GD 02 Rev.3 Civil Structural and Architechtural Design Criteria

7/28/2019 GD 02 Rev.3 Civil Structural and Architechtural Design Criteria

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Aker Kvaerner Project C-479General Specification NGD-02

Civil, Structural and Architectural Design CriteriaRev. 3

Y:\C479\Ing_Documentos\Civ\Archivo\Espec\GD-02\GD-02_Rev.3.doc 2

INDEX

1.0 SCOPE ...................................................................................................................... 32.0 APPLICABLE CODES AND STANDARDS............................................................... 33.0 CLIMATIC INFORMATION OF JOBSITE.................................................................. 44.0 DESIGN LOADS........................................................................................................ 55.0 GEOTECHNICAL INFORMATION............................................................................. 86.0 MATERIAL ................................................................................................................ 97.0 DESIGN DETAILS................................................................................................... 11

This current revision (Rev. 3) issued by Aker Kvaerner Santiago is an updated version ofdocument NGD-02, Rev. 2 developed by Aker Kvaerner San Ramon in order to reactivate theproject


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1.0 SCOPE

This specification establishes criteria for the design of all civil, structural, and

architectural work for the San Cristobal Project located in the San Cristobal districtof Nor Lipez province in the Potosi Department in southern Bolivia, approximately500 km south of La Paz and 90 km south of the town of Uyuni.

2.0 APPLICABLE CODES AND STANDARDS

Except as noted within this specification, all design and details shall conform to thelatest revision of documents listed below. These documents are declared to be apart of this specification the same as if fully set forth herein. The design shall alsobe in accordance with the requirements of Bolivian national, state and local codes,ordinances and regulations. Where there is a conflict between these documents,the one, which is most restrictive, shall apply.

2.1 GENERAL

Uniform Building Code (UBC) 1997

Occupational Safety and Health Administration (OSHA), Occupational Safety andHealth Standards, 29 CFR

Mine Safety and Health Administration (MSHA), Mine Safety and Health Standards,30 CFR

2.2 ROAD STRUCTURES

American Association of State Highway and Transportation Officials (AASHTO),Standard Specifications for Highway Bridges

2.3 ROADS

Standard Specifications, Prefectura Departamental de Potosi ServicioDepartamental de Caminos.

2.4 CONCRETE

American Concrete Institute (ACI 318), Building Code Requirements for ReinforcedConcrete, 1995

2.5 MASONRY

Uniform Building Code (UBC), 1997


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2.6 STRUCTURAL STEEL

American Institute of Steel Construction (AISC), Specification for Structural SteelBuildings Ninth Edition.

American Welding Society (AWS), Structural Welding Code, Steel D 1.1 - 96

Steel Joist Institute (SJI), Standard Specification for Open Web Steel Joists.

2.7 WOOD

Uniform Building Code (UBC), 1997

See also section 2.0 of Appendix A Standard Technical and Site Data SI Units

3.0 CLIMATIC INFORMATION OF JOBSITE

Climatic Information listed in this specification based on Appendix A, StandardTechnical and Site Data and on a draft version of the climatic section of the SanCristobal Environmental Baseline Summary Report by Knight Piesold, datedNovember 6, 1998. Further revisions to this information may be required whenadditional data is collected

3.1 TEMPERATURES

Recorded high temperature: (1 years) (station 9) 26.5o C

Recorded low temperature: (station 9) -9.9 C

Average monthly high temperature: 21.6 C

Average monthly low temperature: -10.3 C

NOTE: Average monthly temperatures are based on Regional Data for Elevation3800 meters.

3.2 PRECIPITATION (AT ELEVATION 3800 METERS)

24 hr 10 year storm 53 mm

24 hr - 50 year storm: 73 mm

24 hr 100 year storm: 81 mm

Average annual precipitation: 215 mm

Average annual snowfall: Trace


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3.3 EVAPORATION

The average annual (March 1997 February 1998) 68mm

Design Lake Evaporation 1,275 mm/year

Design Pan Evaporation 1,820 mm/year

3.4 WIND

Prevailing wind direction: Varies from North to Northwest

3.5 FROST

Frost depth: 1.0 meter

4.0 DESIGN LOADS

4.1 DEAD LOAD

As determined by design

4.2 LIVE LOAD

Roof load: As determined by UBC

Platform where only pedestrian traffic is probable: 2.4 kPa

Operating Platforms, unless shown on design drawings: 4.8 kPa

Stair: 4.8 KPa

Offices 2.4 kPa

Assembly, lockers and control rooms, laboratory 4.8 kPa

Electric switchgear rooms 9.6 kPa

Warehouse: 6.0 kPa

Conveyor walkway:

For truss design 1.5 kN/m

For walkway design 2.4 kPa or 0.9 KN(concentrated load)

All other floor live loads As required for functionof floor such as storage,


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equipment support,vehicles, but not lessthan 4.8 kPa.

Bridge: AASHTO, HS20-44

Concentrated load on any panel pointof main trusses additional to all other loads: 13.4 Kn

Concentrated load on slabs (consider withDead Load only): 9 kN over 0.3m x 0.3 m

area

Concentrated load on floor and main roofbeams additional to all other loads: 9 kN

4.3 WIND LOAD

Basic wind speed: 120 km/h

Exposure C

4.4 SEISMIC LOAD

UBC Zone: 3

The following seismic parameters, as defined by the Geotechnical Engineer, shallapply.

UBC Table Parameter Value

16-I Seismic Zone factor Z 0.25

16-J Soil Profile Type SC

16-Q Coefficient Ca 0.29

16-S Near-Source Factor Na 1.0

16-T Near-Source Factor Nv 1.0

4.5 VIBRATING EQUIPMENT

Vibrating loads shall be individually considered and, where feasible, shall beindependently supported.

4.6 CRANE FORCES

All crane support structures shall be designed for the loads as specified in AISC,Manual of Steel Construction. Where multiple cranes are used, loads shall bepositioned to produce the maximum forces in the members considered. Maximum


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deflection for crane girders without impact shall not exceed 1/800 of the spanlength.

4.7 MATERIAL WEIGHT AND ANGLES OF REPOSE

Refer to, General Specification N GD-01: General and Process Design Criteria forConcentrator and Infrastructure

4.8 FACTOR OF SAFETY

Buoyancy: 1.5

Overturning: 1.5

Sliding: 1.5

4.9 LOADING COMBINATIONS FOR BUILDING AND STRUCTURES

D.L. + Operating Load + Crane Load1

D.L. + L.L. + Operating Load3 + Crane Load2 + Wind Load1 (or seismic)

D.L. + Wind Load (or seismic)

Footnotes:

Maximum crane loads need not be combined with more than 0.50 wind or

roof live loads.

Crane hook load for maintenance type cranes need not be considered incombination with wind or roof live loads.

For load combination purposes, conveyor loads shall be treated as operatingloads.

Other load types and combinations may be required for specific design applications,i.e. thermal expansion, etc.

Conveyor supporting structures shall be designed to carry the reactions fromconveyor dead load, material loads (including material loads due to clogged chutesfilled to capacity) and walkway live load. Where applicable, piping and/or cable trayloads shall be added. Support structures at conveyor head/tail ends shall bedesigned for the applicable belt tensions, including the maximum running andmaximum motor torque (start-up) belt tensions.

3


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All allowable stresses for steel structures and soil-bearing values, may be increasedfor certain combinations in accordance with UBC. For concrete structures, loadswill be factored or stresses may be increased in accordance with ACI 318.

5.0 GEOTECHNICAL INFORMATION

Unless otherwise noted, bottom of all footings and mat foundations shall be aminimum of 600 mm below finish grade, if lightly loaded and founded on freedraining fill, but not less than frost depth.

5.1 BEARING PRESSURES

Design soil pressure shall not exceed the allowable values listed below. Values areapplicable for foundations on engineered fill as well as for foundations on naturalsoil. When lateral load due to wind or seismic is included in the design, the listedvalues may be increased by 33 percent.

Facility Design Soil Pressure, kPa

Crusher Area 955

Sag Mill 480

Ball Mills 575

Flotation BuildingColumn Foundations

955

Flotation CellFoundations

955

Tailings Thickener 955

Footing on bedrock 955

5.2 EQUIVALENT FLUID PRESSURES

Lateral earth pressure, at rest: 8.7 kPa/m

Lateral earth pressure, active: 5.5 kPa/m

Lateral earth pressure, passive: 39.0 kPa/m

5.3 FRICTION

Coefficient of sliding friction: 0.55

5.4 SLIDING RESISTANCE

Full values of friction and passive resistance may be used simultaneously to resistlateral loads. For combinations of loads including seismic load, passive resistanceshall not be considered.


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5.5 OTHER INFORMATION

For other pertinent information see Geotechnical Investigations and FoundationRecommendations Comprehensive report, by Knight and Piesold and Co.

6.0 MATERIAL

Specific makes and catalog numbers of the various items of materials andequipment included in this specification are to establish a minimum acceptablequality of the items. Items of equal quality by other manufacturers may be used. Allmaterial shall be new and shall conform to the following requirements unless notedotherwise on the drawings:

6.1 CONCRETE

All structural concrete and concrete for floor slabs, walkways and ramps shall

develop a minimum compressive strength of 28 MPa at 28 days. Leanconcrete shall have a minimum compressive strength of 15 MPa.

Cement shall conform to ASTM C150, Type II, unless otherwise indicated ondrawings.

Grout under all structural steel base plates shall be Masterflow 928 by MasterBuilders, Inc. or equivalent.

Grout under equipment subjected to thermal variation and/or vibration shallbe Embeco 885 by Master Builders, Inc. or equivalent.

Reinforcing steel shall be deformed bars, limited to No. 10, 13, 16, 19, 25, 29and 36 sizes, and shall conform to ASTM A 615M, Grade 420.

Welded wire fabric shall be an electrically welded approved brand, 152x152-MW18.7xMW18.7, conforming to ASTM A 185.

Metal deck under elevated slabs shall be 0.9 mm thick Type B Formlockgalvanized panels, as manufactured by Verco Manufacturing, Inc. orequivalent.

Anchor bolts shall conform to ASTM A 307, except all nuts shall be AmericanStandard Hexagon Heavy Series conforming to ASTM A 563.

6.2 MASONRY

Concrete masonry units shall be Grade 1 (normal weight), Type I, conformingto ASTM C 90. Compressive strength of masonry, fm, shall be 10 MPa.

Mortar shall be Type S mortar conforming to ASTM C 270.


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Allowable stresses for masonry shall be those permitted for no specialinspection.

For reinforcing bars see Section 6.1.

6.3 STEEL

Structural steel, including steel plate, shall conform to ASTM A36 or A 36M.

High-strength bolts shall conform to ASTM A 325.

Machine bolts shall conform to ASTM A 307.

Shielded metal arc welding electrodes shall conform to E70XX series of AWSA5.1.

Structural pipe shall conform to ASTM A 53, Grade B.

Open web steel joists shall be K-Series with 207 MPa allowable stress.

Structural tubing shall conform to ASTM A 500, Grade B.

Stud anchors shall be as manufactured by TRW Inc./Nelson Stud WeldingDivision.

6.4 MISCELLANEOUS STEEL

Floor grating, unless stated otherwise on the drawings, shall be 32 mm x 5

mm welded steel bar grating with cross bars at 100 mm on centers, TypeW/B, as manufactured by IKG Industries. or equivalent.

Floor plate shall be 6 mm thick skid resistant, raised medium pattern, steelplate.

Stair treads shall be welded bar grating with checkered plate nosing. Stairtreads shall have 25 mm x 5 mm steel bearing bars with cross bars at 100mm on centers. Treads shall be as manufactured by IKG Industries.

Handrail shall be fabricated from 1 nominal diameter standard weight steelpipe conforming to ASTM A 53, Grade B with 125mm x 6mm kick plate.

Trench frames and covers shall be heavy duty, 50 mm thick, gray iron,catalog no. R-4990, type A, as manufactured by Neenah Foundry Company.

Drilled-in concrete anchor bolts shall be WEJ-IT wedge anchors asmanufactured by ANKRtite Fastening Systems.


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Adhesive anchoring shall be Hilti HIT HY 150 anchoring system, with Hilti HITor HAS threaded anchor rods meeting the requirements of ASTM A36M.

6.5 ARCHITECTURAL

Roofing panels shall be 0.76 mm thick Centria Style-Rib with 38 mm deepribs at 183 mm on center.

Siding panels shall be 0.61 mm thick Centria Style-Rib 38 mm deep ribs with183 mm on center.

Wall insulation shall be glass fiber with thickness and "R" values as shown onthe drawings.

7.0 DESIGN DETAILS

7.1 CIVIL

Unless shown otherwise on the drawings, yard grading shall have a slope of notless than 2 percent.

Side slopes of cuts and fills shall not be steeper than two horizontal to one vertical,unless otherwise shown on the design drawings.

Cut slopes in Rock shall be no steeper than 1:1, unless otherwise shown on thedesign drawings.

Minimum cover for culverts shall be 400 mm. For roads subject to haul truck traffic,

minimum cover shall be 1 meter.

Chain link fence shall be galvanized and a minimum of 1800 mm high.

Main plant access shall be designed for HS20-44 (AASHTO) loading, a maximumspeed of 50 km/h, a maximum grade of 6 percent and a minimum horizontal curveradius of 60 meters. Road width for two lane traffic shall not be less than 7300 mmplus shoulder width of 1200 mm each side. (To be coordinated with MSC).

Internal plant site roads shall be designed for a maximum travel speed of 30 km/h,a maximum grade of 8 percent and a minimum horizontal curve radius of 10meters, except a maximum grade of 10 percent may be allowed for distances not

exceeding 100 meters. Road width for two lane traffic shall not be less than 6000mm plus shoulder width of 900 mm each side.

Vertical roadway clearance shall be 5 meters.

Storm Drainage


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Design intensity shall be in accordance with the Rainfall Intensity-Duration-Frequency curve.

Calculation of the runoff quantities shall be determined by SCS (Soil Conversion

Service) unit Hydrograph method or by other rational method.

Design frequency will be as follows:

Facility Criteria

In-plant storm drainage 10 year frequency storm with the hydraulicgrade line for a 50 year frequency storm.Pipes shall be designed to flow 75% full.

Culverts 10 year frequency storm with the culverthead water for the 100 year frequency

storm located a minimum of 300mm belowany building floor or other critical elevation.Culverts shall be designed to flow 75% full.

Ditches/Channels 10 year frequency storm with 100 yearfrequency storm water levels checked toassure critical areas will not be flooded.Locate ditches/channels at a minimum of300 mm below any building floor or othercritical elevation. Ditches/channels shall bedesigned to flow 75% full. Flow velocityshall be limited to 1.5 meter/second.

Runoff from outside of the plant site area will be diverted around the plant sitewherever practical. All runoff flowing into or collected within the plant site areas willflow into a retention basin. The retention basin will be designed to retain a runoffvolume equal to a 10 year frequency, 24 hour duration storm

For additional information refer to design criteria for hydraulic and sediment controlstructures prepared for this project by Knight and Piesold LLC, dated Sept. 3, 1999.

7.2 CONCRETE

Strength design method shall be used for structural concrete.

Concrete cover for reinforcing steel shall be as follows:

Uniformed concrete cast against andpermanently exposed to soil: 75 mm

Formed concrete exposed to weather: 50 mm

Formed concrete exposed to soil withwaterproofing membrane on soil side: 50 mm


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GD 02 Rev.3 Civil Structural and Architechtural Design Criteria

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Transcript of GD 02 Rev.3 Civil Structural and Architechtural Design Criteria