ground sections. Sheet of

tapping of water pockets and other facilities in the road bed. Sheet of execution of the road

bed and water drainage facilities stabilization.

2.2.3. Acts of handing over of the road bed of the above-ground sections or mounting base

of the tunnel lining under the track laying; sheets of control leveling by the axis and edges of

the road bed, measurements of the road bed width by the top, slopes of drainage surface and

slope grades. Acts of laboratory analysis of the grounds used for the construction of the road

bed. Acts of testing of the compacting degree for the grounds in embankments.

2.2.4. Sheet of the permanent control survey points installed by the general contractor, with

indication of their location and marks.

2.2.5. The track plane and profile with indication of stations, gridiron at the stations,

average and marginal slopes and length of the curve sections in % relating to the total length,

with indication the minimal radius of curvature.

2.2.6. Information regarding the superstructure and contact rail, including the

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characteristics of basement, types of cross-ties and other rail seats, rails, length of the rail

strings and method of welding, types of joints, track switches, and other elements.

2.2.7. Sheets of the materials laid in the superstructure by kilometers and by stations, with

indication of the track designation, type of rails, volume and mark of concrete and kind of

ballast, rocks, and quality of the cross-ties’ wood and year of their laying, length of the rail

strings, year of rolled products and number of the rail casting, number of fastening by types

and kinds, as well as type, mark, and number of the track switches.

2.2.8. Sheet of ballast and laid track by kilometers.

2.2.9. Sheet of the superstructure and contact rail materials stock by kilometers, passed to

the operating organization.

2.2.10. Sheet of installed track and signal signs.

2.2.11. Certificates on the superstructure elements, contact rail, track switches, and on the

welding of rail strings and contact rail strings’ joints.

2.2.12. Sheet of the control measurements of position of the rail strings relating to the

control survey points. Certificates of the curve sections with the sheets of measurements of

position of curvature in plane (basic parameters, design and real deflections). Sheet of

elevation of outing rail in the curvature.

2.2.13. Sheet of the protective fencings.

2.2.14. Sheet of the ball evaluation of the track and contact rail conditions by the data of

measurements.

2.3. Documentation on the escalators

2.3.1. Documentation in correspondence with Appendix 7.3.D1.

2.3.2. Executive drawings of the structures

2.4. Documentation on the engineering-and-technical facilities (water drainage, sewerage,

etc).

2.4.1. Certificates on the equipment and mechanisms.

2.4.2. Acts of execution of adjustment works and conduction of testing of the systems with

indication of organizations executing the adjustment and testing.

2.4.3. Acts of passing of the external communications, inputs to the municipal

organizations, and permission for drainage of sewerage and conditionally clean waters to the

municipal networks.

2.4.4. Acts of testing of fecal reservoirs and water collectors of the drainage systems on

hermiticity, and conduction of hydraulic testing of communications and vessels.

2.4.5. Acts of testing of communications protection from the ground currents.

2.4.6. Acts of measurement of the noise level in premises and tunnels during the work of

the ventilation installations, as well as on the surface – during the work of tunnel ventilation

installations.

2.4.7. Information regarding the taken measures on reduction of the ventilators’ noise

level.

2.4.8. Acts of testing of the demounting facilities.

2.4.9. Sheet of spare parts and reserve equipment passed to the operating organization.

2.5. Documentation on the electrotechnical facilities

2.5.1. Certificates on equipment.

2.5.2. Document on distribution of the feeding cable networks’ operation between the

power supply organizations and Underground Railroad.

2.5.3. Reference of taking of the provided by the project measures on protection from the

ground currents and electrochemical corrosion.

2.5.4. Executive documentation on taking of measures on provision of fire safety in the

electrical premises, and protection of the maintenance personnel from the electrical shock.

2.5.5. Executive documentation on taking of measures on the prevention of contact of

underground waters with the equipment in the electrical premises.

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2.5.6. Act of execution of adjustment works and high-voltage testing of equipment and

cables with indication of organizations executing the adjustment and testing.

2.6. Documentation on the train traffic control facilities and communication

2.6.1. Certificates on the equipment.

2.6.2. Acts of execution of adjustment works and testing of the TTC facilities

communication.

2.7. Documentation on the traffic organization

2.7.1. Acts of running of trial train, of running of rolling stocks, track and facilities.

2.7.2. Act of execution of adjustment works and testing of the automated train driving

facilities and automated station doors at the trial train traffic.

2.8. Documentation on the fire safety

2.8.1. Information regarding the fire safety systems by objects included in the acts of

acceptance committees.

2.8.2. Acts of commissioning of the fire protection systems.

2.9. Information regarding the changes and additions inserted in the design and estimate

documentation in correspondence with decisions of approving authorities.

APPENDIX 7B

(mandatory)

A C T

OF THE WORKING COMMITTEE OF THE READINESS OF COMPLETED

CONSTRUCTION OBJECT

_________________________________________________________________________ (name of object, structure)

FOR CONSIDERATION BY THE STATE ACCEPTANCE COMMITTEE «____» _________________ 200___ year

Working committee, appointed by ____________________________________________ (name of organization-customer appointing the working committee)

According to the decision dated «____» _______________ 200___ year _____ in

composition of:

chairman-representative of customer _____________________________________ (name of organization, position, surname, n.p.)

Members of committee – representatives of:


subcontractor (mounting) organizations ___________________________________ (name of organization, position, surname, n.p.)

general designer ____________________________________________ (name of organization, position, surname, n.p.)

authorities of the state sanitary supervision ______________________________ (name of organization, position, surname, n.p.)

authorities of the state fire safety supervision _______________________________ (name of organization, position, surname, n.p.)

paramilitary fire-fighting unit of the Underground Railroad ________________________ (name of organization, position, surname, n.p.)

State inspection on the labor safety ________________________________ (name of organization, position, surname, n.p.)

other interested authorities of supervision and organizations _____________________ (name of organization, position, surname, n.p.)

STATED:

1. The general contractor ________________________________________________ (name of organization)

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Has submitted to the commissioning the completed by the construction


Included in the composition of_________________________________________________ (name of object)

2. The construction has been conducted by the general contractor executed

___________________ (kinds of works)

And its subcontractor organizations _________________________________________ (name of organizations)

executed ___________________________. (kinds of works)

3. The design and estimate documentation on the construction has been elaborated by the

design organizations __________________________________________________________ (name of organizations)

4. Construction has been executed according to the project ______________ (project number)

5. The design and estimate documentation has been approved by_____________________ (name of authority approved the documentation)

«_____» ___________________ 200___ year __________

6. The construction-and-mounting works have been executed during the period:

Start of works _______________ end of works_______________. (month and year) (month and year)

7. The following documentation has been submitted to the working

committee:__________________ (list according to the Appendix 7А).

The indicated documents are mandatory appendix to the present act.

8. The object, structure has the following technical-and-economic indices:

________________________ (list).

9. The technological and architectural-and-construction solutions on the object, structure

are characterized by the following data: _____________________________________ (length, main materials and structures, engineering and

_________________________________________________________________________ technological equipment, traffic and carriage capacity, etc.)

10. The equipment has been installed according to the acts of its acceptance after the

individual and complex testing by the working subcommittees. The list of indicated acts is

represented in the appendix to the acts of the working subcommittees.

11. The labor, explosion, fire safety, environmental protection, and anti-seismic measures

provided by the project have been executed in full volume.

12. Deficiencies revealed by the working subcommittees should be eliminated before the

submission of the ready object, structure to the State acceptance committee.

13. The cost estimate according to the approved design and estimate documentation:

totally ___________________ million rubles, including:

construction-and-mounting works ______________________ million rubles,

equipment, instrumentation, inventory ______________________ million rubles.

Real execution from the beginning of the construction:

totally: ____________________ million rubles, including:



CONCLUSION OF THE WORKING COMMITTEE

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The object, structure ______________________________________________________ (name of object, structure)

Is ACCEPTED from the general contractor and ready for consideration by the State

acceptance committee.

Signatures:

APPENDIX 7B

(mandatory)

APPROVED

_________________________________ date and number of decision (order, statement, etc)

_________________________________ position, surname, n.p. of the person

_________________________________ signed the decision (order, statement)

A C T

OF THE STATE ACCEPTANCE COMMITTEE OF THE COMMISSIONING OF

COMPLETED CONSTRUCTION OBJECT


«_____» __________________ 200___ year

The State acceptance committee appointed by the decision _________________ (order, statement, etc)

dated «_____» ________________ 200___ year ______________________________. (name of authority appointed the committee)

In the composition of:

chairman ____________________________________________________________ (name of organization, position, surname, n.p.)

members of committee-representatives of:

customer operating organization ___________________________________ (name of organization, position, surname, n.p.)


general designer_____________________________________________ (name of organization, position, surname, n.p.)


authorities of the state fire safety supervision ________________________________ (name of organization, position, surname, n.p.)

authorities of the ecological supervision ________________________________________ (name of organization, position, surname, n.p.)

state inspection on the labor safety_________________________________ (name of organization, position, surname, n.p.)

Other interested authorities and organizations _____________________________ (name of organization, position, surname, n.p.)

Taking into consideration the requirements of the SNiP 32-02,

STATED:

1. The customer ___________________________________________________________ (contractor together with the customer)

_______________________________________________________________________ (name of organization)

Submitted for the commissioning __________________________________________

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(name of object)

2. The construction has been executed on the base of decision ______________________ (order, statement, etc)

dated «____» __________________ 200___ year ______________________________ (name of authority taking the decision)

3. The construction has been executed general contractor_____________________ (name of organization)

conducted ___________________________________________________________ (kinds of works)

and subcontractor organizations __________________________________________ (name of organizations, kind of works executed by the each organization.

In case the number of organizations exceeds three, their list should be indicated in the appendix to the act)

4. The design and estimate documentation on the construction has been elaborated by the

general designer _________________________________________________________ (name of organization)

executed _____________________________________________________________ (name of parts or sections of documentation)

and subcontractor organizations ____________________________________________ (name of organizations, parts or sections of documentation,

executed by the each organization. In case the number of organizations

exceeds three, their list should be indicated in the appendix to the act).

5. The initial data for designing is given by _____________________________ (name of the scientific-and-research and surveying organizations,

subject of the initial data. In case the number of organizations exceeds three,

their list should be indicated in the appendix to the act).

6. The construction has been executed according to the project (feasibility study, design)

______________. (number of project)

7. Design and estimate documentation has been approved by _______________________ (name of authority approved,

re-approved the documentation on the object)

«____» ___________________ 200___ year ________________________________

8. Construction-and-mounting works have been executed during the period:

Start of works _______________ end of works_______________. (month and year) (month and year)

At the duration of the construction, months:

According to the standard or COP ____________ real ____________ (month and year) (month and year)

9. The following documentation has been submitted to the State acceptance

committee:__________________ (list according to the Appendix 7А).

10. The object submitted for the commissioning has the following main indices:

_______________________________________________________________ (power, length, traffic and carriage capacity, traffic speed, amount of the materials used for the construction - concrete,

reinforced concrete, cast iron, etc, length of track and

contact rail, etc, in tabular form with indication of design and real indices)

11. The architectural-and-construction and technological solutions by the object are

characterized with the following data: ______________________________________ (short technical characteristics of specifics of its location, planning,

main materials and structures, engineering and technological

equipment)

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12. The provided by the project equipment has been installed at the object in the amount

of

__________________________________________________________________________ (according to the acts of working subcommittees of its acceptance after individual testing and complex testing)

13. The labor safety, explosion and fire safety, environmental protection, and anti-seismic

measures provided by the project have been taken and represented in the appendix to the

present act.

14. The external networks of cold and hot water supply, sewerage, heating, gas and power

supply, and communication provide the normal operation of the object and accepted by the

municipal operating organizations.

15. The deficiencies and defects revealed by the working committee have been eliminated.

16. The cost estimate according to the approved design and estimate documentation:

totally ___________________ million rubles, including:



Real execution from the beginning of the construction:

totally: ____________________ million rubles, including:



17. The cost estimate of the commissioning assets: _________________ million rubles,

including:



CONCLUSION OF THE STATE ACCEPTANCE COMMITTEE

The submitted for commissioning ___________________________ (name of object)

TO BE PUT INTO OPERATION from «_____» ________________ 200___ year.

Signatures:

APPENDIX 7D

(mandatory)

LINE CERTIFICATE

1. General provisions

1.1. The line certificate should contain the basic construction and operating parameters of

the completed Underground Railroad line and its constituent parts characterizing the

conditions and capabilities of the passengers’ carriage.

The certificate should reflect as well the parameters of the underground line at the usage of

its facilities as the shelter for population in the civil defense and emergency situation regimes.

The values of represented indices should correspond to the approved project

documentation and, where appropriate, executive documentation.

1.2. It is allowed not to indicate in the certificate parameters of separate structures and

engineering-technical installations providing realization of the basic operating indices listed

below in the corresponding tables.

1.3. For the Underground Railroad objects connected with operation of several lines the

separate certificates should be compiled.

1.4. The certificate should contain the information of the newly applied technical solutions,

of the solutions protected by patents or licenses (with reference on these documents), as well

as of the solutions realized with deviations from the effective standards, with attachment,

where appropriate, the substantiating documents.

1.5. At the change of basic operating parameters in the result of extension or reconstruction

of the Underground Railroad line objects the corresponding data should be inserted in the

certificate by means of compiling of inlays. Availability of inlays should be reflected in the

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certificate contents.

1.6. It is recommended to compile the certificate in the tabular form according to the

indicated below. The separate technical parameters, as well as necessary explanations given in

the text form, can be passed to the appendices. According to the customer decision the

composition of certificate can be increased with insertion of additional parameters.

1.7. The composition of certificate should include the list of all organizations participating

in the designing and construction of the line, with reflection of requisites of organizations,

surnames of their administrators (head, chief engineer), objects of construction and scope of

executed works.

1.8. The certificate should be signed by the heads of general design and construction

organizations, and operating organization.

______________________________ (name of the Underground Railroad)

CERTIFICATE ___________________________________

(name of the line or line section)

Name of organization; position, surname, n.p., and signature of the head of organization; date

of signing; stamp

design construction operating

City

year

Basic parameters of the line

_________________________________________________________________________ (name of the line or line section)

T a b l e 1 Name Parameter

1. Scheme of the line Appendix

2. Date of putting into operation (day, month, year)

3. Operating length in the double-line calculation, km

4. Traffic capacity during the first period of operation: Pair trains per hour

Cars in the train

5. Design traffic capacity in perspective:

Pair trains per hour

Cars in the train

6. Carriage capacity, thousand passengers per hour:

During the first period of operation

Design in perspective

7. Rolling stock (series )

8. Line bedding: (length of underground, above-ground, ground sections, km, -

can be reflected on the scheme)

9. Number of stations, including the ones with gridiron and interchange

10. Superstructure (type of rails and rail seats)

11. External power supply system (scheme, power consumption, voltage) Appendix

12. Engineering-and-technical installations:

Tunnel ventilation system (scheme, TVI capacity)

Main water-removing plants (number, capacity) Firefighting water pipeline (water consumption in the fire extinguishing mode)

13. Control systems: Composition of the line dispatcher point (list of field DP)

Train traffic control (kinds of systems and main funstions)

Control of the engineering-and-technical installations (control types)

Communication (main kinds by groups)

14. Electric depot

15. Operating personnel premises

16. Regulatory base (list of main regulatory documents corresponding to the Appendix

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Name Parameter

constructed line)

17. List of the main technical solutions: newly applied, protected by patents and

licenses, realized with deviations from the effective standards with indication of substantiating documents

Appendix

18. Act of the State acceptance committee Appendix

19. List of organizations participating in the designing and construction Appendix

Basic parameters of the station ________________________________________________________________________

(name of the station)

T a b l e 2а*

Name Parameter

1. Postal address


3. Spatial-and-planning scheme reflecting the georeferencing, bedding (underground,

ground, above-ground), type of vestibule (underground, above-ground), availability of

interchange structures

Appendix

4. Number of escalators, elevators, lifting platforms for disabled people

5. Carriage capacity during the first period of operation, thousand passengers per hour

6. The same, in perspective

7. Realized traffic capacity (pair trains per hour) in the emergency mode (at the TSS

failure)

8. Technical police and safety facilities (tele-monitoring, signalization, protection

from intrusion, environmental parameters reading sensors, etc)

Appendix

9. Technical fire safety and air parameters control facilities

10. Information according to the clause 17 of the Table 1 Appendix * The table should be compiled for the each station under the numbers 2b, 2c, etc

Basic parameters of additional structures and facilities ________________________________________________________________________


T a b l e 3а*

Name Parameter

1. Scheme of the line section adapted under the shelter reflecting the length of bays,

defended population, thousand people, location and short characteristics of the living

facilities

2. Information according to the clause 17 of the Table 1 Appendix * The table should be compiled for the each station under the numbers 3b, 3c, etc

Basic parameters of electric depot ________________________________________________________________________

(name)

T a b l e 4 Name Parameter

1. Postal address


3. General layout with georeferencing, with indication of area and legend of the

structures during the first period of operation and in perspective

Appendix

4. List of the main structures with indication of their basic parameters by designation

(number of floors, area, number of tracks, capacity, technical equipment, scope of

executed works, etc)

Appendix

5. Technical police and safety facilities (tele-monitoring, signalization, protection from intrusion, environmental parameters reading sensors, kinds of communication

etc)

Appendix

6. Technical fire safety facilities

7. Information according to the clause 17 of the Table 1 Appendix

Basic parameters of the operating personnel premises ____________________________________________________________________


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T a b l e 5 Name Показатель

1. Postal address


3. General layout with georeferencing Appendix

4. Characteristics of buildings (number of floors, area, list of the main premises,

composition of accommodated personnel, etc)

Appendix

5. Engineering-and-technical equipment (number of elevators, power supply,

communication, air conditioning, etc)

6. Technical police and safety facilities (tele-monitoring, signalization, protection from intrusion, etc)

Appendix

7. Technical fire safety facilities

8. Information according to the clause 17 of the Table 1 Appendix

APPENDIX 7.2А

(recommended)

Construction ______________________________________________________________ (name of object, section)

L o g - b o o k

of execution of mining works

Date

Shift

number, description

of

executed

works

Worker specialties,

team

foreman

surname

Number of

workers

Volume of

executed

work

Signatures

Notes and recommendations

on the works

quality

Marks of execution of

notes and

recommendations

shift turned

over

shift taken

over

1 2 3 4 5 6 7 8 9

N o t e – The log-book should be filled in by the shift engineer and should be kept by the section manager,

executed work volumes should be indicated by the each working place, the log-book should contain information

regarding the conditions of the headings, shoring, water drainage, ventilation, etc, shutdown of mechanisms,

accidents, failures, and production disorders should be reflected with indication of reasons and taken measures with reference on the compiles acts; in the description of executed works the quality evaluation should be given.

APPENDIX 7.2B

(mandatory)

Construction __________________________________________________________ (name of object, section)

L o g - b o o k

of execution of concrete and reinforced concrete works

Date

Name of

structure,

place of

laying

Number

of

drawing,

mark of

concrete

according to the

project

Number of bill of

materials,

mark,

composition,

and

flowability of the laid

concrete

Concrete

compacting

method

Air

temperature

at the

laying, °С

Amount

of

concrete

per shift,

m3

Concrete testing results

Shift,

team

executed

the work

Signatures

of the

shift

engineer

and

section manager

Note

Нstart and

end of

concreting

Stripping of

formworks

At the

stripping

of

formworks

On

the

28th

day

1 2 3 4 5 6 7 8 9 10 11 12 13

N o t e – The log-book should be filled in by the shift engineer and should be kept by the section manager.

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APPENDIX 7.2C

(mandatory)

Construction ___________________________________________________________ (name of object, section)

L o g - b o o k

of execution of works on hermetization of pre-fabricated tunnel lining at the closed method of works

Date

Hermetization of bolted holes using the

asbestos-and-bitumen or sevilen washers

(testing of bolt sets)

Hermetization of injection holes Calking or plugging of grooves of the reinforced

concrete linings Notes given

by the quality inspectors and

marks

regarding

elimination of

defect

Number

of ring

and

piquet

Number

of liner

Number

of

washers

or set

certificate

Executed by the

team

foreman,

initials,

signature

Accepted by the

shift

engineer,

initials,

signature

Number

of ring

and

piquet

Number

of liner

Number of

certificate

on sets and

materials

Executed by the

team

foreman,

initials,

signature

Accepted by the

shift

engineer,

initials,

signature

Number

of ring

and

piquet

Number

of liner

Material of calking

and

number of

its

certificate

Executed by the

team

foreman,

initials,

signature

Accepted by the

shift

engineer,

initials,

signature

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17

N o t e - The log-book should be filled in by the shift engineer and should be kept by the section manager.

of 295

APPENDIX 7.2D

(recommended)


L o g - b o o k

of initial injection of combo solution under the lining

Date Name of

structure

Place of installation of

injector Sort and

mark

of

cement

Amount Type of

equipment,

pressure,

kgf/cm2

Shift, team

executed the

work

Signatures of the shift

engineer

and section

manager

Note Number

of ring

and

piquet

Number

of block

(liner)

or tube

Solution Cement,

m3

Blocks

(liners),

pcs

1 2 3 4 5 6 7 8 9 10 11 12

N o t e - The log-book should be filled in by the shift engineer and should be kept by the section manager;

the calculation of blocks (liners) in rings should be conducted clockwise upward the piquets, beginning from the

key-block; registration of the cement for repeatedly-control injection should be conducted according to the bills

of materials.

APPENDIX 7.2E

(recommended)


L o g - b o o k

on control injection of the slurry under the lining

Date Name of

structure

Place of installation of

injector Sort and

mark of

cement

Amount Type of

equipment,

pressure,

kgf/cm2

Shift, team

executed the

work

Signatures of the shift

engineer

and section

manager

Note Number

of ring

and

piquet

Number

of block

(liner) or

tube

Solution Cement,

m3

Blocks

(liners), pcs

1 2 3 4 5 6 7 8 9 10 11 12

N o t e - The log-book should be filled in by the shift engineer and should be kept by the section manager; the calculation

of blocks (liners) in rings should be conducted clockwise upward the piquets, beginning from the key-block; registration of

the cement for repeatedly-control injection should be conducted according to the bills of materials.

APPENDIX 7.2F

(mandatory)


L o g - b o o k

of execution of works on the glued water-proofing

Date

Name of

structure, place of gluing

(trough, wall,

floor)

Number

of certificate

of the

rolled

material

Number of rolled

material

layers

Number of

bitumen

certificate

Temperature of bitumen

or gluing,

°С

Amount

of water-proofing

per shift,

m2

Shift, team executed the

work

Signatures

of the shift engineer

and section

manager

Note

1 2 3 4 5 6 7 8 9 10

N o t e - The log-book should be filled in by the shift engineer and should be kept by the section manager.

of 295

APPENDIX 7.2G

(mandatory)

ACT

OF CONCEALED WORKS EXECUTION

_________________________________________________________________________ (name of works)

Executed at ___________________________________________________________ (name of the construction object)

«____» _______________ 200__ year



technical supervision customer ___________________________________________ (name of organization, position, surname, n.p.)


Conducted the inspection of works executed by __________________________________ (name of the construction-and-mounting organization)

and drawn up the act regarding the following:

1. The following works have been submitted for inspection and acceptance __________ (name of concealed works)

2. The works have been executed according to the project __________________________ (name of design organization, of drawings and date of their issue)

3. During the execution of works applied ______________________________________ (name of materials, structure, goods,

_______________________________________________________________________ with indication of mark, type, category of quality, etc)

4. Date:

Start of works ___________ (month and year)

End of works___________ (month and year)

Conclusion of the committee

The works have been executed in correspondence with (or with deviations) the project,

standards, construction standards and regulations, and meet (not meet) the requirements of

their acceptance.

The works submitted to acceptance indicated in the clause 1 of the present act are accepted

(not accepted) with the quality evaluation _____________________

On the base of mentioned above the execution of subsequent works on the arrangement

(mounting) of ____________________________ is allowed (not allowed until the (name of works and structures)

deficiencies indicated in the appendix will be eliminated)

Appendix – list of deficiencies and recommendations on their elimination

Signatures:

APPENDIX 7.2H

(mandatory)

ACT

OF ACCEPTANCE OF WORKS ON ARRANGEMENT OF THE GLUED (OR

WELDED) WATER-PROOFING

Executed by __________________________________________________________ (name of the structure, object)

of 295

«____» ___________________ 200___ year

Committee in the composition of:

representatives of construction-and-mounting organization: ________________________ (name of organization)

Chief engineer ______________________________________________________ (surname, n.p.)

Section engineer ______________________________________________________ (surname, n.p.)

Surveyor ___________________________________________________________ (position, surname, n.p.)

Representative of technical supervision of customer ______________________________ (name of organization, position, surname, n.p.)

Conducted inspection of works executed by _____________________________________ (name of the construction-and-mounting organization)

and drawn up the act regarding the following:

1. The works on glued or welded water-proofing (delete as applicable) have been

submitted for inspection and acceptance at____________________________________ (name of structure)

Place of gluing From piquet to

piquet

Length,

m

At the height

(width), m Area, m2 Note

Vault

Right wall

Lest wall

Trough

End

Totally

Number of layers ___________

The gluing has been executed by the team ______________________________________ (team foreman surname, n.p.)

Under the control _______________________________________________________ (position, surname, n.p.)

2. The works have been executed according to the project__________________________ (name of design organization, of drawings and date of their issue)

3. At the execution of works applied:

- rolled material _____________________________________________________ (name)

From the batch passed the laboratory testing ________________________ dated «_____»

_______________ 200___ year

- bitumen of the ___________ mark from the batch passed the laboratory testing _____

dated «____» __________ 200__ year

The temperature of gluing mastic according to the results of measuring at the working

place, °С:

The highest _____

The lowest _____


The works have been executed in correspondence with the design and estimate

documentation, construction standards and regulations, and meet the requirements of their

acceptance.

On the base of mentioned above the execution of the subsequent works on the

arrangement (mounting) is allowed

_________________________________________________________________________

of 295

(name of works)

Signatures:

APPENDIX 7.2I

(mandatory)

A C T

OF ACCEPTANCE OF WORKS ON INJECTION OF SOLUTION UNDER THE

LINING

Executed at __________________________________________________________ (name of the structure, object)

«_____» ________________ 200__ year


representatives of construction-and-mounting organization: _____________________ (name of organization)

Chief engineer ______________________________________________________ (surname, n.p.)

Section engineer ______________________________________________________ (surname, n.p.)

Surveyor ___________________________________________________________ (surname, n.p.)

Representative of technical supervision customer ______________________________ (name of organization, position, surname, n.p.)

Conducted inspection of works executed by _____________________________________ (name of the construction-and-mounting organization)

And drawn up the present act regarding the following:

1. The works submitted for inspection and acceptance:

- on the initial, control injection (delete as applicable) under the pre-fabricated lining from

the ring _____ to the ring _____, totally rings _____;

- under the cast-in-situ concrete lining from piquet ____ to piquet ____ at the length of

____ m. Totally ____ m3.

The injection has been conducted using the pump of the ____ type, and has ended at the

pressure of ____ atm by the pressure gauge.

The works have been executed by the team ____________________________________ (team foreman surname, n.p.)

Under the control of foreman _______________________________________________ (surname, n.p.)

2. Работы выполнены по проекту __________________________________________ (name of design organization, of drawings and date of their issue)

3. При выполнении работ применены _______________________________________ (name of materials with indication of mark, category of quality, etc)

4. Date:

Start of works __________ (month and year), end of works __________ (month and

year).


The works have been executed in correspondence with the design, standards, construction

standards and regulations, and meet the requirements of their acceptance.

The works submitted to acceptance indicated in the clause 1 of the present act are accepted

with the quality evaluation

On the base of mentioned above the execution of the subsequent works on the

arrangement (mounting) is allowed_____________________________________________ (name of works and structures)

of 295

N o t e – injection under the lining should be accepted without the trough section. Injection into the trough

section should be considered and accepted at the preparation of trough to laying of the rigid foundation of track.

Signatures:

APPENDIX 7.2J

(mandatory)

A C T

OF INSPECTION OF SAFETY MARGINS FOR THE TUNNEL EQUIPMENT

________________________________________________________________________ (name of the structure, object)

«____» _________________ 200___ year



Members of committee:

representative of general contractor ____________________________________ (name of organization, position, surname, n.p.)

Chief engineers of construction and mounting

organizations ____________________________________________________________ (name of organization, position, surname, n.p.)

Chief surveyors of construction and mounting

organizations ____________________________________________________________ (name of organization, position, surname, n.p.)

Representatives of operating and

other interested organizations ______________________________________ (name of organization, position, surname, n.p.)

from _____ hour _____ min to _____ hour _____ min conducted the inspection of the

safety margins of the tunnel equipment at________________________________ from the (name of the structure, object)

piquet _____ to the piquet ___________________________ (numbers of piquets by the each tunnel)

by the running of clearance trolley with facilities registering deviations from design

dimensions.

The revealed deviations of the safety margins of equipment have been eliminated on the

base of directives issued by the.

The committee states the correspondence of the safety margins of the tunnel equipment

_________________________________________________________________ (name of inspected structures, objects with indication of piquets by the each tunnel)

The the requirements of the GOST 23961 and considers the mentioned structure as ready to

the permanent operation.

Signatures:

APPENDIX 7.2K

(mandatory)

DIRECTIVE

OF THE WORKING COMMITTEE

_________________________________________________________________________ (name)

REGARDING THE CORRECTION OF DEVIATIONS OF THE TUNNEL

EQUIPMENT FROM THE SAFETY MARGINS

на ____________________________________________________________________ (name of line)

«____» ___________________ 200___ year

It is proposed to execute the works on elimination of deviations from the margins in

of 295

correspondence with the mentioned below list.

List of places with deviations Mark regarding the execution of

works on elimination of deviation Executor of works (position,

surname, signature)

The directive with marks regarding the execution of works should be submitted to the

working committee before ________. (date)

Issued by:

Chairman of the working committee __________________________________________. (name of organization, position, surname, n.p.)

Received by:

Chief (chief engineer) of the CMM

(construction and mounting management) ______________________________________. (name of organization, фамилия, и.о.)

The works on elimination of deviations have been executed in full volume:

Chief (chief engineer) of the CMM _______________________________________. (name of organization, фамилия, и.о.)

Chief surveyor of the CMM _______________________________________________. (name of organization, фамилия, и.о.)

APPENDIX 7.3А

(mandatory)

A C T

OF THE WORKING COMMITTEE REGARDING THE ACCEPTANCE OF

EQUIPMENT

_________________________________________________________________________ (name of equipment, structure, object)

AFTER INDIVIDUAL TESTING

«____» _______________ 200___ year

Working committee appointed by____________________________________________ (name of the organization-customer appointing the working committee)

According to the decision dated «____» _________________ 200___ year _____ in

the composition of


members of committee-representatives:

subcontractor mounting organizations _____________________________________ (name of organization, position, surname, n.p.)



Other interested authorities of

supervision and organizations _______________________________________________ (name of organization, position, surname, n.p.)

stated:

1. The equipment: ________________________________________________________ (name of equipment, installation, aggregate)

Is mounted at _________________________________________________________ (name of the structure)

Included in the composition of________________________________________________

of 295

(name of object, its stage, startup complex)

2. The mounting works have been executed by _________________________________ (name of mounting organizations)

3. The project documentation has been elaborated by _____________________________ (names of design organizations, numbers of drawings, dates of issue)

4. Date of start of the mounting works ________, end of the mounting works ________ (month and year) (month and year)

5. The working committee conducted the following additional testing of the equipment

(except for the testing registered in the executive documentation represented by the general

contractor): ___________________________________________ (name of testing)

Conclusion of the working committee:

The works on mounting of the submitted equipment have been executed in

correspondence with the design, standards, construction standards and regulations, technical

conditions, and meet the requirements of their acceptance for complex testing.

The submitted equipment indicated in the clause 1 of the present act is accepted from

«____» _________ 200__ year for complex testing.

Signatures:

Handed over by: Accepted by:

representatives of general contractor representatives of customer:

and subcontractor organizations:

APPENDIX 7.3B

(mandatory)

A C T

OF THE WORKING COMMITTEE REGARDING THE ACCEPTANCE OF

EQUIPMENT

________________________________________________________________________ (name equipment, сооружения, объекта)

AFTER COMPLEX TESTING

«____» ________________ 200___ year

Working committee appointed by ____________________________________________ (name of organization appointing the working committee)

According to the decision dated «____» _________________ 200___ year _____ in

the composition of:









technical labor inspection of the customer trade union __________________________ (name of organization, position, surname, n.p.)

of 295

Other interested authorities of supervision and organizations ______________________ (name of organization, position, surname, n.p.)

stated:

1. The equipment ________________________________________________________ (name of equipment, installation, aggregate is indicated, where appropriate, in the appendix to the act)

Is mounted by _________________________________________________________ (name of the structure, installation, object)

Included in the composition of________________________________________________ (name of object, its stage, startup complex)

Have passed the complex testing including the necessary startup and adjustment works

together with communications from «_____» ________________ 200___ year to «___»

____________ 200___ year during ____________ in correspondence with established by the (days or hours)

customer order and according to the _____________________________________________ (name of document according to which the testing has been conducted)

2. The complex testing including the necessary startup and adjustment works have been

executed by ________________________________________________________________ (name of organization-customer, organization conducted the startup and adjustment)

3. During the process of complex testing the additional works indicated in the appendix to

the act have been executed.

Conclusion of the working committee

The equipment passed the complex testing are ready to operation provided by the project

in the volume corresponding to the standards of the initial period of reaching the projected

production capacity, and is accepted from «_____» ________________ 200___ year for

commissioning by the state acceptance committee.

Signatures:




APPENDIX 7.3.C1

(mandatory)

A C T

OF ACCEPTANCE OF INTERNAL DOMESTIC-AND-FIRE EXTINGUISHING

AND HOT WATER SUPPLY SYSTEMS

________________________________________________________________________ (name os system, installation, object)

«____» ___________________ 200___ year








authorities of the state fire safety supervision ________________________________

of 295

(name of organization, position, surname, n.p.)

other interested authorities of supervision and organizations ______________________ (name of organization, position, surname, n.p.)

Conducted inspection and acceptance of ________________________________________ (name of the water supply system, installation, object)

on the effect of action and stated:

1. The installed equipment ___________________________________________ (name of installation, object)

and mounting of internal systems correspond to the project documentation.

2. The systems have been tested by the hydraulic pressure of ______ МPа, the acts _____

dated «____» __________ 200___ year

3. At the testing of the internal water pipeline systems on the effect of action it was stated

that the cold and hot water was supplied normally to all water intake points (combination

faucets, valves), the leakage in the pipelines and through the combination faucets, valves, and

flushing facilities was not revealed.

4. The cold and hot water meters have been passed to the operating organization.


On the base of conducted inspection and testings the internal domestic-and-fire

extinguishing and hot water supply system submitted to hand over is accepted for adjustmen,

putting into operation (delete as applicable).

Signatures:




APPENDIX 7.3.C1-1

(mandatory)

A C T

OF TESTING OF THE INTERNAL FIRE EXTINGUISHING WATER PIPELINE ON

THE WATER YIELD

________________________________________________________________________ (name of object)

«____» _______________ 200___ year



техsupervision customer ____________________________________________________ (name of organization, position, surname, n.p.)


subcontractor (mounting) organization ____________________________________ (name of organization, position, surname, n.p.)



other interested organizations ______________________________________________ (name of organization, position, surname, n.p.)

Conducted the testing of ____________________________________________________ (name of the water supply system, installation, object)

on the water yield.

Testing results

of 295

Structure, location of the fire cocks

Without the boosting pump With the boosting pump

Number of

streams

Fire hose Pressure,

kgf/cm2

Length

of stream,

m

Water consumption,

l/s

Fire hose Pressure,

kgf/cm2

Length

of stream,

m

Water consumption,

l/s

Notes: ________________ (list)


The water yield of the internal fire extinguishing water pipeline corresponds to the

requirements of the project documentation.

Signatures:

APPENDIX 7.3.C2

(mandatory)

A C T

OF ACCEPTANCE OF HEATING SYSTEM

________________________________________________________________________ (name of installation, object)

«____» ___________________ 200___ year










conducted the inspection of effectiveness of action and acceptance of the heating system

__________________________________________________________________________ (name and short characteristics)

mounted at ______________________________________________________ (name of installation, object)

and stated:

1. The installed equipment ___________________________________________ (name of installation, object)

And mounting of the internal systems correspond to the project documentation.

2. The expansion vessel is installed _________________ isolated and provided with (indicate the place)

automation of feed-in.

3. The heating systems have been tested by the hydraulic of _____ МPа, acts _____ dated

«____» _______________ 200___ year

4. The testing on the effect of action showed that at the environmental air temperature of

of 295

_____ °С the temperature of supplied water at the regulation units _____ °С, the temperature

of recirculating water _____ °С, circulation head _____ m, herewith all devices of the

heating system showed the even warming. The temperature in the internal premises _____

°С.


On the base of conducted inspection and testing the heating system submitted to the

handover to be taken to adjustment, to be put into operation (delete as applicable).

Signatures:




APPENDIX 7.3.C3 (mandatory)

A C T

OF ACCEPTANCE OF THE SYSTEM AND DISCHARGES OF THE INTERNAL

SEWERAGE

_________________________________________________________________________ (name of installation, object)

«____» ___________________ 200___ year







other interested authorities supervision и organizations _____________________ (name of organization, position, surname, n.p.)

conducted the inspection and commissioning of the system and discharges of the internal

sewerage ______________________________________________________________ (name of installation, object)

and stated:

1. The system mounting corresponds to the project documentation.

2. At the testing on the effect of action the serviceability of pipelines, operation of sanitary

devices and flushing facilities has been tested by the water spillage; leakage in the connection

places and in the flush tanks has not been revealed. The waste waters are drained normally.


On the base of conducted inspection and testing the internal sewerage system submitted to

the hand over to be taken to adjustment, to be put into operation (delete as applicable).

Signatures:




APPENDIX 7.3.C4

(mandatory)

A C T

OF ACCEPTANCE OF THE SYSTEM AND DISCHARGES OF THE INTERNAL

of 295

DRAIN

_________________________________________________________________________ (name of installation, object)

«____» __________________ 200___ year








conducted the inspection and acceptance of the internal water drain and discharge system


and stated:

1. The arrangement of the water drain corresponds to the project documentation.

2. At the testing of internal water drainage networks by the filling with water to the level

of highest hopper head during 10 min the leakage of water has not been revealed. The waste

waters are drained normally.


On the base of conducted inspection and testing the internal water drainage system

submitted to the handover to be taken to adjustment, to be put into operation (delete as

applicable).

Signatures:




APPENDIX 7.3.C5

(mandatory)

ACT

OF ACCEPTANCE OF LIGHTING INSTALLATIONS


«____» ________________ 200__ year


Customer _______________________________________________________________ (name of organization, position, surname, n.p.)

general contractor __________________________________________________ (name of organization, position, surname, n.p.)

subcontractor mounting organizations ______________________________________ (name of organization, position, surname, n.p.)

operating organization _____________________________________________ (name of organization, position, surname, n.p.)

general designer______________________________________________ (name of organization, position, surname, n.p.)

of 295




conducted the acceptance of the lighting installation and measurement of illuminance in the

premises _________________________________________________________________ (name of premises)

___________________________________________________________________________ (short characteristics of LI, type and number of device)

at the network voltage сети in the beginning of the measurements _____ V, in the end of the

measurements ___ V, and stated: conditions of the lighting installation, composition of LI and

its mounting correspond to the working documentation, the results of measurements are

represented in the table. The measurements have been conducted according to the GOST

24940.

Control

point

Place of measurement,

name of

working

surface

Plane of

measurement (horiz.-vert.-

inclin.),

height from

the floor

Illuminance, lx

Conclusion regarding the

correspondence

to standards

measured real critical

Combined

lighting Common

lighting

Combined

lighting Common

lighting

Combined

lighting Common

lighting Common

Common

and local Common

Common

and local Common

Common

and local

N o t e – Real illuminance is defined taking into consideration application of correction factors to the measured illuminance: К1 is the

spectral composition of the light source according to the Table 5 of the Recommendations [10], К2 is the calibration factor of the luxmeter

scales, and К3 is the factor of safety of the lighting installation according to the Recommendations [10].


On the base of conducted inspection and measurements the lighting installation submitted

to the commissioning to be put into operation.

Signatures:




APPENDIX 7.3.D1

(recommended)

LIST

OF DOCUMENTS FOR THE ESCALATORS COMMISSIONING

1. Act of technical readiness of escalator Form and filling

2. Escalator certificate according to the PB 10-77

3. Act of acceptance of escalator

4. Documentation supplied with escalator according to the PB 10-77

5. Act of correspondence to the requirements of fire safety Appendix 7.3.D2

6. Protocol of surveying measurements of

installation of guides of the staircases Appendix 7.3.D3

7. Picking list of the hauling chains, installed at the escalators Appendix 7.3.D4

8. Act of testing of the hoisting-and-conveying equipment Appendix 7.3.D5

9. Protocol of testing of the electrical power equipment

insulation resistance for the electrical, control, and

signalization circuits, power and lighting wiring Appendix 6.10.B6

10. Protocol of inspection and testing of the equipment grounding,

of 295

Including the balustrade made from metal sheets Appendix 6.10.57

11. Acts of acceptance of concealed works Appendix 7.2G

APPENDIX 7.3.D2

(mandatory)

A C T

OF CORRESPONDENCE OF ESCALATOR TO THE FIRE SAFETY

REQUIREMENTS

________________________________________________________________________ (type, part )

________________________________________________________________________ (place of installation, object)

«____» ________________ 200___ year

We, undersigned, representative of organization mounted the escalator

__________________________________________________________________________ (name of organization, position, surname, n.p.)

Permission for mounting dated _____________ issued by _____________ and representative (day, month, year)

of the state fire safety supervision _________________________________________ (name of authority, position, surname, n.p.)

have drawn up the present act regarding the following: inspection and testing of

correspondence of the escalator ________________________________ (type, part , place of installation, object)

to the fire safety requirements in the volume

__________________________________________________________________ (name of regulatory document)

The escalator and its constituent parts have passed the inspection and testing. They meet

the requirements of fire safety, have corresponding fire safety certificates, and ready to the

commissioning.

Signatures:

APPENDIX 7.3.D3

(mandatory)

P R O T O C O L

OF THE SURVEY MEASUREMENTS OF INSTALLATION OF THE ESCALATOR

RUN GUIDES

«____» ______________ 200__ year

Columns

Part number Part number

Guides Deviations, mm

Guides Deviations, mm

left right left right

CMM surveyor ________________________________________________________ (name of organization, surname, n.p.)

APPENDIX 7.3.D4

(mandatory)

COMPONENT LIST OF HAULING CHAINS INSTALLED AT THE ESCALATOR

___________________________________________________________________________ (type, part , place of installation, object)

Left Right Difference

Rail string Extension Accumulation Rail string Extension Accumulation

Signatures:

of 295

Representative of mounting organization

___________________________________ (name of organization, position, surname, n.p.)

«____» ________________ 200___ year

stamp

Representative of operating organization

____________________________________ (name of organization, position, surname, n.p.)

«____» ________________ 200___ year

stamp

APPENDIX 7.3.D5

(mandatory)

A C T

OF TESTING OF HOISTING-AND-CONVEYING EQUIPMENT (TMP)

________________________________________________________________________ (place of installation)

«____» ________________ 200___ year

TMP ___________________________________________________________________ (list)

of the machine room of escalators ___________________________________________ (type, place of installation, object)

has been tested in correspondence with the «Regulations of arrangement and safety operation

of escalators», technical conditions _______________ and instructions on operation (TU number)

____________. It is in serviceable conditions, and suitable for operation. (instruction number)

Representative of mounting organization

__________________________________ (name of organization, position, surname, n.p.)

«____» ________________ 200___ year

stamp

Representative of operating organization

______________________________________ (name of organization, position, surname, n.p.)

«____» ________________ 200___ year

stamp

APPENDIX 7.3E

(mandatory)

ACT

OF COMMISSIONING OF ADJUSTMENT-FREE EQUIPMENT

_________________________________________________________________________ (name of structure, object)

«____» _________________ 200___ year







other interested authorities supervision и organizations _____________________ (name of organization, position, surname, n.p.)

conducted inspection and testing of works executed by ___________________________ (name of mounting organization)

To commissioning submitted ________________________________________________, (list, short technical characteristics of submitted equipment)

Mounted according to ________________________________________________________ ( of drawings, date of their issue, name of design organization)

of 295

Start of mounting works __________ (month, year)

End of mounting works __________ (month, year)

The committee has tested___________________________________________________ (list the tests except for the tests registered in the documents attached to the act)

The remaining deficiencies ____ do not prevent the normal operation and subjected to (list)

elimination _______________________ no later than «___» _______________ 200___ year (name of mounting organization)

The list of attached to the act acceptance documentation ___________.


The equipment indicated in the clause 1 of the present act to be put into operation from

«___» __________ 200___ year

Signatures:




APPENDIX 7.3F

(mandatory)

C E R T I F I C A T E

OF VENTILATION SYSTEM (AIR CONDITIONING SYSTEM)

_________________________________________________________________________ (name of system, installation, object)

А General provisions _______________________________________________________ (designation and location of the system equipment)

Б Main technical characteristics of the system equipment

Ventilators

Data Type Number

Diameter of

wheel

Drat, mm

Supply,

m3/h

Full

pressure,

Pa

Diameter

of sheave,

mm

Rotation

frequency,

s-1

Design

Real

N o t e -

Electrical motors

Data Type Power, KW Rotation

frequency, s-1

Diameter of

sheave, mm

Transmission

type

Design

Real

N o t e -

Air heaters, air coolers, including zonal ones

Data

Type

or

model

number

Scheme

Kind and parameters

of heating or cooling

agent

Testing of the heat

exchangers at the

working pressure

(executed, not

executed)

Piping of heating or

cooling agent

Location by

the air

Design

Real

N o t e -

Dust and gas catcher

Data Name Number Quantity

Air

consumption,

m3/h

Leak-in

(exhaust) % Resistance, Pa

Design

of 295

Data Name Number Quantity Air

consumption,

m3/h

Leak-in (exhaust) %

Resistance, Pa

Real

N o t e -

Air humidifier

Data

Pump Electrical motor

Characteristics of humidifier Type

Supply, m3/h

Nozzle

pressure, KPa

Frequency Type Power,

KW

Rotation

frequency, s-1

Design

Real

N o t e -

В Air consumption by premises (by network) Metering cross-section

number Name of premises

Air consumption, m3/h Errors, % (parameter

deviations) real design

N o t e -

Г Ventilation (air conditioning) system scheme

N o t e – in the notes to the system elements the revealed deviations from the project documentation and their

coordination with the design organization or elimination measures should be indicated.

Representatives:

customer (startup and adjustment organization) __________________________________ (name of organization, position, surname, n.p., signature)

design organization ____________________________________________________ (name of organization, position, surname, n.p., signature)

mounting organization ___________________________________________________ (name of organization, position, surname, n.p., signature)

APPENDIX 7.3G

(recommended)

CONTROL OF THE ELECTRIC CORROSION PREVENTIVE MEASURES

EXECUTION AND EFFECTIVENESS

1. The following should be executed during the acceptance process:

- inspection of the superstructure for revelation of places of connection or contact of the

track rails with structure elements;

- electrical measurements:

а) transient resistance between the track rails and tunnel lining (earthing bus);

б) resistance of conducting and insulating joints of the track rails;

в) resistance of insulating joints of the track rails with IB;

г) conditions of insulating sleeves of cables and flanges of pipelines;

д) availability of galvanic contact between the reinforcement bars of reinforced concrete

blocks, between the reinforcement bars of blocks and earthing bus.

2. Revelation of places of connection or contact of the track rails with structure elements

should be conducted first by the inspection of places and sections of the most probable

connections, and then (after the elimination of revealed connections) by special

measurements.

The most probable places of track rail connections:

а) with the tunnel lining – at the places of location of gates;

б) with pipelines – at the places of their passage under the tracks;

в) with cable sheathes – through the IB outputs and switch point drive structures;

г) with reinforcement bars of trough reinforced concrete blocks – through the free length of

reinforcement bars;

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д) with reinforcement bars and details of bridge or overhead road structures – through the

fixing bolts of the superstructure.

To reveal the connections with track rails by the measurement method the 50 - 60 V DC

power supply on the 50 - 100 А current should be inserted instead the middle bus of IB. Using

the portable pointer voltmeter with 10 V range scale and more the difference of potentials

«rail-lining» (earthing bus, structure, etc) should be measured along the tunnel. At the place of

connection the voltmeter reading should be equal to zero.

In case of conduction of measurements at the train traffic the application of DC power

source is not necessary, as the difference of potentials «rail-lining» created by the traction

current should be measured.

Similarly the connections on the metro-bridges, overhead roads, in the electric depot are

defined.

The revelation of damaged insulating inserts in the cross-ties (in case it cannot be made by

inspection) should be conducted by measurement of resistance of the circuit «screw – base

plate - rail» with devices М-416, МС-08, М-1101 (see table). The insert is considered to be

damaged if the measured circuit resistance is equal or close to zero.

3. Measurement of the transient resistance between rails and tunnel lining (earthing bus)

are executed using the resistance meter – device of М-416 or МС-08 (07) type.

The measurement should be conducted by the scheme according to the Figure 1.

The measured rail string is separated from the other rail network by removal of the middle

bus of IB or its isolation with non-metal gaskets.

Main technical characteristics Type of device

МС-08(07) М-416 М-1101

Measuring limit, Ohm 0 - 10 0 - 10 0 - 1⋅106

0 - 100 0 - 50 0 - 5⋅109

0 - 1000 0 - 200

0 - 1000

Accuracy class 1,5 Error ± 7 % 1,0

Power supply Built-in DC

generator

Three 373, «Mars» elements, or

similar, series-connected

Built-in DC

generator

Dimensions, mm 390×195×205 245×140×160 195×130×150

Weight, kg 10,5 3,0 3,6

N o t e - Rated voltage of devices at the open circuit - 500 V.

1 – measuring section rails; 2 – adjacent section rails; 3 – measuring device; 4 – tunnel lining; 5 – removed

middle bus

Figure 1. – track rail transient resistance against the adjacent rail network (а) and tunnel (b)

measurement schemes

The measurements area should not include connected to the middle bus of IB cables of negative booster lines and inter-track connectors.

The device is connected by one clamp to the middle output of IB of measuring string, by

another – to the middle output of the IB of adjacent rail string (figure 1а). In the tunnels with

cast iron liners another clamp can be connected to the liner or any structure connected with it

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by metal (figure 1б). The measurements should be conducted in correspondence with

instruction on the device operation.

The transient resistance of measured rail string should be correlated with 1 km of the track,

Оhm·km, by the formula

RP-T = RизмL / 1000,

where Rизм are the device readings, Оhm;

L is the length of the measuring section, m.

At the measurement of transient resistance of track rails at the sections with one traction

string of track the both rails should be connected by temporary lintel.

4. Measurement of resistance of the conducting joints of track rails should be conducted

using the special joint-meters (for example, ЦНИИ-56 type) by the scheme indicated in the

figure 2, or using two millivoltmeters with measuring limits of 10 - 100 mV – by the scheme

in the figure 3.

1 – measuring box of joint-meter; 2 – contact rod; 3 – DC source

Figure 2. – schemes of measurement of track rail assembled joint resistance (а) and testing of

joint-meter (б)

Figure 3. – Scheme of measurement of track rail assembled joint resistance by two

millivoltmeters

The 1,2V, 10 А⋅h alkali accumulators are used as the DC sources (for example, two НКМ-

10 elements, connected in parallel) of other source having sufficient power.

The joint-meter schemes are assembled by the principal of incomplete bridge completed

with two ports at the installation on the track (1m length solid rail and rail joint with two rail

ends, with the total length of 1 m). Zero reading of indicator (bridge is balanced) in the

measuring diagonal of the bridge is achieved by changing of regulated bridge ports. At the

measurement the indicator point should be installed on zero. The count of the measured

resistance of the rail joint id conducted by the position of joy stick at the potentiometer scale.

The measured resistance does not include the resistance of rail ends forming the joint. At the

measurement it is necessary to control the position of joint bars and joint connectors totally

joint rail

accumulator

accumulator

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between the end and middle clamps of the rod with the «joint» mark, and keeping of good

contact between the clamps and rail.

At the measurement using two millivoltmeters (figure 3) the resistance of joint in meters of

the rail length is defined by the formula

RCT = U1 / U2 - 1,

where U1 is the voltage drop per 1 m of rail with joint;

U2 is the voltage drop per 1 m of rail without joint.

In this case the synchronous registering of U1 and U2 should be conducted no less than five

times, and should be defined as average value.

5. Measurement of resistance of the isolating joints of rails with IB is executed by two

millivoltmeters (figure 4) with measuring limits: mV1 - 1000-0-1000 and mV2 - 100-0-100

mV.

For measuring the DC source similar with indicated in the clause 4 should be used. At the

short-term connection of the source to the rails simultaneously the voltage drop at the half of

joint (mV1) and at the 1 m length rail (mV2) should be measured. The similar measurements

are executed for the other half of joint (shown with dash line). Then the measurement is

repeated on the other rail.

Resistance of the joint related to the resistance of 1 m rail is defined by the formula

RДС = U1/U2 + U3/U4 - 1,

where U1 and U3 is the voltage drop at the halfs of choke joint for the given rail string;

U2 and U4 is the voltage drop at 1 m rail.

It is allowed to use the special devices for measurements, such as joint-meters.

Figure 4. – Scheme of measurement of joint isolation resistance of track rail with IB

6. Measurement of the track rail isolating joint resistance is executed by the circuit «joint

bar-rail» (figure 5) using the auxiliary power source (а) or resistance meter МС-08(07), М-

416 (б).

At the measurement by the 5а scheme no less than 9 – 10V DC power supply is connected

(for example, two series-connected batteries of КБСЛ-0,5-4,5V type), the current and voltage

in the indicated circuit are measured using the high-resistant device, then the isolation

resistance of the «joint bar-rail» circuit is calculated.

Measurement by the 5б scheme can be conducted using the МС-08(07) or М-416 devices.

accumulator

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1 - rail; 2 – joint bar; 3 – isolating structural elements

Figure 5. – Scheme of measurement of the track rail joint isolation resistance

7. Control of the isolating cable sleeves conditions is executed by the schemes according to

the Figure 6. At the train traffic the 6,а scheme is applied, without the train traffic - the 6,б

scheme.

1 - cable; 2 – isolating sleeve; 3 – power source

Figure 6. – Scheme of approximately control of isolating cable sleeve conditions without the

power source (а) and with the power source (б)

The cable between the millivoltmeter connection points should not contact with the

structure elements, brackets, etc. The sleeve is considered to be serviceable if at the мV

device the point is not deviated from the zero position, and the V device registers difference

of potentials. The accuracy of evaluation can be increased using the measurement by the 6,б

scheme with application of 50 – 60V battery.

At the measurement the length of cable sections to which the measuring devices are

connected should be the same.

At the more than 1000V cables the measurement is conducted at the dead working voltage.

8. Control of conditions of insulating flanges on pipelines.

Measurement at the insulating flanges should be conducted according to the Figure 7.

Figure 7. – Scheme of control of conditions of insulating flange with neutral insert (а) and

without insert (б)

The resistance between the neutral insert and external sections of pipelines is measured by

the МС-08(07) or М-416 device. The insulating flanges are considered to be serviceable if the

resistances exceed 10 Ohm. If there is no neutral insert the control of conditions of insulating

flanges should be conducted by the schemes indicated in the clause 7.

accumulator

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9. Definition of galvanic contact between the reinforcement bars of concrete blocks,

between the reinforcement bar and earthing bus.

Availability of galvanic contacts should be defined by the М-416 or МС-08(07) device

according to the Figure 8.

For contact with reinforcement bars the embedded or mounting metal items can be used, or

the concrete can be uncovered for access to the reinforcement bars. Is the measured resistance

is more than zero, there is no galvanic contact.

1 - block; 2 – earthing bus; 3 – embedded items

Figure 8. – Scheme of testing of availability of galvanic contact between the reinforcement

bars of reinforced concrete blocks (Ω1), reinforcement bar and earthing bus (Ω2)

APPENDIX 7.3H

(recommended)

L O G - B O O K

OF THE «RAILS-GROUND» TRANSIENT RESISTANCE MEASUREMENT

Run, station ____________________________________________________ (name)

Seq.

Characteristics of the measuring section Measurement

date

Resistance of

section, Ohm

Transient

resistance of

section, Ohm⋅km Rail string

Piquets of beginning,

end of string, track

Length of

string, m

The measurements are executed by:

________________________________________________ (name of organization, position, surname, n.p., signature)

APPENDIX 7.3I

(recommended)

L O G - B O O K

OF INSPECTION OF INSULATING JOINTS AND FLANGES (underline as appropriate)

The line section _________________________________________________________ (name)

Seq.

Characteristics of measuring object Characteristics

(measured parameter)

Date of

inspection

Inspection

results Object Type Place of

installation

The measurements are executed by:

________________________________________________

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(name of organization, position, surname, n.p., signature)

Key words: Underground Railroad lines, engineering-and-geological researches, capacity,

loads and effects, ventilation, heat supply, heating, water drainage, electric power supply,

communication, fire safety, technical protection, construction-and-mounting works,

commissioning

Russian Metro Standard (SNIP)

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Transcript of Russian Metro Standard (SNIP)