E_div 5 Work of Soils

8/20/2019 E_div 5 Work of Soils

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DIVISION 5 EARTH WORKS 61

5.1 Scope 61

5.2 Site Preparation 61

5.2.1 Description 61

5.2.2 Inspection And Survey Works 61

5.2.3 Equipments 62

5.2.4 Environment Protection 62

5.2.5 Protection Of Utilities And Properties 62

5.2.6 Removed Materials Ownership 62

5.2.7 Removal Or Transfer Of Utilities 64

5.2.8 Removal Of Materials, Debris, Plants And Trees 65

5.2.9 Removal Of Structures And Obstructions 66

5.2.10 Disposal Of Removed Materials 68

5.2.11 Works Acceptance 68

5.2.12 Measurement 695.2.13 Payment 70

5.3 Excavation Works 71


5.3.2 Preliminary Works 71

5.3.3 Types Of Excavation 72

5.3.4 Equipments 72

5.3.5 Excavated Materials 73

5.3.6 Execution Of Common Excavation 74

5.3.7 Rock Excavations 76

5.3.7.1 Mechanical Ripping 76

5.3.7.2 Chemical Fracturing 775.3.7.3 Blasting Rock Excavation 77

5.3.7.3.1 Preliminary Works 77

5.3.7.3.2 Work Plan 80

5.3.7.3.3 Execution 81

5.3.8 Structural Excavations 84

5.3.9 Finishing Requirements 85


5.3.11 Measurement 86

5.3.12 Payment 87

5.4 Fill Works 88 5.4.1 Description 88

5.4.2 Road Embankment 88

5.4.2.1 Surface Preparation 88

5.4.2.2 Materials 89

5.4.2.3 Borrow Pits 91

5.4.2.4 Water 91

5.4.2.5 Equipments 91

5.4.2.6 Construction 92

5.4.3 Roadbed Preparation 97

5.4.4 Structural Backfill 97

5.4.4.1 Materials 975.4.4.2 Construction 98

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5.4.5 Compaction Experimental Sections 99

5.4.6 Maintaining Of Embankment 99

5.4.7 Finishing Requirements 99

5.4.8 Works Acceptances 100


5.4.10 Payment 1025.5 Subgrade 102


5.5.2 Untreated Subgrade 102

5.5.2.1 Description 102




5.5.2.5 Maintaining Of The Constructed Layers 105

5.5.2.6 Finishing Requirements 105

5.5.2.7 Works Acceptance 106

5.5.2.8 Measurement 106

5.5.2.9 Payment 107

5.5.3 Lime Treated Subgrade 108




5.5.3.4 Job Mix Design Formula 110

5.5.3.5 Experimental Section 111


5.5.3.7 Safety Requirements 116

5.5.3.8 Finishing Requirements 1165.5.3.9 Works Acceptances 116


5.5.3.11 Payment 117

5.5.4 Cement Treated Subgrade 119



5.5.4.3 Job Mix Design Formula 120

5.5.4.4 Weather Limitations 121

5.5.4.5 Traffic Control 121


5.5.4.7 Experimental Section 1225.5.4.8 Construction 123

5.5.4.9 Finishing Requirements 127

5.5.4.10 Works Acceptances 127


5.5.4.12 Payment 129

5.6 Civil Works In Utilities Projects 129


5.6.2 Preliminary Works 130

5.6.3 Trench Excavation 130

5.6.4 Backfill 133

5.6.5 Pavement Re-Construction 136


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5.6.8 Payment 137

5.7 Water Drainage 139


5.7.2 Surface Drainage 140

5.7.2.1 Surface Slopes 1405.7.2.2 Surface Side Drains 140

5.7.2.3 Surface Drainage Systems 141

5.7.2.3.1 Materials 141

5.7.2.3.2 Construction 144

5.7.3 Under Drains Works 149



5.7.4 Edge Drains 154



5.7.5 Filter Layers 157

5.7.5.1 Filter Layers From Untreated Aggregate 157

5.7.5.2 Cement Treated Filter Layers 158

5.7.5.3 Asphalt Treated Filter Layers 158

5.7.6 Culverts 159





5.7.9 Payment 168

5.8 Slope Rip Rap And Protection 1695.8.1 Description 169

5.8.2 General Requirements 169

5.8.3 Stone Rip Rap 169



5.8.3.3 Execution 171

5.8.4 Concrete Rip Rap 172


5.8.4.2 Cast Insitu Concrete Rip Rap 173

5.8.4.3 Premix Concrete Rip Rap 173

5.8.4.4 Rip Rap With Concrete In Bags 1735.8.5 Culvert Inlet And Outlet Lining 174



5.8.8 Payment 175

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General Specifications of Urban Roads Construction Division 5- Earth Works

Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 61

DIVISION 5

EARTH WORKS

5.1 Scope:This Division consists of site preparation, earth works and water drainage works,

and includes the following sections:

- Site preparation

- Excavation

- Embankment

- Subgrade

- Civil works for utilities

- Water drainage works

- Slope rip rap and protection

5.2 Site Preparation:

5.2.1 Description:

This section consists of site preparation and includes inspection and survey

works, protection, transfer or removal of utilities, removal of materials, debris, plants,

trees, structures and obstructions from the right of way.

Site preparation shall be carried out according to special specification, this

general specifications and specifications for utilities issued by the client. Contractor

shall undertake the works inconformity with the conditions and instructions issued by

the authorities concerned the environment preservation like the noise levels, air

pollution, vibration and dust. Contractor shall protect water resources from pollution,

and take all actions which provide safety for employees, neighborhood and highway

users and to complete temporary structures which permit the movement of vehicle and

pedestrian traffic throughout the construction period.

5.2.2 Inspection and survey works:

Immediately after contract assignment, Contractor shall inspect the site to

explore the general conditions and to set out the suitable plan for performing the works,

and carry out the necessary survey for fixing the road centerline and the related

structures, determining levels and dimensions, and link the neighboring buildings and

structures with the road alignment, and he shall determine the plans, longitudinal andlateral cross sections and identify the project boundaries.

Contractor, in coordination with the Ministry and the client’s representatives,

shall specify all utility lines existing within the boundaries of the project according to

the types and depths. Contractor shall hold a Coordination meetings with the authorities

related to these utilities to obtain the required release regarding transfer/removal of the

existing utilities and services, or to preserve and protect them according to

specifications approved by those authorities.

Contractor shall identify and estimate the quantity of waste and plants to be

cleared from the site and identify the number of trees to be removed and replanted in

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other places, or to keep them in the same location and he shall mark all trees and other

structures assigned to be kept in their places.

Contractor in coordination with the Engineer shall specify sites for storing the

removed elements and preserving them for use in the same project or other projects,

new sites for planting the removed trees and site for dumping removed materials. Thesesites shall be specified in the contract documents or approved by the Ministry.

Contractor shall obtain a written agreement from the site's owners for the locations used

for the disposal of debris and wastes when these locations have not been identified

previously.

The removal of waste materials and structures include hazardous materials shall

be made using proper methods. These materials shall be identified in coordination with

the Ministry and with the health and environment preservation authorities.

After completion of his investigation and survey works, Contractor shall prepare

a complete report which shall include the following:1.

Survey results and drawings including plans, longitudinal profile and cross-

sections and identify the relative distances to the near by buildings, various

utilities elements, structures, trees with a distinction between those which shall

be removed and those which shall be preserved or transferred.

2. List of structures and obstructions existing within work zones which should be

removed or preserved.

3. List for all lines and elements of various public utilities to be removed or

transferred.

4. List for materials and elements to be removed or dismantled and preserved and

delivered to the Ministry or to relevant authorities.

5.

Approved minutes of coordination meetings with authorities related to structures

and public utilities. The requested approvals for the transfer or removal methods

and copies of the conditions and specifications approved by those authorities

shall be included.

6. A list for sites, material quantities and structures which may be classified as

hazardous to public health or environment and which should be removed or

disposed and related approved specifications.

7. A list of sites in which the cleaned and removed materials shall be dumped and a

copies of the written agreement from the owners of those sites.

8. Contractor’s detailed plan and time schedule for clearing, removal, transfer or

preserving works of utilities and structures.

Contractor is not allowed to start cleaning and removal works before receiving the

Engineer’s approval about the report, work plan, and time schedule. The Contractor

shall be responsible for the results of any damages arising from his failure in executing

the preliminary works or construction activities and he shall pay the cost of carrying out

all repair works.

5.2.3 Equipments:

Contractor shall, on the basis of exploration, survey works and the work plan

approved by the Engineer, provide all equipments and materials capable of carrying out

removal works of debris, materials, plants and trees, removal or transfer or preservationof utilities and removal of structures and obstructions. These equipments, and tools

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required for the work shall be in a good technical condition and it shall include milling

scraping, loading, transporting and unloading equipments, and equipment required for

the cutting, removal and cleaning trees, roots plants and grass, equipments required for

removal of buildings, and all other equipments required for the construction.

5.2.4 Environment Protection:Removal works shall be carried out according to the conditions and instructions

issued by authorities concerned with environment preservation as to noise level, air

pollution, vibration, dust and water sources protection from contamination. In addition

Contractor shall take all the measures, construct the temporary structures and detours

which insure vehicular traffic and pedestrian flows.

5.2.5 Protection of utilities and properties:

Contractor shall take all the required arrangements and carry out all the

necessary works to protect utilities such as of electrical lines, communication lines,

water and sewer lines which lie within the right of way and the public utilities which lie

near work's zone which may be affected by construction activities using suitablemethods including manual methods. And he shall carry out the temporary or permanent

transfer works for these utilities according to a plan set out by him and approved by

concerned authority.

Contractor shall be responsible for any damages, resulting from construction

activities, affect the utilities indicated on the drawings or indicated in the coordination

meeting minutes with relevant authorities and he shall carry out all repair works on his

own account without having the right to claim any additional compensation for this

item. Contractor shall, halt construction activities in utility area when any damage was

occurred for utilities or when finding un-identified utilities, and inform the Engineer

who informs relevant authorities, and he has no right to recommence the work before

receiving the required instructions in this regard.

The contractor shall protect all the existing neighboring structures from any

damages which may results due to construction activities throughout the project period

and he shall install the temporary fences which separate work zone from neighboring

property when indicated in the special specifications, and preserve all the existing walls

and gates and not to remove or replace them with other temporary ones before

agreement of the owners or before the ends of the notification period which shall not be

less than 30 days.

Contractor shall be responsibility for any damage occurred due to construction

activities on the neighboring buildings and structures or to those which were required to

be preserved within work limits and he shall carry out repair works and pay necessary

costs for this and he has no right to claim any additional costs for this.

5.2.6 Removed materials ownership:

The inspection and survey report shall include a list of all materials and elements

which shall be dismantled, maintained, and delivered to the client.

The ownership of all removed elements or materials shall be to the Ministry

unless otherwise clearly stated in the special specifications or minutes of coordination.

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Contractor shall take all required precautions and arrangements for dismantling,

cleaning and storing the materials and elements using suitable methods which do not

expose them to any damage or rendering their using.

The special specifications and contract documents shall identify the method and

amount of compensation to be incurred by the Contractor for the materials and elementsrequired to be dismantled or to be delivered or reinstalled, which have been damaged as

a result of the construction activities.

Contractor shall pay the required compensation for the materials or elements

which have been damaged and the ministry or the concerned authority may approve that

contractor can replace the damaged materials with other suitable materials similar or

better in quality.

5.2.7 Removal or transfer of utilities:

Contractor- in coordination with the Ministry and in attendance of the relevant

authority, shall inspect site and identify all utilities structures, elements and lines suchas telephone, electricity, water, sewage and fire hydrants and he shall use all related

information and drawings available with the relevant agencies concerned with the

public utilities at site and he shall indicate these lines on the drawings according to their

classification, materials, diameters, levels and depths as specified in the drawings and

investigation reports which shall be approved by the Contractor, Engineer and owners

of the utilities.

Also he shall identify the utilities and their elements reports approve these from

all concerned authorities. In addition Contractor shall obtain the specifications and

special conditions for utilities from the concerned authorities and prepare a work plan

that includes method, equipments, machines and materials which he shall use to carry

out the removal or transfer works and the procedures which he shall follow to protect

those utility lines which shall be preserved.

Except otherwise the special specifications indicate, relevant utilities

specifications or written instructions of the client, all utilities lying within the project

works zone, at a less than sixty (60) centimeter depth of the base layer levels shall be

removed or transferred or protected.

Removal, transferring, protection or preservation works of utility lines and their

structures shall be carried out according to the work plan prepared by the Contractorand accepted by the authority and the Engineer. These works shall be executed under

the supervision of the authority's representative, and any fill works shall not commence

around and over the utility lines which were transferred and protected, before being

handed over to the authority's representative and verified according to the technical

specifications for such works and completion of all required tests. Fill works around

pipes and manholes shall be done according to technical specifications for installing

public utilities and specifications approved by the concerned authorities or section (5.6)

of this division.

In case special specifications or minutes of coordination meeting with the

authority, indicate dismantling of pipes, culverts, gutters, manhole covers and pumpsstore them, completion of this work shall be done by using the proper means and

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equipments which do not inflict damage to these elements. These elements shall be

cleaned, transported, and stored at locations approved by the authority client or special

specifications. Delivery of these elements shall be handed to their owners according to

handing over minutes signed by the concerned parties.

Existing electricity towers and posts, telephones, transfer chambers and stations

and all ancillary structures and elements shall be removed according to thespecifications, methods and through using the equipments and machines approved by

the concerned authorities and under the supervision of representatives from these

authorities. These works shall be completed by qualified technicians. Contractor shall

take all necessary measures and precautions for the safety of employees, neighborhood

and pedestrians.

The removal, protection or transfer of existing utilities shall be carried out

according to a time schedule and method approved by the concerned authorities and

these shall insure continuity or minimum interruption of their services. Users of this

service shall be informed by dates and periods of stopping service through the

information media approved by the concerned authorities, all on the Contractor’s ownaccount. In addition Contractor shall pay the responsibility for any damages which may

results from his works or his failing to fulfill the sufficient coordination.

Any structures used by pedestrians or vehicles shall not be removed before

taking the necessary arrangements to insure the continuity for traffic.

In case Contractor finds any public utilities lines or elements which have not

previously been located during the inspection or survey or coordination with the client,

he shall immediately report these to the Engineer and the concerned authority and stop

work at that area till he receives the approved decision in this regard and he shall report

any damage or fault that may occur to the existing services elements or structures

during execution of the works and carry out the required procedures, arrangements, and

repair works according to the Engineer’s and the concerned authority instructions.

Contractor alone incurs costs for repair or replacement of utilities, structures,

and elements, specified in the minutes and drawings, which are damaged as a result of

his works. However, those facilities which were not specified shall be repaired by him

according to the specifications and instructions of the concerned authority and he shall

be paid for this according to the agreed prices with these authorities.

Contractor shall fill all the trenches and pits resulting from removal works,wells, absorption pits, catch basins, and building basements which lie within work

boundaries or conflict with these, by using fill materials, methods and specifications

stipulated in the special specifications or in the general specifications for layers of

similar depths from the finished highway surface.

5.2.8 Removal of materials, debris, plants and trees:

These works include removal of all debris, plants and grass; trees cutting or

preserving or replanting in other locations.

Before starting work, Contractor shall take all the necessary arrangements to

protect neighboring structures and buildings from any damage results from the

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construction activities and he shall protect trees and other elements to be preserved from

any damage throughout the project period.

Contractor shall clear the highway right of way and its various structures from

any ingredients, debris of building materials, or products of any works which may be

existed within right of way and obstruct completion of work. These materials shall becollected, loaded, transported and disposed at the approved sites.

In case any materials that may be hazardous to the health of the employees or

pedestrians are encountered, contractor shall take the necessary protection arrangements

for the employees and pedestrians and to carry out collection, loading and transporting

and disposal of hazardous materials according to the health and environmental approved

standards and at the approved sites.

Contractor shall commence removal of trees specified to be removed or grubbed

in contract documents or the instructions of the Engineer and planting in specified areas

within or outside the project. These trees shall be protected from any damage duringextraction, transportation, storage or planting and this shall be done by trained personnel

and by using equipments approved for such work. Contractor shall remove the

remaining roots of removed or extracted trees to a depth no less than one (1) meter from

the lowest level of the Subgrade layer.

Pits resulting from trees removal shall be filled with suitable material which

complies with the next layer materials at fill areas and these materials shall be

compacted to the next layer’s compaction degree.

Contractor shall dispose all removed and undesired materials from the

boundaries of the highway works immediately and transport these to the approved sites.

It is not permissible to collect these for long periods within urban areas.

Contractor-during all work stages-shall take the required procedure to protect

neighborhood and pedestrians and to carry out works which reduce dust by spraying

water or any other method approved by the Engineer.

Contractor shall separate and store materials indicated by contract documents in

certain areas and with a method specified in the special specifications or according to

the Engineer’s recommendations. Except otherwise contract documents stipulate,

Contractor has the right to act as to getting use of the cleaning and removal productssuch as wood and trees.

5.2.9 Removal of structures and obstructions:

These works shall include removal of all obstructions, buildings and structures

within or conflict with the project’s works or its utilization. All these works shall be

carried out according to the requirements of special specifications and these general

specifications, of these structures and obstructions.

Contract documents and inspection/survey reports will include a complete

inventory for the obstructions and structures which should be removed or dismantled

and stored, the structure and elements to be removed and copies of the minutes of

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coordination meeting with the authorities and their acceptance for the works to be

executed and specification condition related to the work.

Contractor, before starting removal works, shall submit a detailed work plan

which describes the execution method, equipments, and machines list, methods and

sites for transporting debris and waste materials, sites for transporting and storing thematerials and elements to be preserved, protection arrangements for elements and

structures which shall be preserved, public safety, environment protection procedures,

plan, and methods for the disposal of hazardous materials. The plan shall not contradict

with laws, regulations and instructions being implemented. It is not permissible to

commence removal works before obtaining all the written approvals from authorities

related to the structures and obstructions and submission of these to the Engineer and

receiving his written acceptance for the work plan.

Contractor shall remove all structures, obstructions from the areas shown on the

drawings to a depth no less than sixty (60) centimeter below natural ground at fill

sections or below the excavation level except otherwise the special specificationsindicate.

Contractor shall submit a technical study from an approved authorized agency

which includes methods for removing buildings, bridges, and other similar structures,

the special specifications, required protection and support arrangements for buildings

which shall be preserved or those which might be affected by the works. Contractor is

not allowed to commence these works before receiving the written acceptance of the

Engineer and he bares full responsibility for any damage which might occur to

employees or structures and buildings as a result of his work.

Buildings, bridges, structures and fences within the project’s boundaries or

ancillary works shall be removed according to the approved technical study using the

methods and equipments which do not lead to damage to neighboring buildings and

structures. Public and private agencies which own the buildings and structures shall be

notified, before a period not less than thirty (30) days from commencement of the

removal works, with the necessity to evacuate these buildings and structures, dismantle

systems and equipments and transfer existing property and objects. Contractor has no

right to commence the works before verifying the completion of this requirement.

Breaking of concrete elements of buildings and structures shall be done by using

hydraulic and air compressors or any other method accepted by the Engineer to therequired pieces with dimensions and weights which allow their transportation and

disposal to the specified locations. Metal structures shall be dismantled and their

components marked with numbers and codes in such way that it could be reused.

When removing, pavements, curbs, and middle islands, works shall be carried

out according to contract documents and approved work plan using the methods and

equipments suitable for these works.

It is preferable to remove asphalt concrete layers using milling and grinding

machines which enable fragmentation, transportation and storage of materials at the

Ministry’s approved sites for reuse.

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It is not permissible to use removed materials in the works except after verifying

their compliance with the requirements related to materials of these works.

The disassembling of all traffic safety and control elements which lie within

work boundaries, or which conflict the works shall be carried out by the methods and

equipments which don’t result in deformation or not prevent their reusing in the future.This includes dismantling of panels, posts, metal/concrete protective barriers, light

signals, direction/warning signals and any other element which the special

specifications specify for disassembling and removing for the purpose reusing.

Removed materials which might be useful shall be loaded, transported, and

stored in the locations shown on the drawings or areas specified by the Ministry in

compliance with the instructions and regulations implemented by the Ministry and

instructions concerned with environment protection.

Contractor shall pay full responsibility for any damage which may occur to the

public and neighboring buildings and structures as a result of removal works.

5.2.10 Disposal of removed materials:

Contractor shall dispose all removed materials and transport them immediately

to the disposal approved locations and it is not permissible to store these materials

within the project boundaries or within the boundaries of the city, municipality or

public/private properties.

When burning of removed wastes and materials is required it shall be done in

sites specified and approved by the Engineer, according to an approved plan which

fulfills safety requirements and environmental preservation conditions. It is not

permissible to burn materials within project works boundaries or within the boundaries

of the city, municipality or near buildings and structures. Contractor shall be held fully

responsible for any damages which arise from this. The burning waste shall be disposed

according to the standard requirements in the approved sites.

Contractor must separate the materials which have special conditions to be

dispose according to environmental requirements and burying, dispose it according to

related specifications, conditions and instructions.

5.2.11 Works Acceptance:

Contractor shall apply quality control for site preparation work through carryingout all the required procedures to insure that used materials, completion methods and

completed works fulfill quality requirements stipulated in the special specifications and

client’s specifications or general specifications and other contract documents.

The Ministry shall apply quality assurance and verify the Contractor quality

control procedures either through direct supervision or by carrying out neutrally quality

assurance procedures using test on representative samples and in adequate numbers to

judge about the quality level and accept or reject the executed works according to the

principles detailed in Division (17) of these general specifications except otherwise

specified in the special specifications and other contract documents.

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1. Quality Control:

Contractor shall apply quality control on the constructed works and he shall

monitor, record, and analyze results and draw quality charts for critical properties and

he shall carry out all the tests and measurements for measurable and testable works and

investigate immeasurable and un-testable works.

Contractor shall submit to the Engineer copies for all the measurements and tests

promptly and he shall apply all the items indicated in subsection (17.1.1) of these

general specifications.

2. Quality Assurance:

Ministry, at any time, has the right to assure the quality of materials and

constructed works through carrying out or ordering others to carry out under its

supervision the tests and measurements for constructed works. The Ministry has the

right to review Contractor’s quality control records and compare these records with

quality assurance data to assure quality according to what is specified in Division (17)

of these general specifications. The ministry has the right to inspect Contractor’slaboratory equipments, technical staff, and methods of investigations, testing to insure

the efficiency of Contractor’s staff, equipments and degree of conformity of

investigation, testing and construction methods with approved methods.

5.2.12 Measurement:

Measurement shall be carried out for site preparation works for actual work

specified in the special specifications and the investigation and survey report approved

by the Engineer. It is not allowed to make any measurements for the purpose of

payment for quantities and constructed works outside the specified locations in the

contract documents or those which are not approved in the investigation /survey report

approved by the Engineer except when the Contractor has been assigned in writing.

The special specifications and other contract documents shall include a table for

work items and measuring units. Except when the special specifications otherwise

indicate, measurement shall be carried out for the actually executed and technically

accepted works according to the following:

1- Removal works for existing buildings, structures, pavements and

clearance works, removal of debris, and grass, are measured in square

meters. Area of multi-story buildings is calculated by multiplying the

area of one story by the number of the floors.2- Works of removal or transfer for utilities lines, removal of fences and

gates or removal, dismantling, cleaning, storing and preservation of

various safety barriers and protective barriers are measured in linear

meters and this includes all the elements, materials and ancillary

structures except when contract document indicate otherwise.

3- Works for removing, dismantling, cleaning and storing elements which

are required to be dismantled, stored and preserved or delivered to the

concerned authorities or the Ministry are measured by numbers.

4- Works of trimming trees or extracting and replanting them in other

locations or preserve them are measured by number and trees are

considered to be all the trees with an average diameter of more than

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15cm. Below this diameter trees are considered plants even if these were

required to be extracted and replanted or preserved.

5- Works for dismantling, cleaning or removal of electricity posts and

towers, telephones and light signals are measured by number for actually

executed works. This includes dismantling or removal, cleaning,

transportation, storage works and coordination works with the concernedauthorities to insure the continuity of service.

6- Dismantling or removal of transformer stations, power stations, panels

and reinstallation works when the special specifications stipulate for this

are measured by number if possible according to power.

5.2.13 Payment:

Payment shall be done for site preparation works according to actually

constructed works which are included in the special specifications and in the approved

investigation and survey report minutes of meeting and in accordance with contract

prices. These prices shall be considered as complete compensation for the completion of

all the works according to the special specifications or these general specifications orthe special specifications of the owners of utilities, structures and lines including

preparation of required reports and studies, provision of machines, equipments and

labor , completion of all the temporary detours and paths, safety arrangements, support

works and all other requirements for the completion of the works plus transportation

and disposal of produce or storage and/or reassembling of the elements in addition to all

revenues, fees and payments to third parties.

The following work items table shall be considered only as an example, and the

special specifications and contract documents shall include a table for work items to be

measured and paid. Payment shall be according to one or more of the f items indicated

in Table (5.2.1).

Table (5.2.1): Items for site preparation works

Work

Item No.Work item Measuring Unit

5.2.1 Public utilities and lines removal Linear Meter

5.2.2Transfer of utilities lines (shall be classified

according to types)Linear Meter

5.2.3 Preservation for public utilities lines Linear Meter

5.2.4 Dismantling of electricity or telephone posts andtowers

Number

5.2.5Dismantling of traffic signals plus different

components Number

5.2.6 Removal of signals and traffic control elements Number

5.2.7 Removal of safety barriers Linear Meter

5.2.8 Removal pavements layers, foot path,… etc Square meters

5.2.9 Removal of fences & gates Linear Meter

5.2.10Cleaning of debris, materials, plants & grass

removalSquare Meters

5.2.11 Removal and replanting of trees Number5.2.12 Removal of buildings & structures Square Meters

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5.3 Excavation Works:

5.3.1 Description:

This section includes removal for materials within work boundaries according to

the dimensions, levels and lateral cross sections indicated in the drawings and other

contract documents or specified by the engineer. These works include excavation worksrequired for the completion of the highway and all its elements, structures and water

drainage structures whatever materials and soils to be excavated. Including loading and

transporting of excavated materials to locations of their use or storage or disposal at the

approved sites.

Any information about surface or subsurface soil shown on drawings or in the

project’s special specifications or the technical reports submitted during discussions

with the engineer are considered as primary information and shall not be taken as a

basis for the estimation of prices. Work plan preparation and the time schedule.

Contractor shall prepare his prices, choose equipments and execution methods and

prepare his work plan and time schedule on the basis of the information which heobtains from his own studies.

5.3.2 Preliminary works:

Contractor, starting of excavation works, shall complete site preparation works

indicated in section (5.2) of this division or according to the special specifications.

Contractor shall link excavation work boundaries with neighboring structures

and building, inspect types of soil to be excavated and submit a full report on

investigation/survey works together with drawings, cross sections, levels, boundaries

for excavation slopes.

Contractor shall, on the basis of types of soil to be excavated, excavation depths,

external limits of the final excavation slopes, topography, distance between buildings or

fences or neighboring property boundaries and excavation, choose excavation method

that do not cause any damages to existing buildings and structures or affect neighboring

property. And submit the required support studies for the protection of buildings,

structures and utilities which might be damaged as a result of executed works and the

studies/solutions required for supporting excavation sides during construction together

with all details and particular specifications for these works. It shall include methods

and equipments for the disposal of waters during excavation, methods for protection and

transferring utility and uncompleted utilities lines during the site preparation phase. Noadditional payment shall be made to the Contractor for this studies except otherwise

indicated in the special specifications.

Contractor shall submit, on the basis of inspection, survey and study, the

detailed work plan, the list for the equipments and machines, traffic control plan, sites

and details of pedestrian sidewalk, barriers around excavation areas and type of warning

lighting for work areas, within a period not less than 30 days from commencement of

protection and supporting works.

It is not permissible for the contractor to commence excavation works before the

approval of the work plan by the engineer, time schedule and finishing of enforcement,

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protection, detours, and traffic control works, and before obtaining the excavation

permission from the concerned authorities.

Contractor alone indorse full responsibility for any person injury or damages,

caused by executed works, on structures, public utilities, and public/private property

which lie within or near the project’s work boundaries and which are required to be

preserved.

5.3.3 Types of Excavation:

Excavations shall be divided into the following types according to excavation

methods, type of excavated soil or nature of the structure except otherwise is indicated

in the special specifications.

1. Common excavations:

Excavations are considered as common when carried out in all non-rocky soils

such as clay, silt, sand and aggregate materials or loose and soft rocks by using common

excavation methods and equipments such as bulldozers and similar excavation

equipments without the need for ripping or blasting.

2. Rock excavation:

This shall include excavation in hard and solid rocks such as hard lime or shale

or basalt rocks which can not be excavated through using heavy and technically

efficient excavation equipment not more than 5 years old with a horse power of 350 for

open excavations or a drilling machine of 250 HP for trench excavations or confined

pits or when the rate of distribution of seismic waves velocity in the material to be

excavated exceeds 2000 m/sec, excavation in this case, shall be done by using ripping

machines and/or blasting.

3. Structural Excavation:

These include excavation works required for completing various structures such

as bridge foundations, retaining walls and culverts if separate pay item is included in

special specifications or project quantities and can be classified in to common or rock

excavation.

5.3.4 Equipments:

Contractor shall provide all equipments and machines required for the

completion of different excavation works, in enough numbers and types capable for

carrying out the works according to the work plan and time schedule approved by

Engineer. These equipments shall be capable of working in on site and suitable for soiltypes in excavation site and available space areas for execution. And it shall not

adversely affect neighboring buildings and properties and the Contractor shall be

responsible for any damages which may caused as a result of used method of

excavation.

The Contractor equipment shall not lead to extra noise, air pollution or vibration

levels higher than the tolerance limits specified in the approved manuals, specifications

and environmental instructions. The Contractor equipment shall includes drilling

machines, bulldozers and/or grinding equipments, loaders, dumping trucks, water

pumps, pipes and tankers as required for work constructions according to the approved

specification.

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5.3.5 Excavated materials:

Contractor shall be responsible to mention in the plan of works his proposal for

using excavated materials elsewhere in the project, where surplus and unsuitable

excavated materials shall be disposed on definite sites after a written agreement is

obtained from property owner.

Excavated materials suggested to be used shall comply with materials

requirements, liquid limit, plasticity index, California bearing ratio, salt content,

swelling and grain size graduation and it is not permissible to use excavated materials

before carrying out all the necessary tests on representative samples to verify their

compliance with the specifications required for the work in which proposed to be used

or according to various sections of this general specifications or special specifications or

as directed by the Engineer.

When using excavated materials it should be directly transported from

excavation site to the site of work or stored at specified sites approved by the engineer

and the Contractor shall take all the required precautions to prevent mixing of thesematerials with unsuitable ones during excavation or transportation or storage.

The Engineer’s acceptance for using any excavation materials is considered as a

preliminary and it should be finally approved on the basis of tests carried out on

samples from the actually hauled materials to the work site. Contractor shall remove

any materials which are not in compliance with work specifications, remove any

executed works in which these materials were used and replace them with suitable

materials conform to the specifications and reconstruct the removed parts with

technically acceptable materials according to the specifications for those works without

having the right to claim any additional cost.

Contractor shall transport all unsuitable and surplus materials immediately at the

approved locations; the dispose materials shall be graded and compacted in such a way

that it becomes uniform with surrounding terrains. The hauling operation shall be done

through specified routes using covered dumping trucks. It is not allowed to dispose

excavation materials or stockpile them within urban areas boundaries or in valley. The

disposal of these materials should not lead to any damage to public or private property.

When some industrial wastes or similar materials encountered in the project it

shall be disposed according to the instructions and requirements followed by

health/environmental authorities requirements.

No additional amounts shall be paid for disposal of surplus or unsuitable

materials and their costs shall be included in excavation prices except otherwise


When the special specifications or other contract documents indicate that the

disposal of unsuitable or surplus materials shall be disposed in certain sites lie within

certain distance, while during the work execution it was found that these locations are

not allowed for use, then the price amendments should be made according to the ratio

and proportion of the of hauling distances.

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5.3.6 Execution of common excavation:

Contractor shall carry out common excavation works by using suitable

equipments and machines and approved work plan according to dimensions, levels and

slopes indicated in drawings and other contract documents and he shall prepare

excavation bottom and finishing their side slopes according to the dimensions and levels

as indicated on the drawings, in the contract documents and general specifications.

Before commencement of excavation works, contractor shall obtain excavation

permission and complete all the preliminary works indicated in item (5.3.2) of this

section.

When special specifications or the Engineer require contractor shall commence

removal of vegetation top soil suitable for planting to a depth not less than fifteen (15)

centimeter, hauling and storing it in approved locations as directed by the engineer. No

additional payment shall be paid for the Contractor corresponding these items except

otherwise indicated by the special specifications.

Contractor shall take all the necessary precautions and arrangements to prevent

failure of excavation slopes and furnish suitable enforcement according to soil type,

depth and slope of excavation.

Contractor shall carry on his expense if not otherwise specified in the special

specifications and submit a study on slopes stability prepared by an approved

specialized agency when the depth of excavation exceeds three (3) meter or when the

excavation edge is near to buildings or structures which may be affected, except

otherwise this study was included in contract documents. This study is considered to be

charged on excavation work items, except otherwise indicate special specifications.

Loose aggregate, clay and silty soils are considered as susceptible to failure, so

when back slope of the excavation exceeds 1 vertical to 2 horizontal (1:2) the side

slopes should be supported in these soils.

Contractor shall prevent movement and stopping of equipments and traffic near

excavation edge and separate it with suitable barriers, with the minimum save distance

between the excavation edge and the nearest parts of chains or wheel which does not

leads to damages in excavation edges , this distance in no case should not be less than

one and half (1.5) meter.

Contractor shall not use any vibratory machines near excavation areas consist of

sand or loose gravelly-soil to prevent failure or loosening of slopes of the excavation.

Contractor shall take all the required precautionary arrangements to prevent

water, whatever its source; from reaching excavation sides or bottom and he shall

dewater the excavation bottom by pumping, or drains or any other effective method

approved by Engineer. Special precautions shall be taken for the excavation in high

water level areas to prevent water from reaching the excavation area and more

consideration should be give to the extra pressure arising from water in the design of

side slopes and side supports.

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In case the Engineer or Contractor notice that the excavation side is subjected to

slide or failure, contractor shall evacuate all employees and equipments and halt the

work, until on his expense submits a suitable solution for the problem, and he shall be

responsible for any damages which might arise due to his failure in providing a suitable

protection arrangements for employees and structures.

When contractor encounters any underground previously unknown structures or

utility he shall halt the work at that area and inform the Engineer who shall inform the

concerned authorities and approve the suitable solution in coordination with those

authorities and contractor shall complete all the required works to remove or transfer or

preserve the structure or public utility according to the approved solution agreed upon,

except otherwise indicated in the contract documents.

Whenever carrying excavation works near utilities, structures or lines contractor

shall take all required arrangements and suitable excavation method such as using of

light equipments or manual excavation to avoid any damage which may occur to the

structure or public utilities. It is absolutely prohibited to excavate near foundations of buildings, structures and public utilities and expose their foundations before completing

the necessary supporting works according to the technical study prepared by a

specialized agency and approved by the Engineer.

Contractor shall finish excavation according to the levels, depths, dimensions

and slopes indicated in the drawings and other contract documents. Excavation sides

and bottom should be leveled and cleaned from loose and susceptible sliding materials

as specified in the specification, and he shall inspect and test the bottom of the

excavation and maintain it in clean and dry situation until construction of the

subsequent layers.

Contractor test the material below bottom of the excavation to ensure its

conformity with the requirements of the following layer to be constructed, and when it

is technically accepted the contractor shall pulverize the bottom of the excavation to a

depth not less than 20 cm, wetting up to optimum moisture content and compacting it to

a degree not less than 95 % of the maximum dry density according to modified proctor

test.

When materials beneath the bottom level of excavation are not suitable as a

roadbed according to item 5.4.3 requirements "road bed preparation" of this division

contractor shall excavate these materials to the lines, levels and depths instructed by theEngineer providing that the depth of the excavation should not be less than sixty (60)

centimeter for collector, arterial and main roads, and not less than thirty (30) centimeter

for local roads below the bottom level of subgrade surface. The excavated materials

shall be removed and disposed according to Disposal of surplus and unsuitable

materials item in the general specifications, and substituted by suitable processed,

compacted roadbed or Subgrade material as required in section 5.4 "embankment" from

these specifications.

However, when excavation depth exceeds the specified depth below subgrade

layer the contractor shall level the bottom of the excavation and backfill the extra

excavation in layers having thickness not more than 15 cm using material comply withroadbed or subgrade material requirements according to layer depth, then contractor

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shall level, wet and compact the to a full depth of the layer to not less than 95% of the

maximum dry density according to modified Proctor’s test for the used material , and it

is not allowed using of sandy soil for backfilling the extra excavation.

When excavation is done in loose sandy soil contractor shall carry out

excavation in such a way that its side slope shall not exceed 1 vertical to 6 horizontal.Sides and bottom of excavation shall be protected and confined by using materials

indicated on the drawings and special specifications providing that their classification is

no less than A-1-a, or A-1-b, or A-2-4, with plasticity index not exceeding 10%

according to dimensions and thickness indicated on the drawings or as instructed by the

Engineer providing that thickness should not be less than twenty (20) centimeter. No

additional payment shall be paid for these works and their prices should be included in

the excavation price.

5.3.7 Rock excavations

This work consists of excavation works for materials classified as rocky,

including preparation of all technical studies, reports, formation of side slopes, removalof materials susceptible to failure, traffic protection and control devices, supporting and

finishing these works according to the dimensions, levels and slopes indicated in the

drawings and other contract documents, using grinding and/or blasting, methods.

Rock excavation may be performed by one of the following methods:

Mechanical ripping

Chemical fracturing

Blasting

Contractor shall, before commencement of the rock excavation works by a

period not less than thirty (30) days, submit to Engineer his work plan, time schedule,

equipment and devices list, protection plan and arrangements proposed to be used

together with a study prepared by a specialized agency approved by the Ministry about

rock layers, proposed methods of excavation and method of protection of buildings,

structures and public utility lines (which might be affected by excavation works) and

supporting procedures. Contractor is not allowed to commence the works before the

approval of the work plan by the engineer and the concerned authorities of public

utilities and structures.

5.3.7.1 Mechanical ripping:

Contractor shall perform rock excavation by ripping when the project period androck types allow the use of this method. Rocks are considered as susceptible to ripping

excavation if velocity of the seismic wave in the excavated rocks varies between 2000

to 3000 m/sec.

Contractor shall provide an adequate numbers of suitable rippers for the rocks

nature and with an adequate number to perform excavation works according to the

approved time schedule and within the boundaries, dimensions and levels indicated on

the drawings. The vibrations caused by ripping work shall not result in any damage to

the structures, buildings and utility, and the Contractor shall perform all the necessary

protection and supporting works on his own account and he alone incurs any damages

that might arise from his work.

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Excavation works shall be from up to downward throughout excavation limits

and the excavation machines and stages of the work should be distributed in such a way

that prevents a failure of the rock layers. Contractor shall furnish trained labor to

perform the work, and shall provide all safety and protection requirements to instruct all

employees within the work zone.

Rock boulders shall be removed and loaded after ripping and transported by

trucks to the approved sites using suitable machines, it is not permissible to stockpile

excavated material within the project’s areas or urban areas.

5.3.7.2 Chemical fracturing:

The fracturing excavation may be used when it is stated in the special

specifications or if it is proposed by the contractor in technical study shows the reason,

advantages, specifications, method of construction and the general requirements, with

dates and results of previous construction in similar sites and including the

environmental measurements such as, vibrations, gasses and their effect on the health.

The materials proposed to use should be from the type that approved in the

Kingdom of Saudi Arabia and country of production for such works.

Such works will be performed by qualified contractors who have previous

experience under the supervision of an approved technical authority.

5.3.7.3 Blasting rock excavation:

This work consists of breaking rock boulders to construct fixed and stable

excavation sides using controlled blasting to form back slopes for excavation sides

through executing cutting surfaces that match the approved slopes in the excavated rock

layers.

It is permissible to perform rock excavation using blasting in urban areas only if

necessary and in rocks which can not be excavated with any other method.

Rock excavation works shall be performed according to the vital regulations and

laws in the kingdom and should be carried out by specialized, qualified and approved

firms and on the basis of a technical study prepared by a qualified specialized agency.

5.3.7.3.1 Preliminary works:

Before commencement of blasting works, contractor shall complete thefollowing preliminary works:

1. Blasting consultant:

Contractor shall seek for a consultant specialized in rock blasting or an approved

qualified technical agency to monitor records and analyze reports of seismographic

vibrations caused by the blasting works and submit his/its name and qualifications to the

Engineer for approval before commencement of work. The proposed consultant shall

have the adequate experience in blasting activities and the ability to analyze vibration

records, ground motion and energy transmission path emanating from blasting

activities. The minimum qualifying requirements for consultant shall be Bachelor of

Science Degree (BSC), with accredited courses in at least three of the followingdisciplines: Seismology, Geophysics, Geophysical Eng., Vibration Eng., Soil or/and

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Rock Mechanics, Foundations and/or Explosives Engineer. He shall perform the

required certificates to prove his previous experience in blasting works.

Consultant shall direct and instruct the contractor in its operations to control

vibrations within the approved limits and he is in charge of making the preliminary blast

survey, monitoring and recording vibrations, preparation of reports and submitting

recommendations to the contractor on daily basis, describing level of observedvibrations attributed to project blasting activities and their subsequent effects on

surrounding structures.

2. Survey works:

The blasting consultant shall conduct full survey for all buildings, structures,

utilities and water tanks in the area adjacent to the site within the one hundred fifty

(150) meter distance, to describe its existing condition before blasting and to record and

evaluate all cracks and other defects according to the approved method preparing a

technical condition survey report signed by the contractor and submitted to the Engineer

for review and approval.

Contractor shall issue an advertisement about the blasting in the mass media and

submits a notice to adjacent properties owners or tenants, the concerned authorities and

the engineer, identifying the project, date and time of the blasting, site location and the

blasting contractor. The announcement will be displayed in exposed areas near the site

before a period no less than7 days from the blasting date.

Contractor, after completion of rock excavation works, shall carry out post-blast

survey for the site and neighboring structures to determine their condition after blasting

to identify any damages that may occur due to blasting operation. Notice shall be given

to the concerned authorities, the Engineer and owners/tenants of the properties and

buildings near by, specifying the date for the final survey after blasting.

3. Control and monitoring of vibrations:

Contractor undertakes to abide with the vibration limits approved in these

general specifications and the special specifications. The Contractor shall incorporate

the vibration limits and the velocity of particles in the blasting plan, and adjust the

blasting plan whenever the vibration values not comply with the approved limits. The

following items shall be considered:

a) The maximum peak particle velocity for ground vibrations, in any of the three

mutually perpendicular components for above ground residential structure, shallnot exceed the limits indicated in Table 5.3.1. The indicated limits for these

vibrations shall be reduced for old buildings, eroded utilities and computer

buildings, to the limits estimated by the specialized agency in the blasting plan.

b)

The maximum peak particle velocity of ground vibrations for the three mutually

perpendicular components for underground public utility and non-residential

structures shall not exceed 50 mm/sec.

c) Whenever there are some structures in the area which requires special vibrations

requirements contractor shall coordinate with owners of these structures to get

the approved limits.

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Table 5.3.1: Ground Vibration Limits for Residential and Building Structures

Max. particle peak velocity (mm/Sec)

Type of structurefrequency below (40Hz)

frequency (40Hz)

or greater

New buildings 19 50

Reinforced concrete or steel

buildings50 100

Wells and water strata layers 25 50

Old buildings 13 50

d) Contractor shall not conduct any blasting operation within thirty (30) meter from

concrete structures which are newly completed (less than 7 days) without

approval from the Engineer.

e)

The peak air pressure resulting from the blasting shall not exceed 128 dB in the

residential area.

4. Vibration monitoring Instruments

Contractor shall provide the required vibration measurement systems to monitor

and record vibrations produced by blasting activities. These systems should be ready for

operation, calibrated and should fulfill the following conditions:

a) Measure, display and provide permanent records on strip chart of particle

velocity components.

b)

Measure the three mutually perpendicular velocity components for the particlevelocity in the vertical, perpendicular and radial directions.

c) The systems should have a velocity frequency response varying between 2-150

Hz and be capable of measuring peak particle velocity of up to 250 mm/sec.

d) Calibration certificates and date for last calibration from an approved center

shall be attached.

e)

The system shall be calibrated according to the periods approved from the

specialized agencies, providing that this period shall not exceeds one year,

regardless of the utilization type, and the calibration should be carried according

to regulations implemented in K. S. A.

f) The operation manuals, requirements and the degree of accuracy approved by

the manufacturers shall be attached with the proposed instruments.g) The operation of these instruments shall be performed by trained and qualified

technicians and contractor shall submit the credited experience certificates of

those operators.

5. Maintaining and Storing Blasting Materials and Equipments:

All the blasting, explosives storage, blasting instruments and their transportation

operations shall be conducted according to these general specifications, ministry of

interior regulations and authorized agencies in K. S. A. And it is not permissible for the

contractor to own or store any explosives at the project site or in his private property

except after obtaining acceptance from the relevant security authorities.

All blasting materials and equipments shall be provided with special records andcards including production date, validity date, requirements for maintaining, storing and

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transporting, requirements and methods for use. All these information shall be approved

and endorsed by the manufacturers and authorized agencies.

Contractor on his own responsibility shall keep supply and consumption records

for blasting materials, equipments and the used quantities and he shall be responsible

for any failure or damages may occur due blasting activity.

5.3.7.3.2 Work plan:

Contractor shall submit a study, prepared by an approved specialized authority

on the basis of the site investigation and the required geological studies, , Before not

less than 30 days from commencement of executing blasting operations, it should

includes method of blasting, ways of security and protection, methods of protection

and/or support for surrounding structures and public utilities, protection and supporting

for excavation sides from any damages that may occur due to blasting operations. The

study should be attached with a copy of the manuals, instructions applied by the

authorities, blasting requirements and acceptance of the relevant authorities for the

execution of the works. Contractor has no right to start works before obtaining approvalfrom the concerned authorities and the Engineer for the work plan.

The work plan shall includes the following:

1- Control blasting sequence and schedule including the general method for

excavation lift heights, starting location, dates and the estimated rate of progress.

2-

Written evidence of the licensing, experience, and qualifications, of the blasting

teams and names/experience of the persons who shall be responsible for loading

and firing of each shot.

3- Names and qualifications of the persons responsible for designing and directing

blasting operations performed by the contractor.

4-

Name and qualifications of the blasting consultant proposed for performing

primary survey works before blasting.

5- Name and qualifications of independent blasting consultant proposed for use in

monitoring blast vibrations. A sample of a previous vibration analysis or report

or both shall be included with the qualifications. The report shall also includes

an evidence shows the ability of the consultant to analyze blasting operations.

6- A listing of instatements and devices which blasting consultant proposes to use

to monitor vibrations and control blasting together with performance

specifications, instruments user manuals supplied by the manufacturer.

7- A proposed form for the blasting daily record which will be approved by the

Engineer according to instructions for blasting issued by the authorized agenciesin the Kingdom of Saudi Arabia.

In addition the plan should include the following basic details:

1.

A diagrammatic description of the typical blasting pattern to be used for the

required rock excavation, including the pre-splitting and control patterns, as

required. This description shall include the spacing, between holes in the pre-

split lines and production lines. And the methods of control the cap delays and

time separating between blasting of each row or hole.

2.

description of loading plan for a typical production and pre-splitting blasting

including, for each type of hole the fuse and cap locations, the percent strength

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and type of primer, the proposed hole diameter, name and quantity of explosive,

and anticipated location and depth of stemming.

3. Sub-drilling depth, explosive quantities, primer, and initiators, initiation

sequence including delay times and delay systems, and manufacturer’s data

sheets for all explosives, primers, and initiator to be used.

4.

Specifications of stemming and metal covering grid materials any othermaterials suitable for preventing rock throwing resulting from blasting.

The blasting plan shall -after its approval- form the basis for all blasting

operations in the project, this plan may be changed according to judgment of the

Contractor or the Engineer or the specialized authority, after stopping of the blasting

operations.

Approval of the blasting plan does not relieve the contractor of full

responsibility for the blasting operation results, accuracy and adequacy.

When the blasting excavation method is approved the overburden materialscovering the rock shall be removed or cross-sectional trenches shall be drilled to the full

depth of the materials covering rock with a distance separate each section providing that

the space between each cross-section neither less than five (5) meters nor greater than

ten (10) meters to provide the possibility of forming the cross sections of the rocks in

their original position. Suitable self propelled equipments may be used to form these

cross-sections and any removed rock before the formation of these cross-sections shall

be considered as common excavations.

5.3.7.3.3 Execution

Blasting excavation shall be conducted according to all laws and regulations

implemented in the kingdom, an approval from the authorities shall be obtained and

blasting operations shall be performed in the presence of their representatives.

Back slopes and side formations for cutting location shall be constructed as

specified on the drawings or as instructed by the Engineer in a proper and safe way

without exposing the life of inhabitants or their property to danger.

The Engineer has the right at all times to stop the contractor’s blasting

operations when the applied method does not produce the approved excavation sides or

does not meet security and safety conditions or leads to exposing the population,

buildings and structures to danger.

Contractor shall inform the engineer with the blasting program before a period

not less than 24 hours and to inform him with the stand by condition before no less than

30 minutes from the blasting.

Warning signals shall be placed or applied for persons near the blasting area at

least before 3 minutes from starting of each blasting operation, and contractor shall use

amplifiers or horns which can be heard clearly from a distance not less than three

hundred (300) meter.

Prior starting of any blasting operation contractor shall cover the rock proposed

for blasting with special covers or earth layer or any material that prevents scattering of

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rocks. The control method of rock scattering shall be subject to the approval of the

Engineer.

1. Experimental Blasting:

Prior starting of the blasting works, Contractor shall prepare an experimental

section with sufficient length not less than thirty (30) meter for the purpose of verifyingthe accuracy of the prepared blasting plans. All drilling, charging of blasting holes with

the specified quantities and locations, and controlled blasting operations shall be

conducted according to the approved work plan. The blasting and monitoring consultant

shall prepare a complete report contains all the records of monitoring and the results of

blasting.

The work plan should be revised whenever the experimental blasting results not

achieve the specified requirements and goals, the Contractor in such case shall submit to

the Engineer a modified plan prepared by the specialized authority or the blasting

consultant.

2. Pre-blasting meeting:A pre-blasting meeting shall be held prior to the start of any drilling or blasting

activity. The purpose of the meeting shall be to review the blasting procedure and

vibration monitoring requirements and to facilitate coordination between all parties

involved. Individuals attending the pre-blasting meeting should include Contractor’s

representatives, the ministry, blasting consultant, the security authorities, any utility

affected by the blasting operation and any other personnel the engineer deems

appropriate.

3. Drilling:

Prior the starting of the drilling and blasting operations, loose materials,

disintegrated rocks and large boulders on the surface of the rock subjected to blasting,

within the limits approved in the drawings shall be removed to a distance not less than

ten (10) meter far away from the outside of the expected rock’s splitting or cracking

limits, or as directed by the Engineer.

Drilling shall be conducted according to the work plan and the blasting study

prepared by the specialized agency and the blasting consultant, which is approved by

the Engineer and authorized agencies. It shall be conducted using the suitable

equipments capable of drilling the holes within the approved dimensions, depths and

slopes.

Except otherwise indicated in the special specifications, hole diameters should

not exceed arrange of thirty to fifty (30-50) millimeters in urban areas and seventy five

(75) millimeters outside these areas.

However, when conducting rock excavation in utility areas using blasting, the

hole diameters should not exceed one sixty (1/60) of the approved excavation width.

The distance between the holes in the same blasting line shall not be more than

ninety (90) centimeter according to the specified slopes and depth of the blasting layer

to be removed, while the excavation angle shall be maintained in all the holes so that the

deviation between any two holes does not exceed three hundred (300) millimeter in ten

(10) meters. Holes shall not deviate from their specified locations by more than twohundred twenty five (225) millimeter and when the number of the deviated holes is

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increased, the height of layer to be blasted and the drilling procedure should be

modified to comply with the approved limits providing that the height of the blasted

layer at any time does not exceed ten (10) meters. Lines of splitting shall be specified

for any next layer in such way that the inside offset distance shall be six hundred (600)

millimeter from the previous pre-split face.

No payment shall be made for any additional excavation located outside theapproved line limits fixed over the blasted or over the next layer.

4. Blasting:

Prior placing of the charge each hole shall be inspected and tested to its entire

length to ascertain the possible presence of any obstructions and each hole shall be

cleared to the whole depth from obstacles. All necessary precautions shall be exercised

so as to prevent depresses from falling in to the holes prior to loading and so that the

placing of the charge does not cause caving of materials in to the walls of the holes

before reaching its bottom. Adjustments shall be made to the distances between

blasting holes, distribution of explosives quantities and types, procedure and sequence

of blasting according splitting properties, composition and origin of the rock, so as toobtain the required side slope of the excavation.

Continuous column cartridge explosives specially manufactured for presplitting

shall be used for all presplitting and maximum diameter of the explosive used in presplit

holes shall not be greater than the half of the hole's diameter and it is permissible for the

bottom charge to be larger than the line charge over it.

The upper portion of all holes from the top most charge to the hole's collar, shall

be stemmed with granular materials.

When the charge of the controlled blasting is fired with the detonation cord the

cord shall extend to the full depth of each hole and when full or fractional dynamite

cartridges are used with detonating cord, the dynamite shall be securely affixed to the

cord.

All the space in each blast hole not occupied by the explosive charge in shall be

filled with stemming materials. Stemming materials shall be clean stone chips having

gradation as indicated in Table 5.3.2 or any approved aggregate materials.

Table 5.3.2: Gradation of stemming materials

Sieve size (millimeter) percentage by weight Passing

9.5 (3/8 inch) 1004.75 (No.4) 20 - 25

2.36 (No.8) 0-10

Controlled blasting operations shall be conducted according to the work plan

and blasting plan approved in the study or that which has been amended after the

experimental blasting. All holes of controlled blasting can be detonate simultaneously

or delayed providing the hole to hole delay is not more than twenty five (25)

milliseconds. The detonation of the different charges shall precede each other within the

section by a minimum of twenty five (25) milliseconds.

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The line of the blast holes immediately adjacent to the presplitting slope holes

will be (1.2) meter from an on plane approximately parallel to the plane of the

presplitting slope holes.

Contractor with the approval of the Engineer and blasting consultant can use

blasting to trim the edges resulted by the controlled blasting, providing that thedifference in delay between the trim line and the nearest production blasting shall not be

less than 25 millisecond and not greater than 75 millisecond.

The Engineer has the right to halt blasting operations whenever that blasting

results are not satisfactory or if the Contractor did not take the adequate precautions to

perform the works according to the approved plan and the Contractor has no right to

resume the work before the agreement of the Engineer.

5. Monitoring report:

Following each blast, the Contractor shall submit the blasting results monitoring

report to the Engineer. In the event the seismic vibrations caused by the Contractor’soperations approached or exceed the established limits, the Engineer shall require the

Contractor to modify the blasting plan. The blasting consultant should assist the

Contractor in the design of the blasting operations to eliminate the problems and avoid

liability claims.

Within 24 hours following each blasting operation, the Contractor shall submit

to the Engineer a report shows the details of the operation as shot, including the

information required in the approved basting log and results of the monitoring at each

instruments location including the maximum peak particle velocity, vibration chart

records during blasting marked with the date, time, site, location of the equipments and

location of the seismograph and name of the operator.

6. Removing or stabilizing of materials:

Contractor shall remove or stabilize all unsuitable loose materials, rock

fragments and pieces even if theses were outside the approved blasting line and limits

according to the Engineer opinion after any blasting operation. It is not permissible to

drill for the next operation until the removal works are completed.

Rock excavation shall be finished so that it produce level, uniform and stable

surface that comply with the dimensions, slopes and levels indicated in the drawings

and contract documents.

5.3.8 Structural excavations

When the special specifications or contract documents require structural

excavations such excavations shall be performed according to dimensions indicated in

the drawings or special specifications.

Contract shall take all the arrangements and procedures required for supporting

the excavation sides against failure, using the supporting methods indicated in the

contract documents or as directed by the Engineer. The Contractor shall prepare with or

without the assistance of a specialized agency, soil study and submit the suitable

method of supporting of excavation and work plan which should include executionmethod and types/numbers of the equipments used to perform the excavation and

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supporting works. Contractor has no right to commence the work before obtaining the

written approval for the soil reports, supporting solutions and work plan. No additional

payment shall be paid for the Contractor for preparing these reports or supporting study,

except otherwise stated clearly in the contract documents.

The excavation dimensions shall be adequate for carrying out the specifiedwork, fixing the frameworks for concrete, insulation, and backfill works, according to

the particular specifications and this specification. The dimensions of the excavation

should not be less than the external dimension for the structure plus 0.5 m or the

distance specified in the study, plans and special specifications whichever the greater,

and the contractor shall provide safely entrances and exits for equipments and labors.

Contractor shall maintain the bottom of the excavation in dry state until concrete

casting and insulation works are completed. This can be performed either with pumping

or making special barriers or any other method accepted by the Engineer.

Contractor prior the starting of the work shall verify the existence of utility orfoundations or structures that may be affected with the excavation works. All the

required protection precautions shall be taken to protect the public utility lines and

structures or their foundations. When contractor encounters such utilities or structures

he shall stop the work and inform the Engineer, and he has no right to restart the work

before approval of the required solutions and measures is released by the concerned

authorities and the Engineer.

5.3.9 Finishing requirements:

The dimensions of excavation should comply with the cross section shown on

the drawings and in the other contract documents or as approved in writing by the

Engineer. These dimensions shall be sufficient for construction of all roadways'

elements, sidewalks, islands and the other elements indicated in contract documents.

Contractor shall measure dimensions, levels and slope of the excavation through

of the cross sectional level taken with distances of not more than twenty (25) meters,

providing that the number of sections is no less than five (5) for each (2000) m2 of the

completed works and the spot points in each section shall not be less than five (5),

including all the distinguished points, and excavation toe points at natural ground.

The levels of the bottom of the excavation shall not differ from the specified

levels by more than one (1) centimeter in common excavation or two (2) centimeter forrock excavation, providing that this does not lead to any reduction in the thickness of

the next structural layers.

Slopes of cut shall be finished within variation limits of fifteen (15) centimeters

for common excavation or twenty (20) centimeters for rock excavation from the limits

indicated in contract documents or approved in writing from the Engineer.


Contractor shall control the quality of excavation through performing all the

required measures which insure that the used materials, methods and the completed

works meet the quality requirements specified in these specifications and other contract

documents.

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The Ministry has a right to insure the quality by verifying that the contractor has

performed the quality control procedures in the correct way either through direct

supervision of quality control activities or carrying out quality assurance procedures

neutrally on a sufficient number of representative samples to judge the level of

construction and to decide acceptance or rejection of the executed work on the basis

detailed in division (17) of this specifications except otherwise indicated in the specialspecifications and other contract documents.

1. Quality control:

Contractor shall control the quality of materials and executed works, and

monitor, record and analyze results, draw quality charts for critical properties and

perform all measurements.

Contractor shall provide the Engineer with copies of all the measurements,

reports tests results and he shall apply all the articles stated in item 17.1.1 of this

specifications. Quality control works shall include the critical properties indicated in

Table (5.3.3).

2. Quality assurance:

The Ministry has the right at any time to insure the quality of the materials and

completed works through carrying out or ordering others under its direct supervision to

carry out the necessary tests and measurements, and checking the completed work for

each or some quality control items specified in Table (5.3.3).

Ministry has the right to review contractor’s quality control records and to

compare these records statistically with the results obtained by the adopted quality

assurance procedure and as specified in division (17) of this specifications. Also it has

the right to inspect contractor’s equipments, his technical staff, and methods of

measurement and execution, to insure the efficiency of Contractor’s technical staff and

equipments and degree of compliance of his measurements and execution methods with

the approved requirements.

Quality assurance procedures shall include confirmation of the correctness of

reports using measurements at random location and visual inspection.

Works shall be accepted with the prices specified in the contract or with lower

prices or might be rejected according to the quality levels through applying the

statistical method specified in division (17) of this specifications except otherwisespecified by the special specifications.

5.3.11 Measurement:

The completed excavation works shall be measured in cubic meters within the

excavation limits indicated in the drawings or other contract documents or as approved

by the engineer. Computation should be made using end area method or any other

method approved by the Engineer. It is not permissible to carry out any measurements

located outside the specified limits for the purpose of payment. Unless otherwise

indicated in the special specifications measurements for the structural specifications

shall be performed according to the external limits of the structure and no volumes shall

be measured out of these limits.

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Table 5.3.3: Excavation works quality control procedures

5.3.12 Payment:

Payment shall be made for actual quantities of completed and technically

accepted work within the limits and dimensions approved, and according to the contract

prices or reduced prices as a result of application of quality assurance procedures as

stated in the contract documents.

Paid amounts are considered as a full compensation for execution and finishing

of all works including study and supporting works, provision and operation of the

machines and equipments, labor, tests and measurements, interests, revenues, fees and

payments to third parties and all requirements to carry out the works according todrawings, this specifications, special specifications and other contract documents.

Payment shall be made according to, but not limited to, one or more of the items

listed in Table (5.3.4) without conflict with contract documents.

Table No. (5.3.4): Excavation work items

Item No. Work item Unit

5.3.1 Common excavations Cubic meter

5.3.2 Rock excavation Cubic meter

5.3.3 Structural excavation (can be classified tocommon and rock excavations)

Cubic meter

Work Properties Test methodLocation of

samplesNumber of samples Requirements

Excavated

materials

All propertiesrequired forthe work in

whichexcavated

materials proposed to be

used

Test methods requiredfor approval of

materials at source for

target work.

In the site ofthe

excavation.

Number of samplesfor approving materialrequired in work itemin which excavationmaterial proposed to

be used

According tomaterials

requirementsfor the work in

which

materials is proposed to be

used.

ClassificationsAASHTO

M-145

Density-Moisture

Relationship

AASHTO

T-180

In the site ofthe

excavation

One test at startingcompaction of the

bottom and one testeach week or when a

change in the

properties of the soilin the bottom of the

excavation is noticed.

Field density

at the bottomof the

excavation

AASHT T-191/

T-310-01

or any approved non-destructive test

One tests every

2000m2 or each daily

works which is thelesser.

Item 5.3.6

levels of the bottom

Excavation

Constructed

Works

Side slopes

Survey measurements

At work site

One cross-section forevery 2000 m2 of the

excavation’s bottomsurface or one cross-section every 25minterval which is

lesser.

Item 5.3.8

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5.4 Fill works:

5.4.1 Description:

This section includes construction of the natural ground level or the surface on

which the embankment will be constructed and hauling, wetting, spreading, grading and

compacting of technically accepted materials in layers to construct road embankmentand structures backfill and execution of road bed preparation according to the

dimensions, levels and slopes indicated in the drawings, special specifications and these

specifications and to maintain surfaces and performed layers until next layers are

constructed.

5.4.2 Road embankment

The road embankment in this specification is the fill that constructed over the

natural ground or existing surfaces and lies below the bottom level of subgrade layer

and the road embankment is consists of performing of technically acceptable materials,

wetting, spreading and compacting it in layers according to limits, dimensions,

thickness, levels and slopes shown in the plans, contract documents and this generalspecifications. The embankment dimensions shall be adequate for executing the road

and all its elements such as sidewalks, islands, and other elements and shall comply

with the dimensions indicated in the drawings and other contract documents.

5.4.2.1 Surface Preparation

Prior to starting of road embankment and roadbed preparation works the

contractor shall finish all site preparation works indicated in section 5.1 from this

section or special specifications and contract documents. All these works shall be tested

and handed over to the engineer.

Contractor prior starting construction of road embankment shall prepare the

surface on which the embankment is to be constructed and carry out the required tests to

verify suitability and capability of the native soil to bear the road embankment and

subsequent works and prepare the surfaces and grading them to receive the embankment

works.

When test results show that roadbed soil in its current state is not suitable for to

resist the pressure from the road and all its elements and traffic loading over it like

Sabkha or soil susceptible to swelling and failure, such soil shall be treated with the

suitable method and to depth required, using one or more of the following methods:

1. Mixing of unsuitable materials with high quality materials to improve their

properties.

2. Removal of unsuitable materials and replacing them with suitable materials.

3. Use of rock material.

4.

Plowing to the suitable depth and stabilized with lime or cement.

5. Using of Geotextile materials.

6. Use surcharge embankment and sand drain when period and embankment height

allow this.

The required treatment method and depth shall be according to the technical

report prepared by a specialized agency. Contractor shall follow the treatment methodspecified in the special specification and plans or the results of that study which is the

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strictest. In any case the contractor shall perform a technical report prepared by

specialized agency includes, soil properties, treatment method, construction phases and

the specifications. The cost of this study is considered included on the contract item

prices except otherwise indicated in contract documents.

When the embankment height from the bottom of subgrade layer to the naturalground surface is less than 60 cm and the test results of uppermost 30 cm of the local

soil shows that it conform to requirement of embankment material the contractor shall

plow, wet, spread the native soil to a depth of 20 cm from the surface and compact it up

to 95% percent compaction of the maximum dry density and at a moisture content not

differ by more than 3% from the optimum moisture content specified by Proctor test

AASHTO T-180.

When embankment is constructed on existing asphalt or concrete surface the

contractor prior to starting of embankment shall ensure that these surfaces and the soil

below has enough capacity to resist the changes resulted from road construction and

traffic loads over it, and if the soil below the existing pavement layers is not suitablethese soil shall be treated or substituted as specified above and when it is suitable the

existing surface shall be prepared according to the required embankment thickness up to

the bottom of the Subgrade according to the following, except otherwise indicated in the

special specifications, according to embankment height:

1. Less than (20) centimeter:

The existing surface shall be removed using methods mentioned in section (5-1)

of this division, then the embankment layers under the removed surface shall be plowed

to a depth not less than 15 cm, wetted, spread, leveled, and compacted to not less than

95% of the maximum dry density according to the modified Proctor test method

AASHTO T-180.

2. Between twenty and forty (20 - 40) centimeters:

The existing surface is scarified to a level which allows the stability of the

embankment materials over the surface using grader or any other equipment indicated

in the special specifications or accepted by the Engineer.

3. More than forty (40) centimeters:

Embankment is constructed directly over the existing surface.

5.4.2.2 Materials:Materials used in road embankment construction, shall be capable to form a

stable and balanced road embankment within the approved dimensions and side slopes.

Soil type used in embankment construction shall not be less than A-4 according to

AASHTO M-145 classification with a maximum size not greater than 8 cm and it shall

be free from organic, plant, decay materials, metal waste and debris.

Materials used in embankment construction at water flooded areas or areas with

high water table level, shall be durable or non-plastic materials of type not less than

A-2-4 according to AASHTO M 145 classification.

The used materials could be from excavation or hauled from barrow pit areasand the contractor prior starting hauling operations of any material needed to be used

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shall submit a technical report attached with tests results of the material to be used

showing it conformity with the general and special specifications and he is not allowed

to start material hauling and construction before the approval of the engineer per

material type and source.

The initial tests for embankment materials before transported to the site shallinclude classification (AASHTO M 145), and Proctor tests (AASHTO T-180) method

for determining maximum dry density and optimum moisture content.

Whenever possible the materials excavated within the project limits shall be

used in the road embankment, if they were suitable and compatible with the

embankment specifications.

It is permissible to mix excavated materials with each other or with a good

quality borrow pit materials to improve its properties and modify its classification. It is

not permissible to mix embankment materials within the right of way, and it shall be

mixed at specified locations accepted by the Engineer. The mixed material shall beverified for its consistency and conformity to specifications according to tests results

carried on representative samples and the number of tests required shall not be less than

the number of tests required in source as shown in Table 5.4.3.

The following materials are considered as unsuitable for embankment:

1. Materials which can not be spread and compacted in layers to the required

density regardless of their classification.

2. Milling materials from old pavement layers (RAP) are considered not suitable

for embankment in areas specified for planting or for backfilling over public

utilities or beside structures.

3. Material affected by water, that contain a high content of sulfates or chlorides

exceed (0.5%) by weight of soil according to AASHTO T (290-291) test are

considered unsuitable as backfill materials for concrete structures.

4. Materials which contain organic materials of more than 2% according to

AASHTO T-194 test.

5. Materials susceptible to volume changes in which the shrinkage limit is more

than 10%, and of relative swelling more than 1.5% or of a liquid limit exceeds

40% or of a plasticity index greater than 25 %.

Sand materials of type A-3 according to AASHTO M 145 classification may beused in embankments construction providing that it should be confined and protected

from erosion by using cohesive materials-classified as A-4 or better- and compacted to

the required density. It is not permissible to use sand materials A-3 in uppermost 30 cm

of the embankment

It is possible to use rock materials in embankment construction at specified

locations, and it is not allowed to use rock in embankment in the upper thirty (30)

centimeter of the embankment or in structure backfill or in the sixty (60) centimeter

over or under culverts and under public utility.

It is not permissible to use rocks with maximum dimension exceeds hundred(100) centimeter in any layer of the embankment. The used rock materials shall be

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dense, solid and sound, not affected with water and suitable for spreading and

compaction according to the specifications. The gradation shall permits the gaps

between large rocks to be filled with small ones. The soil type used for filling and

leveling the surface of rock layers shall be of class A-2-4 or better except otherwise


5.4.2.3 Borrow pits:

Contractor shall take the accepted borrow materials from the borrow bit

specified in the drawings or contract documents or any other proposed and approved

sites. All borrow pit locations shall be outside urban area and it is not allowed to take

borrow materials from areas adjacent to the road in the urban areas or from the area

within the inlet or outlet of drains or from the flat or depression areas. Borrowing

activities shall not lead to any change in the direction of water flow or to deforming the

natural general environmental view of the area.

Contractor shall, before starting of the works in the borrow pits, obtain a written

release from public or private owners of the proposed borrow locations and submit atechnical report to the Engineer shows the test results of representative samples

determine the degree of compliance with the specifications and availability of the

sufficient quantities. Contractor has no right to start taking materials before obtaining

the acceptance of the Engineer.

Contractor shall follow environmental conditions and standard requirements

during barrowing operations and undertake all the required arrangement to follow the

environmental requirement and conditions during borrowing activities and shall take the

required arrangements to lessen dust due to these activities.

At the end of the borrowing works, Contractor shall level and compact borrow

pit site in such way that it shall be in conformity with the surrounding environment and

topography. The cost of this work shall be included in the costs of other embankment

item.

5.4.2.4 Water:

Whenever possible, the best type of water available in the project area shall be

used for materials wetting and mixing. It is permissible to use salty water, sea water and

Sabkha water, providing that the total content of salts in the mixed soil not exceed one

(1 %) percent more than the allowed content in the soil having contact with the

structures. The use of such soil should not lead to failure when exposed to floods orsubmersion. The verification process shall be base on test results carried on

representative soil samples after wetting it by that water.

5.4.2.5 Equipments:

Contractor shall provide all the machines and equipments required for

excavation, loading, transporting, wetting, processing, leveling compacting and

finishing the embankment materials to the required density, and compaction and

finishing of the side slopes. These equipments shall be in sufficient numbers and types

for the embankment construction according to, contract documents and these

specifications within the periods approved in the time schedule. The Engineer has the

right to require the replacement of any incapable machine or equipment for the work

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execution. These machines and equipments shall include for example bulldozers, trucks,

graders, water spray tanks and rollers.

5.4.2.6 Construction:

Contractor, prior materials hauling and starting construction of embankment

shall finish site preparation as indicated in section (5-1) of this Division and prepare theroadbed and handing over these works. Contractor shall furnish the control devices

required for traffic regulation during construction activities. Contractor shall submit to

the Engineer materials test results, work plan, list of machines and equipments intended

to be use. It is not permissible for the Contractor to commence construction works

without a written acceptance from the Engineer about embankment materials, work

plan, time schedule, machines and equipments.

Contractor shall choose the construction method and types of equipments which

do not brought any damage to the structures or near by public utilities. Contractor shall

be responsible for any damages arise due his works.

When constructing an embankment regardless of its height in rolling natural

ground or adjacent to existing road sides with side sloped exceeds one vertical to four

horizontal the sloped section shall be cut in horizontal step shape with a width not less

than 1.5 meter which should be enough for movement of spreading equipments and it

shall be wetted and compacted to the required degree of compaction.

The depth of step shall not be less than 20 cm and the embankment in these

areas shall be constructed to the full width of all road and its elements in echelon forms

in layers with thickness not exceeding 20 cm and it shall be compacted up to required

compaction degree which comply with layer level, to satisfy the required bond between

embankment layers for the full width of the road and its elements and prevent the

slippage along the tangential line.

In case of slope construction as horizontal trenches, the end of these trenches

shall cut off in order to obtain the natural grade complaint with the tangential line for

this slope, and this requires making leveling using graders and compact their using steel

rollers to get the suitable compaction ratio. The material excavated from the step

forming whenever comply with specifications can be used in embankment construction

and no measurement shall be taken for step forming works for purpose of payment

unless otherwise indicated in the special specification.

Whenever an embankment construction located in soft areas not suitable for

equipments passing, and when embankment levels and adjacent area allow, Contractor

shall construct rock or aggregate layers which are not affected with water. The total

thickness of these layers shall not be more than the thickness required for movement of

construction equipments without considerable deformations. No additional payments

shall be paid for this item. The Engineer has the right, if necessary, to advise the

Contractor to use light machines and equipments.

When constructing an embankment below water level the materials used shall be

composed of solid rock or aggregate which are not affected by water. Embankment

materials shall be spread in one layer for the full required width up to the approvedlevel, while the embankment part over water level shall be executed after filling the

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voids between rocks with materials of smaller size and constructing a capping layer

separates the rock layer and other embankment layer. The thickness of this capping

layer shall not be less than thirty (30) centimeter, so that it prevents embankment

material and subsequent works material to penetrate in to the rock layer.

Contractor shall, except otherwise indicated in the special specifications,construct the embankment according to the requirements indicated in the following

paragraphs:

1. Soil embankment:

Embankment are classified in these specifications as soil embankment when the

percentage by weight of rock pieces with maximum size more than fifteen (15)

centimeter exceeds 25 %.

Materials shall be transported, by trucks or any other equipment, in such a way

that prevents contamination on the used roads, and shall not cause any interruption to

public traffic. The loads of these trucks shall be discharged in the form of heap,distributed on the surface over which the embankment shall be constructed, in such way

that it gives a thickness not more than the approved thickness for each layer.

It is possible to supply materials either dry or wet, and it is permissible to spread

material’s heaps, initially, using bulldozer but the spreading for the full width shall be

only by graders or equivalent machines.

These materials shall be uniformly wetted during mixing, with adequate

quantities of water, until the moisture content shall be more than the optimum moisture,

to compensate for expected evaporation.

The thickness of any soil embankment layer before compaction shall not exceed

(20) centimeter for the upper embankment layers specified as 30 cm for local roads and

(60) cm for the arterial, collector, industrial area roads and parking areas for heavy

trucks below the bottom level of the subgrade layer. While the thickness of any layer

which lie below that levels before compaction shall not exceed twenty (30) centimeter,

regardless of material classification.

Compaction shall be made by rollers having weight and type suitable to the type

of material used, to achieve the required compaction level. The soil moisture content

during compaction shall not differ from the optimum moisture content specified byModified Proctor test (AASHTO T-180), by more than (± 2-3) percent.

Soil-aggregate materials which contain a small amount of clay shall be

compacted using vibratory rollers, but soft soil materials which contain a high percent

of clay shall be compacted using tire wheeled rollers or Sheep foot Rollers.

When constructing an embankment in confined areas for which large rollers can

not be used, the compaction equipments (including manually operated equipments) and

layer thickness shall be chosen to achieve the required density for the full layer’s depth.

Compaction shall continue until the required density is achieved. The requiredfield density shall be measured as a ratio from the maximum dry density obtained by

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modified Proctor test (AASHTO T-180), for the full depth and width of the layer of the

road embankment and its elements. The field density shall not be less than 95% for

embankment layers which lie within the upper 30 cm specified for the roadbed in local

roads and 60 cm in collector and arterial roads measured from the bottom of subgrade

level, or 90% for embankment layers lie below the upper specified depth.

The density for each layer shall be determined by sand cone method according

to (AASHTO T-191) test or the nuclear method according to AASHTO T 310-01 or any

other approved non-destructive test. The minimum number of readings when using

nuclear or non-destructive method at each location shall be not less than three (3) taken

at each area, and the average of these three readings is considered as the field density of

that location.

The minimum lower limit of compaction is considered for determining payment

factor using statistical as the above mentioned compaction degrees minus 2%.

2. Sand embankment:Cohesion less sand materials which are classified as A-3 according to

AASHTO M-145 shall be not be used for construction of upper 30 cm of the road

embankments. The site conditions shall allow the using of such embankment materials

according to these specification and the special specifications.

Sand embankment sides shall be confined between cohesive materials classified

as A-4 or better in a form of steps, for their protection against erosion due to winds and

water during construction or pavement life. The width of these steps shall be sufficient

to accommodate construction equipments. It is possible, if the embankment side slopes

were not more than 25% and the site conditions allow provision of the required support

for compaction process, to increase the sand layers width initially, then cut to the final

width, and covering the side slopes/surface with cohesive protection layer having

thickness not less than thirty (30) centimeter and classified as A-2-4 or better. In this

case it is permissible to compact the protection layer in direction perpendicular to road

center line.

It is permissible if it is possible to fulfill the required degree of compaction to

spread the sand embankment in layers with a thickness up to fifty (50) centimeter and

compaction is initiated using wet or dry methods using self propelled vibratory rollers

or trailed with chain bulldozers, the pressure vibratory rollers shall not be less than

14000 kg/vibration with a rate of hundred (100) vibrations per minute. It is preferable ifthe site conditions allow that to transport sand materials by scraper.

Measuring of density and evaluation of compaction, in non-cohesive drained soil

for which compaction does not lead to forming a clear curve of moisture/density

relationship, shall be done by minimum index density test and specific gravity test for

cohesion less free drained soil according to ASTM D 4254 method or any other

approved method and the soil dryness and looseness shall be verified during the test.

The field density and moisture content in compacted sand soil is determined

using sand cone method according to (AASHTO T-191) test or the nuclear method

(AASHTO T-310-01) or any other approved nondestructive test.

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The test shall be done by removing the upper 25 cm from the constructed layer

and measuring the density of the other 25 cm remaining bottom layer of sand

embankment. When using nuclear method or any other nondestructive method three

reading shall be in each location shall be taken and the average of these reading is taken

as the density of that place

The compaction of sand embankment shall continue until the following

minimum limits of field density are achieved:

▪ 74% for the 30 centimeters lying within the roadbed.

▪ 70% for layers below that level.



Contractor shall determine the method of compaction and the number of passing

required by using the available compaction equipment on the basis of an experimentalsection which may be a part of the project works. Values obtained shall be considered

as a basis for the work whenever that materials or equipments are not changed.

3. Rock embankment

Embankment materials are classified as rock materials if the percent of rock

sizes which have a maximum dimension of more than fifteen (15) centimeter at a

certain site constitute more than 25% of the total volume of the materials used.

Rock embankment shall be limited to the parts shown on the drawings and in the

contract documents. It is not permissible to use rock embankment within the upper 30

centimeter of embankment below the Subgrade layer, and public utility lines areas or

backfill of structures or at areas where structures can be constructed later. But it can be

used if an aggregate embankment layer thickness of not less than 60 centimeter is

constructed to separates the rock embankment from the structures.

It is possible to use the following construction methods according to the percent

of rocks with maximum dimension exceeds fifteen (15) centimeter and the available

equipments:

1. When the percent of rocks with maximum dimension exceeds fifteen (15)

centimeter is less than 25%, materials shall be spread in layers with a thickness before compaction not exceed 20 centimeter and all the rocks with a maximum

dimension of more than 20 centimeter shall be removed. Spaces between large

rocks shall be filled with earth materials of type A-2-4 or better according to

AASHTO M-145.

2. When the percent of rocks with maximum dimension exceed fifteen (15)

centimeter constitute more than 25%, or when the Engineer decides that the

used materials can not be spread in layers of 20 centimeter before compaction

then materials are spread in layers with a thickness does not exceed 11/3 of the

maximum size for the materials used or 100 cm whichever is lesser.

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Rock layers spreading shall be performed using heavy bulldozers in such a way

that insures a uniform distribution of the large rock pieces throughout the width, and

small pieces fill spaces between large pieces. All projected rocks shall be removed.

The thickness of rock embankment layer’s before compaction shall not exceed

the values indicated in Table 5.4.1 according to the available roller.

Table 5.4.1: Thickness of Rock Embankment layer according to available rollers

Maximum layer thickness before

compaction (Cm)

Minimum Weight of Roller

(kg)

40 2300-2900

60 2900-3600

80 3600-4300

100 4300-5000

Compaction of rock layers shall be performed by using heavy rollers and it shall

continue until the resulting settlement between consecutive passes becomes negligible

and not exceeding one (1) cm or 1 % of the layer thickness under compaction which is

the lesser, it is possible to be use the following numbers of passes and type of

equipment, if the thickness of rock embankment not exceed thirty (30) centimeter:

1.

Four passes when using steel roller which has a weight of not less than 45

tons.

2.

Four passes when using vibratory rollers having a dynamic power of not less

than 180 KN, and vibration frequency not less than 16 HRZ.

3. Eight passes when using the common steel roller weigh about 20 tons.

4.

Eight passes by vibratory rollers having a dynamic power for each vibration

130 K N and a vibration frequency not less than 16 HRZ.

The above number of passes shall be increased with the increase of the

compacted layer thickness by 4 additional passes to the number mentioned in (1 and 2)

above, or eight (8) additional passes to the numbers mentioned in (3 and 4) above, for

each 15 centimeter increase in the compacted layer thickness .

Settlement Observation

When the roadbed (below rock embankment) is weak and susceptible to

settlement, Contractor shall observe the settlement during a period not less than one

month as follows:

1. After completion of the rock embankment to a uniform level surface, Contractor

shall measure the levels at five cross sections (minimum 5 points) at longitudinal

interval not more than 30 meters these measurements shall be linked with a

reference control point.

2.

The measurements shall be taken at suitable time interval until the daily averagesettlement does not exceed (0.5) mm for a period of one month. It is not allowed for

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the Contractor to construct any subsequent layers (Subgrade, Subbase, aggregate

base) except after achieving these specific criteria.

5.4.3 Roadbed preparation:

The roadbed in these specifications is defined as the soil on which the treated or

untreated subgrade shall be constructed. The roadbed shall consist from all or part of thefollowing elements according to location and design level:

1.

The natural ground level.

2. Bottom of the excavation.

3. The existing road surfaces.

4. The upper part of road embankment.

Unless otherwise indicated in the special specification or other contract

documents the roadbed shall be considered as the upper 30 cm for the local roads and

60 cm for arterial and main collector roads and industrial areas roads and heavy trucks

parking areas measured from the bottom level of subgrade layer.

The roadbed preparation shall consists of all required works to bear adequately

the soil pressure fluctuation resulting from construction of the subsequent layers and

traffic loading, this works shall consist of all the areas that sustain the road and all its

elements like sidewalks and median within the dimensions, limits and levels indicated

in the drawings and other contract documents.

The road bed material shall be class A-4 or better according to AASHTO M-145

with California bearing ratio CBR grater than 3 % and swell under load equal to the

weight of layer constructed on it shall not be grater than 1 %.

The embankment lie within the road bed shall be constructed using the same

method used for the construction of the road embankment as indicated in paragraph

5.4.2.6 in this section with materials satisfying the required specified above. The

material shall be spread, and compacted in layers its thickness not exceeds 20 cm at

moisture content during compaction not differ by more than 2 % from the optimum and

the compaction shall continue until reaching a degree of compaction of 95 % of the

maximum dry density of the according to modified proctor test AASHTO T-180.

When the roadbed extension is in the natural ground or in the existing road

surface less than or equal 15 cm and the native soil satisfy the requirements of theroadbed material, the soil shall be pulverized up to a depth of 15 cm, wetting, re-spread

and compacted up to 95 % degree of compaction of the maximum dry density specified

by the modified proctor test. If the existing soil is not suitable it shall be treated using

one of the methods stated in paragraph 5.4.2.1.

5.4.4 Structural Backfill:

This work consists of backfill for structures such as culverts, retaining walls and

bridge abutments, including material requirements and method of construction.

5.4.4.1 Materials:

Materials used in structural backfill shall be selected materials of A-2-4 type or better and its plasticity index shall not be more than 5 when tested according to

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AASHTO T-90 test, which are not affected by water, free from organic materials and

the percent by weight of sulphates and carbonates is not more than 0.5 % according to

AASHTO T-(290-291). The backfill material shall not contain rock fragments having

maximum dimension of more than 8 centimeter.

The aggregate materials used in backfill for structures shall achieve thegradation in Table (5.4.2) or any other gradation indicated in the special specifications.

Table 5.4.2: Gradation of materials used for structures backfill

Sieve size, mm (sieve No) Percent Passing by weight, %

75 (3 inches) 100

19 (3/4 inch) 60-100

2.36 (No. 8) 35-80

0.075 (No. 200) 0-12

It is permissible, if approved by the Engineer, to use dune sands in structural backfill providing that the Contractor shall proves the possibility of using these

materials in regard of its confinement, compaction and protection from erosion of water

and winds and should not cause any adverse effects on the structure.

Materials and construction methods for the upper part of backfill layers which

are similar in depth from the road surface to the pavement layers’ depth (Subgrade,

Subbase, and aggregate base) shall achieve the requirements indicated in these general

specifications and special specifications.


Before commencing construction of structural backfill, Contractor shouldcomplete all concrete and insulation works, testing and handing over these structures.

Concrete strength, at the time of starting backfill works shall be adequate for resisting

loads and pressures arising from discharging, spreading, and compaction of backfill

materials. This strength should not be less than 80% of the design strength unless

otherwise lower percent is specified in the special specification and the time elapsed

since the casting of concrete should not be less than 72 hours. Contractor shall obtain a

written permission from the Engineer for starting backfill works.

Contractor shall select construction method and the types of equipments capable

of executing backfill works without inflict any damage to the structures, according to

the requirements of these specifications and the special specifications.

Contractor shall be responsible for any damage arising from construction

method or equipments movement and he shall carry out on his expense all repairs

including re-construction of the damaged structures.

Backfill shall be executed according to the dimensions and thickness indicated

in the drawings, contract documents and special specifications or these general

specifications.

Backfill materials shall be spread in layers with thickness suits the usedcompaction equipment and should not exceed 15 cm. Contractor shall use light

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compaction equipments including manually operated in areas where rollers do not

reach, to prevent damage to structures. It is preferable, to construct the backfill parallel

at the two sides of the structure. The compaction of backfill martial shall continue until

field density reaches the compaction level required in the special specifications or 95%

of the maximum dry density of modified Proctor test whichever is greater. The field

density test should be carried out as indicated in paragraph (5.4.3.5) of this section. Theminimum acceptable limit of compaction level for determining payment factor by the

statistical method is the compaction level above minus 2%.



5.4.5 Compaction Experimental Sections:

Contractor, when required by the special specifications or ordered by the

Engineer shall construct a test section before commencing the execution of road

embankment using the materials, construction method, machines and equipments

approved in the work plan. The length of test section shall not be less than 200 meters

and it may be a part of the project. The construction of test section aims to verifying the possibility of maintaining the required specifications, assessing the suitable moisture

content for compaction, number of coverage and the resulting density. The Contractor

granted permission for the commencement of construction works when test results are

technically acceptable, otherwise the necessary modification for the work plan or

equipment should be made.

In the latter case Contractor shall remove the test section or reconstruct it until

the achievement of the required specifications. The Engineer has the right to require

construction of any other test sections whenever he notices a significant change in the

test results or in the method and equipment of the construction.

5.4.6 Maintaining of Embankment:

Contractor shall take all the necessary requirements and arrangements for the

protection of the constructed embankment from damage due to storm water or any other

reasons. At the end of each working day, Contractor shall finish the leveling,

compaction and formation of the last layer according to the slopes that permits water

drainage and prevent water collection on the surface. And construct temporary drain for

water drainage from embankment when necessary.

Contractor shall, on his expense, repair all damaged parts results from his failure

to maintain the constructed works, and he has no right to claim any additional payment.

Contractor shall remove the works executed by using of unacceptable materials

and replace them with other suitable materials and re-construction the embankment

according to the special specifications and this specification without any additional

payments. Contractor has the right to commence construction of the subsequent layers

before carrying out handing over of embankment works.

5.4.7 Finishing requirements:

The executed works shall be compatible with the dimensions and levels

indicated on the drawings and specified levels staked by the Engineer. Contractor shall

execute the works within the following tolerance limits:

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- Side Slopes:

Road embankment side slopes shall be finished according to the lines,

dimensions and slopes shown on the drawings or approved by the Engineer and should

not deviate from specified values by more than:

1.

Ten (10) centimeters for the upper meter of the embankment.2.

Twenty (20) centimeters for the remaining embankment part.

The side slopes for island and middle trenches shall be finished with 1 vertical to

6 horizontal (1:6) in such way that it should not deviate in the bottom of the

embankment from the slope indicated on the drawings or specified for the stakes by

more than one centimeter. And the levels of drainage trench should not deviate from the

approved level by more than 5 centimeters.

-Final Surface:

Contractor shall carry out the survey works for dimensions and levels of the

final surface of the embankment in cross sections of twenty five (25) meters intervals.

Dimensions and levels shall be measured at least in 5 points including toe ofembankment, these levels considered as a basis for calculating quantities after the

approval of the Engineer.

Embankment surface level shall be finished so that it does not exceed the level

indicated in the drawings and approved by the Engineer by more than 2 centimeters or

be less than 4 centimeters. Any shortage in the embankment level at isolated areas shall

be compensated with materials from the next layer materials during its execution.

5.4.8 Works Acceptances:

Contractor shall apply quality control works using all required procedures to

insure that materials, construction methods and e finished works are in compliance withquality requirements indicated in these specifications and other contract documents.

The Ministry has the right to carried out the required quality control either,

through direct supervision upon quality control procedure or applying neutrally quality

assurance procedures on representative samples with adequate numbers to accept or

reject constructed works according to section 17 of this specifications except otherwise

indicated in the specifications and other contract documents.

1. Quality control:

Contractor shall control the quality of materials and executed works, and

monitor, record and analyze results, draw quality charts for critical properties and

perform all measurements indicated in Table (5.4.3). Contractor shall provide theEngineer with copies of all the measurements, reports tests results and he shall apply all

the requirements stated in item 17.1.1 of these specifications.


The Ministry has the right at any time to insure the quality of the materials and

completed work through carrying out or ordering others under its direct supervision to

carry out the necessary tests and measurements, and checking the completed work for

each or some quality control items specified in Table (5.4.3).

Ministry has the right to review contractor’s quality control records and to

compare these records statistically with the results obtained by the adopted quality

assurance procedure and as specified in division 17 of these specifications. Also it has

the right to inspect contractor’s equipments, his technical staff, and methods of

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measurement and execution, to insure the efficiency of Contractor’s technical staff and

equipments and degree of compliance of his measurements and construction technique

with the approved requirements.

5.4.9 Measurement:

Embankment quantities shall be measured in cubic meter. Actual andacceptable embankment quantities should be calculated using the average end

area method except otherwise indicated in the special specification and contract

documents. No measurements for payment shall be taken for the purpose of

payment for the works performed outside the areas approved in the drawings or

by the Engineer.

Embankment quantities should not include any quantities for which payment is

included in other work items such as preparation of roadbed, Subgrade, embankment in

extra excavation areas and replacement of soil in road foundation, structural backfill and

embankment around utilities. Quantities of these work items shall be calculated and

paid according to the contract documents.

Table 5.4.3: Quality Control Procedure for Embankment works

Work Properties Test methodLocation

of sampleSampling frequency Requirements

Soil

classificationsAASHT M-145

Items

5.4.2.2

5.4.3

5.4.4.1Raw

materialsMoisture-

Density

relationship

AASHTO T-180,

ASTM D 4254

At source

3 tests on different

samples from each

source, when source

is approved or

changed, or a change

is noticed in material properties or

constructed works

Items

5.4.2.65.4.4.2

Classifications AASHTO M-145

Items

5.4.4.2

5.4..3

5.4.4.1

Materials

in useMoisture-

Density

relationship

ASHTO T-180,

ASTM D 4254

One test at the start

of hauling the

materials then, one

test each week or

5000 m.3 of the

supplied materials

whichever is lesser,

or when a change is

noticed in the

executed works orwhen the source is

changed.

Items

5.4.2.6

5.4.4.2

Degree of

Compaction

AASHT T-191,

AASHTO T310-01

or any approved

non-destructive test

A test every 2000 m2

or every daily works

whichever is lesser,

for each layer.

Items

5.4.2.6

5.4.4.2

levels and

dimensions of

works

Constructed

works

Side slopes

Survey

measurements

on site

Measuring 5 cross-

sections each work

day or for every 2000

m2 whichever is

lesser

section

5.4.7

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5.4.10 Payment:

Payment shall be made for the actually executed and technically accepted works

within the approved limits and dimensions according to contract prices or lowered

prices due to applying of quality assurance procedure as indicated in the contract

documents.

Paid amounts are considered as a full compensation for preparing, supplying,

mixing, hauling, spreading, compacting of materials and finishing the works, provision

and operation of machines, equipments, labor and tests, measures and benefits,

revenues, fees, third party payment and all requirements to execute the works according

to drawings, special and general specifications,.

Payment will be made according to one or more of the items indicated in Table

(5.4.4) as an example but not limited to if not contradict with the contract documents:

Table 5.4.4: Fill works Items

Item No. Payment item Payment unit

5.4.1 Roadbed preparation m2

5.4.2 Embankment works m3

5.4.3 Structures backfill m3

5.5 Subgrade:

5.5.1 Description:

This section consists of materials requirements and works required for the

Subgrade construction. The Subgrade layer is the layer that lies directly under theSubbase or aggregate base or asphalt layers.

This section includes the following subsection according to sub grade classification:

• Untreated Subgrade

• Lime-treated Subgrade

• Cement-treated Subgrade

Prior starting of Subgrade construction, Contractor shall insure the finishing and

handing over of site preparation, excavation, fill, roadbed preparation, public utilities

works and structures' backfill, according to the approved specifications.

The Subgrade shall be constructed on the prepared surfaces according to the

requirements of the roadbed preparation, and the bottom of excavation which are

indicated in sections (5.3 and 5.4) of this division.

5.5.2 Untreated Subgrade:

5.5.2.1 Description:

This subsection includes requirements and methods for Subgrade construction

using available materials which conform to the requirements of the special

specifications and these general specifications without any additions to improve their properties. It is permissible to use the natural soil available at site from the excavated

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materials or brought from borrow pits. The works include supply of materials conforms

to these general specifications and special specifications, spreading and compacting

them in layers according to the thickness, levels and slopes shown on the drawings and

other contract documents, reducing dust and maintaining the Subgrade up to the time of

laying the subsequent layers.

5.5.2.2 Materials:

The materials used in untreated Subgrade construction shall be in conformity

with the requirements indicated in the special specifications or these general

specifications. The used materials shall not be less than (A-2-4) according to AASHTO

M-145 classification or the type indicated in the special specifications. When the

subsequent layers are asphalt or when executing the Subgrade in areas with high water

table shall not be less than (A-1-b). The California Baring Ratio (CBR) for the soaked

sample used in the Subgrade shall not be less than 25 % and the thickness shall not be

less than 30 centimeters.

Whenever excavated materials shall be used, , when they are suitable or it is possible to improve them by mixing with other soil materials to conform to the

requirements for the untreated Subgrade materials in these general specifications or

special specifications providing that the decision shall be taken according to the test

results of representative samples.

When the excavated materials are not sufficient or do not achieve the required

specifications, Contractor shall choose an other borrow pits and obtain the necessary

release for using them and he has to clear and arrange these locations after completion

of borrow works according to the conditions indicated in section (5.4) “Embankment

Works” of this division.

Contractor prior starting hauling of the materials from the source/sources by at

least two weeks from the date expected, shall submit a technical report shows the

proposed material sources, the approximate quantities and the test results on

representative samples for each source. These tests shall include:

1. Classification according to (AASHTO M-145).

2. Moisture-Density relationship according to (AASHTO T-180)

3. California Baring Ratio (CBR) for soaked materials according to (ASTM D-

1883) or any other strength index required by the special specifications.

Contractor shall obtain the Engineer’s written approval for the materials and

sources prior starting hauling of the materials. All the hauled materials and the

constructed works before obtaining the Engineer’s approval should be rejected,

removed and transported without any additional payment. The Engineer’s approval for

the source is considered as preliminary approval of the material and does not release

Contractor from the responsibility for the quality of the materials and constructed

works.

Waters used in mixing the Subgrade materials shall be clean, free from any

impurities and it should not increase the total percent of salts in the soil to more than

(1)%.

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5.5.2.3 Equipments:

Contractor shall provide the sufficient number of necessary equipments required for

the Subgrade construction, and the qualified staff for operating and managing these

equipments, within the specified times in the approved work plan and time schedule and

according to the drawings, special specifications and these general specifications All the

equipments shall be in good condition and of types and capabilities suitable to type ofwork and operation conditions and shall includes:

1. Excavation and transportation equipments

2.

Spreading and leveling equipments.

3. Tankers provided with water sprayers.

4. Rollers with types and weights suitable for materials used and layers

thickness.

All the used equipments shall conform to the environmental, noise and vibration

requirements implemented in urban areas and their movements should not lead to any

damage to the near by buildings, structures or utilities. Contractor shall be responsible

for any damages resulting from using unsuitable construction methods, machines andequipments and he shall repair in his expense all the damaged properties.


Contractor, prior to starting of the Subgrade construction by not less than15

days, shall submit a report to the Engineer includes the work plan and time schedule, a

description for the equipments includes, their numbers, technical conditions and

capabilities to construct the works according to the plan and time schedule.

Contractor shall prepare a traffic control plan and shall take all the required

measures for the protection of pedestrians and the neighborhood.

The approved materials shall be transported through approved roads network

without traffic interruption, and transportation shall be done using trucks having a

closed metal covered boxes to prevent dust proliferation and roads contamination.

Vehicles loads shall be deposited on the prepared surfaces and distributed almost

equally to give the required Subgrade layer's thickness. The deposited materials shall be

spread using bulldozers and leveled by graders. The layer's thickness after compaction

shall not more than 15 centimeters. The untreated Subgrade with thickness exceeds 20

centimeters shall be constructed in two equal layers.

Materials can be supplied either dry or wet conditions. Water shall be added tothe soil and mixed until the moisture content not differ by more than 2% from the

specified optimum moisture content determined using modified Proctor test for same

material. When it is found that moisture content is higher than the limits the soil shall be

pulverized and dried until the moisture content becomes within the required limits for

compaction.

Immediately after completion of spreading, wetting and leveling of the materials

in a uniform surface with the required thickness, slopes and cross-sections indicated in

the drawings or other contract documents, compaction shall be starting using the

suitable equipments like static or vibratory steel rollers or pneumatic tiered rollers. It is

not allowed to use sheep foot rollers for aggregate layer compaction. Compaction shallcontinue until the ratio of field density determined by AASHTO T-191 test or AASHTO

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T-310-01 test, to maximum dry density determined by modified Proctor Test AASHTO

T-180, is not less than 95% if the subsequent layers are aggregate layers and not less

than 100 % if the subsequent layers are asphalt layers.

The field density shall be measured using sand cone method according to

AASHTO T-191 or nuclear method AASHTO T-310-01 or any other non-destructivemethod. However, when the nuclear method is used measuring shall be done in 3

different locations for each location. The average of the three readings is considered as

the field density of that location.

The minimum acceptable limit for the degree of compaction for determining

payment factor using statistical method is the percent of compaction specified minus

2%.

5.5.2.5 Maintaining of the Constructed layers:

Contractor shall take all the required measures and precautions to protect and

maintain the uniformity of the constructed Subgrade layers, their surfaces and slopesfrom any damages and shall keep the layers within the required compaction level until

the laying of the subsequent layer.

At the end of each daily work, Contractor shall form and compact the Subgrade

to a uniform cross-section suitable for water drainage, and take the required

arrangements to drain waters and prevention of their collection on the road surface. And

he shall protect the neighboring buildings and structures from any waters damage.

The Contractor shall be responsible for maintaining the stability of all the

Subgrade layers and replace all the sections removed or eroded by water and/or wind as

directed by the Engineer.

It is not allowed to leave the constructed Subgrade layer exposed for a period

exceeds two weeks after being tested and accepted by the Engineer. If this occurred,

Contractor prior to construct the next layers shall perform the required tests to verify

moisture and percent of compaction and carry out the necessary repair works on his

own expense. Contractor shall wet the Subgrade surface with water in the times and

with the quantities specified as directed by the Engineer, before the construction of the

subsequent layers.

The Engineer has the authority to stop all the other works in the project until theContractor carries out the proper maintenance for the constructed and accepted

Subgrade. And he has the absolute power to re-test and evaluate the Subgrade layer.

5.5.2.6 Finishing requirements:

The construction of untreated Subgrade layer shall be performed with the

conformity of dimensions, slopes and thickness indicated in the drawings and special

specifications. The variation between the executed layer thickness and the required

thickness shall not exceed 2 centimeters or 10 % of the approved thickness whichever is

lesser.

The levels of finished layer's surface shall not differ from the specified levels bymore than 10 millimeters if the subsequent layer was an asphalt layer or 20 millimeters

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if the subsequent layer an aggregate layer. Cross-sections levels shall be taken at five

points in 25 meters interval, providing that the number of the sections is not less than 5

each 2000 square meters of the executed layer.

Unevenness shall be verified visually and by measuring with a straight edge of 3

meters long at five locations. The clearance between the straight edge bottom and thelayer's surface at any two neighbored support points shall not exceed 20 mm.

5.5.2.7 Works Acceptance:

Contractor shall apply the quality control for untreated Subgrade works and

performing all the required measures to insure that the used materials, construction

methods and the final works conform to the quality requirements stated in these general

specifications and the other contract documents.

The Ministry shall apply quality assurance for the production and verifying the

Contractor quality control procedures either by direct supervision of the constructed

layer or by carrying out neutrally and independent quality assurance procedures onsufficient numbers of representative samples to judge the construction level and to

accept or reject the executed works, according to the principles stated in division 17 of

these general specifications except otherwise indicated in the particular specifications

and other contract documents.

1. Quality control:

Contractor shall perform quality control for materials and constructed works and

he shall monitor records and analyze the results and draw quality charts for critical

properties. Contractor shall carry out all the tests and measurements indicated in Table

5.5.2.1.

Contractor shall provide the Engineer with copies of tests promptly and apply all

the items indicated in item 17.1.1 of these general specifications.


The Ministry has the right, to apply or ordering performing of quality assurance

for the materials and constructed works, under its direct supervision, and it has the right

to test the materials and inspect the constructed work for all or some of quality control

items specified in Table 5.5.2.1.

The Ministry has the right to review Contractor’s quality control records and to

compare those records statistically with the results of the applied quality assurance procedures as specified in Division 17 of these general specifications. And inspect

Contractor’s laboratory, equipments and technical staff to insure the efficiency of

Contractor’s staff and inspection, testing and construction methods whether they are

conforming to the approved testing and construction method.

5.5.2.8 Measurement:

The un-treated Subgrade shall be measured in cubic meters or according to

special specifications, for the executed and technically acceptable works within

dimensions and levels shown on the drawings or according to the engineer's

instructions.

No measuring shall be made for the purpose of payment for the works outsidethe limits shown on the drawings, special specifications or specified by the Engineer.

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5.5.2.9 Payment:

Payment shall be paid for actually and technically accepted constructed works

and quantities within the approved limits and dimensions according to contract unit

prices or reduced prices as a result of applying quality assurance procedures if stated in

the contract documents.

The paid amounts are considered as a full compensation for material excavation,

transporting, wetting, mixing, compacting and finishing of the work, in addition to the

provision and operation of machines, equipments, labor, tests, measurements, benefits,

revenues, fees, third party payments and all requirements to construct the works

according to drawings, special and general specifications,.

Payment shall be made according to one or more of the items indicated in Table

(5.5.2.2) if not contradict with contract documents:

Table 5.5.2.1: Quality control procedures for untreated Subgrade


of samplesSampling frequency Requirements

Soilclassification

AASHTO M-145

CBR ASTM D 1883Raw

materialsDensity-

moisturerelationship

AASHTO T-180

At source

Three tests on differentsamples from each source,when source is approved or

changed, or a change in thematerials or constructed

works is noticed.

5.5.2.2

Classification AASHTO M-145

Materials

at use Moisture-density

Relationship

AASHTO T-180

At projectsite

Three tests at starting of

production, test for each produced 1000 cubic meteror when a change is noticed

in the properties of theexecuted works

5.5.2.2

Degree ofCompaction

AASHTO T-191,AASHTO T-310-01

Thickness Core samples

Dimensions

and levelsSurvey measures

A test every 2000 square

meters of each constructedlayer or each work day

5.5.2.4

Measuring every 2000

meters or each work day

5.5.2.4,

5.5.2.6Cross section every 25

meters or 5 sections every2000 square meters

whichever is greater.

5.5.2.6

Constructed

works

Surfacesmoothness

Straight edge

At projectsite

5 measurements at differentsites each 2000 square

meter or between the crosssections for measuring

levels and dimensions.

5.5.2.6

Table 5.5.2.2: Untreated Subgrade Works Items

Item No. Work type Unit5.5.2.1 untreated Subgrade m 3

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5.5.3 Lime Treated Subgrade:


This subsection consists of furnishing, mixing spreading, leveling, and

compacting the materials of lime treated Subgrade to the required compaction degree

according to the thickness, levels and dimensions shown on the drawings and accordingto the special specifications and these general specifications. It also includes

construction method and protection work for constructed layer until the laying of the

next layer.

5.5.3.2 Materials:

1. Soil:

Soil materials can be native soil of the site or other barrow materials brought

from outside the site. The soils wherever its source shall, meet the following

requirements:

1.

Positively response to the lime treatment and improved with lime.2.

Free from organic materials and all other undesired materials.

3. Clay lumps shall be pulverized to a degree that allows it to pass through the

mixing machine and permits it's mixing with lime.

4. The percentage of Sulphates shall not exceed 1%.

The applicability of the soil to be treated with lime shall be decided on the bases

of technical study prepared by specialized agency in which a comparison between test

results of untreated and treated soils for the target properties shall be made. The soil is

considered suitable for lime treatment when its plasticity index is equal to or grater than

20 %. The treatment is considered effective if results of average plasticity index of five

(5) soil samples after the lime treatment using the same percent of lime is reduced by

not less than 35 % compared with the average plasticity test result for five (5) untreated

samples from the same soil. The suitability of the soil for lime treatment shall be

verified on the basis of Appendix (A) of ASTM M 2163.

Prior starting the treatment process, the percentage of Sulphates shall be

determined in the soil to be treated by using the approved standard methods. In case the

results of tests showed the existence of soluble Sulphates in the soil then, the treatment

process shall be done according to mellow time indicated in Table (5.5.3.1) below.

Table No. 5.5.3.1: Mellow Time according to Sulphate Percent *Percent of Sulphates % Suggested mellow time

0.0-0.3 No need for additional time

0.3-0.5 One day

0.5-0.8 Two to three days

0.8-1 Double treatment

Note*:1. When the sulphates percentage exceeds (0.8) percent reference shall be made to the

Engineer and the design authority to obtain more construction requirements.2. Double treatment shall be performed as follows; by adding half of the specified hydrated

lime percentage and mixing it with the soil and wetting for 5 days at moisture content higher

than the optimum moisture content and the other half of liquid hydrated lime is added andmixed and compaction.

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2. Lime:

Lime used in treatment shall be hydrated lime or quick commercial lime that

conforms to the requirements of (ASTM C 51) designation produced in approved

factories and it shall be free from lumps and achieve the gradation requirements

indicated in Table (5.5.3.2).

Table No. 5.5.3.2: Lime Gradation

Percent Passing %Sieve size

Hydrated lime Quick lime

19 mm (3/4 inch) 100 100

0.63 mm (No. 30) 95-100 -

0.15 mm (No. 100) - 30-100

0.075 mm (No. 200) 75-100 -

Test method (ASTM C 110)Dry sieve analysis

(ASTM C 136)

Calcium Hydroxide percentage in the hydrated lime shall not be less than 85 %.

And the quick lime shall contain not less than 94 % of Calcium and Magnesium oxide

(CaO+MgO) and not less than 90% total available Calcium oxide (CaO) as determined

by (ASTM C 25) test.

It is preferable to use hydrated lime and it is not permissible using of quick lime

in urban areas without a special permission and Contractor shall be responsible when

allowed to use quick lime to provide the required protection measures. And he is

responsible for any damages, which may inflict individuals or properties as a result for

using this type of lime.

Contractor can supply the lime specified for use from more than one approved

source providing that the materials of each source shall be used separately. Also

Contractor, when supplying lime, shall submit a guarantee certificate endorsed from the

manufacturer with production date, validity date, storing and using method.

The lime should be stored in specific and moisture- isolated loose and dry places

until time of using in dry state to allow easy distribution and it shall be free from lumps.

3. Water:

The water used in mixing shall be free from harmful materials such as oils,

acids, alkaline, clay, silt and organic materials. It shall not contain more than 1000 unit per million of chloride (Cl) or sulphates like (So4). If required by the special

specifications or the Engineer, water shall be tested to verify its suitability according to

(AASHTO T-26) test.

4. Asphalt curing membrane:

Except otherwise the special specifications indicates, the asphalt material used

as a curing membrane shall be from asphalt emulsions type (SS-1h or CSS-1h) and shall

achieve the requirements specified in Division 7 of these general specifications.

5.5.3.3 Equipments:

Contractor shall submit to the Engineer with the design job mix formula a list ofthe equipments he intends to use. These equipments shall be capable of executing the

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works according to the work plan, time schedule and shall be able to produce and

execute a subgrade layer conforming to the requirements stipulated in the special

specifications or these general specifications. This list shall include, for example,

graders with accessories required for pulverizing and plowing earth materials, lime

distributor, mixing and spreading equipments, compactor and water distributor, asphalt

distributor and any other equipment required for construction the work in accordancewith the special specifications and work plan.

Pulverizing and plowing equipments shall be capable of plowing soil to the

required depth and pulverizing it to the required sizes.

Also, the lime distributor shall be capable of distributing lime in a uniform way

throughout the width of the area to be treated and equipped with the quantity control

systems which provide controlling of distributed quantity of lime according to the ratio

identified in the approved job mix formula and it shall be provided with equipments

preventing the lime scattering during its distribution. The sides of lime distributors shall

be covered with a special cover to prevent scattering.

The mixing equipments shall be self propelled and equipped with a mobile

mixing chamber or a mixer equipped with one or more wide mixing screws and they

shall be capable of picking the soil and mixing it with lime and water and spread in a

uniform and a regularly way to the depths indicated on the drawings or the special

specifications.

The grading machines used shall be capable of spreading and leveling materials

according to the approved slopes and levels. Water and asphalt distributors shall be

susceptible to calibration and capable of spraying materials with the required ratio.

Compaction machines shall be capable of compacting layers to the compaction

degrees indicated for the full depth of the layer. They may include smooth wheel

pneumatic rollers and vibratory rollers and it is preferable to use grid or foot ship rollers

for breaking the large particles and clay lumps.

Contractor may use one machine which is capable of carrying out a group of the

works required such as plowing, pulverization and applying lime and water in the

approved ratios and depths providing that the Contractor proves their capability to

produce the work as required in the specifications.

The Engineer shall review and approve proposed Contractor's equipment list or

requires more additional equipments prior or during construction if the executed work isnot in conformity with the specified requirements.

5.5.3.4 Job Mix Design Formula:

1. Mix Design Requirements:

The lime treated Subgrade layer materials shall achieve the following quality

requirements, except otherwise special specifications and the approved technical report

prepared by the specialized agency, indicate different requirements:

Swell potential shall not exceed 1% when the treated material is soaked with

water and it is allowed to swell according to ASTM D 3668.

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The unconfined compressive strength for cylindrical samples shall not be less

than one (1) mega Pascal when tested according to ASTM D 5102 after the 28

days curing period.

The percent of hydrated lime shall not be less than 5% of the dry weight of soil.

2. Acceptance procedures of Job Mixture formula:Contractor, prior starting lime treated Subgrade works by 30 days, shall submit

to the Engineer a technical report prepared by an approved specialized agency shows

material proportions, construction, wetting and curing method. The report shall be based

on actual test results on the soil, lime and water specified for use in producing the lime

treated Subgrade.

As a minimum, the report shall include the following information:

1. Type and percent of lime to be used.

2. Classification of soil before and after treatment.

3.

Maximum density for the treated soil.4.

Optimum moisture content during mixing and compaction.

5. Strength index such as (CBR) or unconfined compression test for soil before and

after treatment and the value of free expansive as indicated in the special

specifications. Also the report must clarify the following :

a. Construction method including lime application and curing method.

b.

Any special requirements for mixing, curing, compaction and testing.

c. List for machines and equipments proposed for construction.

The Engineer shall review the design job mix formula and verify if it contains

all the required information. In case the information was not complete, the J.M.F should

be returned to the Contractor within 7 days, for completing the lacking information and

resubmit the design job formula. However, if the information were complete the

Engineer shall check and insure whether the treated soil achieves the requirements.

Indicated in the special specifications. If it doesn’t achieve those requirements the report

should be rejected and the Contractor shall submit a new job formula. But if the mixture

achieves the requirements the Engineer shall issue a written acceptance for the job mix

formula which is considered only as preliminary. The final acceptance shall be issued

on the test results of field samples during construction.

5.5.3.5 Experimental section:

Contractor shall, when special specifications indicate that or the Engineerrequires, construct an experimental section at least 200 meters long for the purpose of

verifying the possibility to construct the works according to the job formula,

construction method and the proposed machines and equipments. Contractor shall

perform all the required tests on the executed layer in the experimental section and to

submit a copy of their results to the Engineer for evaluation. If the Engineer found that,

during construction or from the test results, there is a need for carrying out some

modifications in the work plan or replacement of some equipments and machines or

modifying the mixture to fulfill specification requirements, he shall conveys his written

comments to the Contractor. The Contractor shall satisfy all the comments and required

modifications including reconstruction of the rejected executed layer. However, if the

experimental section results were conformed to the requirements then the design jobformula, work plan, percent of lime distribution, water content and methods of

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distribution, leveling and compaction should be approved. The Contractor shall abide by

with the approved construction method from experimental section up to the finishing of

works, except otherwise a change is made in the design job formula or in the work plan.

Contractor shall perform the treatment works according to the drawings, special

specifications, and design job formula and he shall finish the treated layer according tothe approved dimensions, levels, slopes and thickness and approved curing method. The

Engineer’s acceptance for the job formula, equipment list and experimental section

results, does not release the Contractor from his full responsibility for execution the

work according to the drawings and special specifications.


Construction shall be carried out according to the constructed experimental

section results using the approved design job mix formula, machines and equipments,

percent of lime and water, mixing, spreading, compaction and approved methods of

protection.

1. Plowing and Pulverizing of Soil:

The soil materials proposed for lime treatment shall be plowed and pulverized.

All rock materials with a size of more than 5 cm, deleterious and organic materials

should be removed. At the end of this phase a loose material, free from any lumps and

particles size exceed 5 centimeter shall be obtained, so that it completely pass through

the mixing machine.

Plowing and pulverizing shall be performed to a depth equal to the layer’s

thickness shown on the drawings and special specifications after mixing with lime,

applying of water, leveling and compaction. The resulting thickness shall not be less

than the specified thickness by more than two (2) centimeters.

When using mixer which requires material's collection before spreading, these

materials shall be collected in heaps of suitable sizes suiting the power of mixer obtains

a consistent mixture. Otherwise the materials shall be formed according to the approved

dimensions, thickness and required cross sections.

When the Subgrade thickness is more than thirty (30) centimeters, treatment

shall be performed in two layers of approximately equal thickness. so that the upper

layer shall be on site then it will be removed and stored in such a way that maintains its

moisture content. The bottom layer shall be treated, maintained and compacted at sitethen the stored treated materials shall be spread, mixed and compacted over the finished

treated lower layer.

2 Application of lime:

Lime shall be applied at the percent approved in the design job mix formula

according to the construction method specified in the work plan and the results of the

experimental section. The percent of lime added should not vary from the percent

specified in the approved design job mixture formula by more than ten (10) percent of

the approved percent, it is permissible to apply lime in one batch or two batches by

using the approved equipments and machines providing that each batch of lime shall be

well mixed with the soil.

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Hydrated lime can be applied by one of the following methods:

- Dry method:

Lime can be distributed by machines and equipments like self discharging

vehicles which are equipped with a transfer screw that distributes lime on the surface

intended for treatment, or a mobile mechanical spreader which distribute the lime to aclose distance from the surface.

Also lime can be distributed using bags in form of rows at specified interval to get

required and uniform percent of lime. It is possible to distribute the lime in one batch or

more batches with the required mixing after each batch according to the approved work

plan. The required measures shall be taken to prevent lime dispersal due to winds by

immediate wetting with water and Contractor shall stop work when wind speed leads to

lime dispersal.

- Wetting method:

Lime and water shall be mixed to obtain an emulsion in which the percent ofsolid particles is not less than 30 % then the emulsion is sprayed by particular trucks or

rotary mixers. Lime distribution in both cases shall be uniform throughout the area

intended for treatment by repeating the applying process until the lime and percent of

moisture required for treatment is achieved.

The following requirements shall be followed at all times:

- No spreading of lime or lime-treated material shall be made when the

temperature during spreading or the expected temperature within 48 hours is less

than 4 degrees Celsius (4◦ C).

- Lime distribution shall be limited only to areas that can be mixed in the same

working day. It is not permissible to leave a distributed lime without mixing

with soil and water for more than six hours.

- Parts which have been spread without mixing for more than 6 hours or parts for

which test results showed a shortage in lime content out side the tolerance limits,

Contractor in his expense shall retreat these section by adding all the originally

required lime quantity.

- The application of quick lime if allowed to be used should be only by the dry

method and it shall be mixed properly with soil before adding water and all

safety conditions shall be followed.

3. Mixing:Immediately after completion of lime distribution water shall be added in a ratio

of five (5%) percent more than the optimum percent and the mixing of materials shall

start immediately after that.

Lime mixing with soil shall continue until a uniform mixture is obtained for

whole depth of the constructed layer. It is possible to mix the treated soil with lime by

using equipments equipped with plowing and scarifying devices. These equipments

shall be capable of plowing and scarifying materials for the whole depth.

When the special specifications and the approved job mix formula state that the

lime application should be in batches, Contractor shall mix lime with the soil and water

and initially compact these materials and let them for a period not less than 3 days, thenhe shall apply the second application of lime, and the required percent of water and mix

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these materials properly until a uniform mixture for the whole depth of the layer under

progress is obtained.

When the Contractor faces difficulty in materials mixing, he shall execute the

preliminary mixing, spreading and compaction to lessen water evaporation and maintain

the layer for a period of not less than 48 hours, then the moisture shall be adjusted sothat it doesn’t differ from the optimum moisture content by more than ±2 % and

remixing materials properly until a uniform mixture is obtained then leveling the layer

and finishing the compaction.

When the special specifications and the job mix formula indicate a special

mellowing period according to Table (5.5.3.1) or the approved job mix, the lime and

water shall be added and mixed initially and kept wet during the specified mellowing

period, the layer is re-plowed and pulverized then water is added, and the layer shall be

mixed, leveled and compacted and the lime treated material shall be left, after the

preliminary mixing operations and before compaction, for a period varies between 24 to

48 hours to allow more mellowing.

If the Contractor could not execute the mixing process in the same day, he shall

treat the surface with preliminary compaction by rubber wheeled rollers before the end

of the working day providing that the work sequence will continue next day.

When quick lime is used for the treatment of the Subgrade, the applied water

quantity before or during mixing should be adequate to fully hydrate lime, the heat

arising from hydration shall not decrease percent of water in the final mixture.

When lime treated Subgrade required to be re-constructed after 7 days from the

final compaction, a percent of lime which shall not differ from the basic percent, by not

more than 2%, shall be added to the mixture and mixed in a uniform way and all the

phases of construction shall be repeated.

4. Construction of Joints:

To achieve required joint between successive working days, Contractor shall

plow a part of the previous constructed treated layer in the past day for a distance not

less than half (0.5) meter remix and wet after adding 50% of the approved lime content

to that plowed area and re-construct this part with the new day work.

5. Compaction:The Subgrade lime treated layer shall be compacted after the wetting and

applying the final formation processes according to dimensions, levels and thicknesses

shown on the drawings or specified in the special specifications. The individual layers

thickness shall not exceed 30 cm, and when the required thickness is more than 30 cm

the mixture shall be spread and compacted into two or more layers of approximately

equal thickness.

Moisture shall be maintained during spreading and compaction process so that it

does not differ from the optimum moisture content by more than 2%.

The compaction process shall be executed by using the approved compactionequipments. The preliminary compaction shall be started by using rollers capable of

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penetrating and kneading the material like grid wheel rollers or sheep foot rollers.

However, the final compaction process shall be performed by steel or pneumatic

wheeled rollers, provided that final number of passes shall not be less than 2.

Areas can not be reach with rollers shall be compacted by compaction

equipments chosen by the Contractor and accepted by the Engineer such as vibrating plate or any other capable equipment. Consideration shall be given to equipment

capability to compact to the whole depth and to achieve the required density. When it is

necessary, the specified thickness may be changed for each layer to suit the used

compaction equipment.

Lime treated Subgrade shall be compacted, up to a density of not less than 95%

of the maximum dry density specified by (AASHTO T-99 method C) test except

otherwise indicated in the special specifications. All compaction and finishing processes

shall be finalized within a period not more than 12 hours from the final mixing.

Compaction degree shall be determined for each constructed layer using thesand cone method according to (AASHTO T-191) or the nuclear method according to

(AASHTO T310-01) or any other approved non-destructive method. When using the

nuclear or non-destructive test method, three readings shall be are taken for each

location in different direction and the average for the three readings is considered as the

field density of that location.

The minimum acceptable limit for the compaction degree to determine the

payment factor using statistical method is the indicated compaction degree minus 2%.

The unconfined compressive strength or the approved strength index for the

constructed works shall be determined using core samples and the allowed minimum

limit for calculating pay factor shall be 80% of the value obtained in the design job mix

formula or the minimum limit of the strength specified in the special specification

whichever is greater.

Verification shall be carried out for the percentage of lime added to uncured

samples using (ASTM D 3155) test and the percent of the lime used shall not differ

from the approved percent by more than 10% of the rate specified in the job mix

formula, providing that the difference shall not exceed (0.5%) whichever is lesser.

6. Curing:The surface of the constructed layer shall be maintained in wet condition until

the next layer is laid otherwise Asphalt curing membrane should be executed.

When required, the asphalt curing membrane shall be executed during one day

from completion of the final compaction, by applying a continuous uniform asphalt

emulsion in rate of (0.7-1.4) litter per square meter through out the width with the same

method of prime coat distribution as indicated in Division (8) of these general

specifications.

Curing period shall not be less than 7 days and vehicles and machines are not

allowed to pass on the lime treated Subgrade before the end of the curing period exceptwater distribution tankers, providing that their passing should not result any

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deformations on the surface of the layer. the equipment is not allowed to move over the

asphalt curing membrane before 72 hours after its distribution.

5.5.3.7 Safety requirements:

Contractor prior starting of the construction of the lime treated Subgrade, shall

provide all the required instructions, requirements and arrangement of safety from thelime manufacturers and to be aware of the aid operations. Accordingly, Contractor shall

prepare a special program for training employees and submit a report to the Engineer. It

is not permitted to start the works before the approval of the Engineer for the safety plan

and verification of the employees training. During lime applying, particularly quick

lime, warning signs shall be placed for pedestrians and neighboring residents.

Contractor shall, during construction processes, apply all safety regulations and

he shall impose on the employees the use of safety equipments such as gloves and

protective masks. In case the Contractor fails to apply safety requirements all

construction activities shall be stopped and Contractor shall be responsible for any

damages arising from his failure to apply safety regulations.


The lime treated Subgrade shall be constructed according to the dimensions,

grades and thickness shown on the drawings and special specifications. The difference

between thickness of the constructed layer and the required thickness shall not exceed 2

cm or 10% of the approved thickness whichever is lesser. Measuring of each layer shall

be performed after verifying the degree of compaction using core samples from each

layer. The field density holes can be used for this purpose.

The final surface levels of the constructed layer shall not differ from the

specified levels by more than 10 mm if the next layer was asphalt or 20 mm if the next

layers were aggregate. The final cross-sections levels shall be measured at 25 meters

interval providing that the number of the sections shall not be less than 5 every 2000

square meters of the constructed layer. Measuring shall be performed at least in 5 points

in each cross-section.

Verification for unevenness of the layer surface can be done visually or by

measuring with a metal straight edge 3 meters long in 5 locations and the clearance

between the bottom of the edge and the layer's surface between any two contact points

shall not exceed 20 mm.

5.5.3.9 Works Acceptances:

Contractor shall apply the quality control for lime treated Subgrade works and






layer or by carrying out neutrally and independent quality assurance procedures on

sufficient numbers of representative samples to judge the construction level and to

accept or reject the executed works, according to the principles stated in division 17 of

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these general specifications except otherwise indicated in the special specifications and

other contract documents.

1. Quality control:

Contractor shall perform quality control for materials and constructed works and

he shall monitor records and analyze the results and draw quality charts for critical properties. Contractor shall carry out all the tests and measurements indicated in Table

5.5.3.3. Contractor shall provide the Engineer with copies of tests promptly and apply

all the items indicated in item 17.1.1 of these general specifications.


The Ministry has the right, to apply or ordering performing of the quality

assurance for the materials and constructed works, under its direct supervision, and it

has the right to test the materials and inspect the constructed work for all or some of

quality control items specified in Table (5.5.3.3).

The Ministry has the right to review Contractor’s quality control records and tocompare those records statistically with the results of the applied quality assurance

procedure as specified in Division 17 of these general specifications, inspect


Contractor’s staff and the inspection, testing and construction methods whether they are


Works shall be accepted according to unit prices specified in the contract or by

reduced prices or rejected according to the quality level results from applying the

statistical method indicated in Division 17 of these general specifications, except

otherwise indicated in the special specifications.


The lime treated Subgrade shall be measured in cubic meters after being laid and

compacted to the specified thickness and within the dimensions and levels shown on the

drawings or according to the Engineer’s instructions.

No measuring shall be made for the purpose of payment for the materials laid

outside the limits shown on the drawings, special specifications or specified by the

Engineer.

5.5.3.11 Payment:

Payment shall be paid for actually and technically accepted constructed worksand quantities within the approved limits and dimensions according to contract unit

prices or reduced prices as a result of applying the quality assurance procedure if stated

in the contract documents.


transporting, wetting, mixing, compacting and finishing of the work, in addition to the

provision and operation of machines, equipments, labor, tests, measurements, benefits,

revenues, fees and third party payments and all requirements to construct the works

according to drawings, special and general specifications.

Payment shall be made according to one or more of the items indicated in Table(5.5.3.4) if not contradict with contract documents.

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Table 5.5.3.3: Quality control procedures for lime treated Subgrade works


of SampleSampling frequency Requirements

Soilclassification

AASHTOM 145

3 tests on different samples

from each source when theapproving source and design

job mixture formula orchange of source or noticing

a change in the properties ofthe executed works, and 5

tests on different samples atdifferent intervals for each

5000 cubic meters from eachsource during execution.

Item5.5.3.5

Raw

materials

Lime

Manufacturer’s

guaranteecertificate from

manufacturer

At source

At commencement of supplyand whenever the source is

changed

Item5.5.3.2

Lime percentAASHTO

T-232

Item5.5.3.5

5.5.3.7

Soilclassification

aftertreatment

AASHTOM 145

Item5.5.3.5

Materials

during

use

Moisture/density

relationship

AASHTOT-99

3 tests at production startingand one test every 10,000

square meter production ornoticing a change in the

properties of the executedworks.

Item5.5.3.5

unconfinedcompressive

strength

AASHTOT-220

3 tests at productioncommencement and one test

each 10.000 square meterfrom the executed works orwhen a change is noticed in

executed works.

Item5.5.3.7

Field density

AASHTOT-191/T-310-01

or any otherapproved non-

destructive test

Every 2000 square meters ofeach executed layer.

Item5.5.3.7

Thickness Core samples

One measuring for each 2000square meters of the executed

layer and it is possible to usefield density holes.

Item5.5.3.9

Dimensions& levels

Surveymeasuring

Measuring in five crosssections each 2000 square

meters cross-section each 25meters whichever is greater.

Item5.5.3.9

Executed

Works

Surfaceleveling

Measuring withstraight edge

At site

Five measures each 2000square meters or between

cross sections

Item5.5.3.9

Table 5.5.3.4: Items for lime-treated subgrade layer works

Item No. Work type Unit

5.5.3.1 Lime treated Subgrade m 3 5.5.3.2 Lime (when specified in separate payment) Ton

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5.5.4 Cement Treated Subgrade:


This section consists of material requirements and construction methods for

cement treated Subgrade, it includes preparation of the surface, provision of the

materials, mixing with water, spreading, and compaction of these materials to therequired density and maintaining the constructed layer, according to the thicknesses,

levels and dimensions indicated on the drawings and in conformity with the special

specifications and these general specifications.

5.5.4.2 Materials:

1. Soil:

The soil material used in cement treated Subgrade shall be from the local soil or

barrow materials. It shall be of a type positively response to lime-treatment and

improved by cement, free from plant or organic materials and unsuitable materials. The

total percent of chloride and sulphates by weight of the soil according to AASHTO T-(290-291) test shall not exceed 1%. The soil shall be pulverized until particle's size

becomes less than 5 cm and the percent of the retained on sieve No. 4 (4.75 mm) shall

not be more than 45%.

The applicability of the soil to be treated with cement shall be decided on the

bases of technical study prepared by specialized agency in which a comparison between

test results of untreated and treated soils for the target properties shall be made. The soil

is considered suitable for cement treatment when its plasticity index is less than 20 %.

The treatment is considered effective if results of average target property value of five

(5) soil samples after the cement treatment using the same percent of cement is

improved by not less than 35 % compared with the average target property value for the

five (5) untreated samples from the same soil.

2. Portland Cement:

The Portland cement used shall be Portland V sulphate resistant type and shall

be conforming to Saudi standard specification SASO 570 or ASTM C150 except

otherwise special specifications allow for another type.

3. Water

The water used in mixing shall be in compliance with the requirements of

section (5.5.3) of these general specifications.

4. Asphalt curing membrane:

The asphalt material used as a curing membrane shall be from asphalt emulsions

type (SS-1h or CSS-1h) conform to the requirements of Division (7) of these general

specifications.

5. Additives:

The Retarders compounds and other chemical compounds shall be effective and

conform to the requirements specified in specification (ASTM C 494); the addition of

these materials should not lead to an adverse effect on any required properties of the

mix in treated layer.

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5.5.4.3 Job Mix Design Formula:

1. Requirements of the Mix:

Unless otherwise indicated in the special specifications, the unconfined

compressive strength, after 7 days for the soaked cylindrical samples of the cement

treated soil, shall not be less than (2.75 M.Pa) according to ASTM D 5102. When thespecial specifications require durability test for the cement treated soil, the percent of

loss by weight of cured samples for a period of 7 days after being exposed to (12) cycles

of soaking and drying according to ASTM D 559 test, shall not exceed the values

showed in Table (5.5.4.1), unless otherwise indicated in the special specifications.

The percent of cement used shall not be less than (3.5%) by weight of soil.

Table 5.5.4.1: Loss of weight in the soaking and drying test

Soil classification Percent Loss by weight

A-1, A-3, A-2-4, A-2-5 14A-2-6, A-2-7, A-4, A-5 10

A-6, A-7 7

2. Acceptance of Job mix formula:

Prior starting construction of the cement treated Subgrade by not less than 30

days, Contractor shall submit to the Engineer a technical report prepared by a

specialized and qualified agency include the job mix formula, the work plan and a list of

the machines and equipments proposed for construction. The job mix formula shall

include materials sources, properties, material proportions, and curing methods. The

report shall be based on actual test results on representative samples of soil materials,

cement and water proposed to be used in cement treated Subgrade.

The report shall include the following:

1. Source and properties of all materials proposed for producing cement treated

mixture including additive materials, percent, and methods of application and

mixing.

2. The proposed percents of cement, water, and additives.

3.

The mixture density at the proposed proportions of cement and water on the basis of

(AASHTO-134) test.

4. The quality properties of the mixture (unconfined compressive strength) and any

other properties indicated in the special specifications.5. Equipments and machines list.

6.

Mixing, spreading, compaction and curing methods.

The Engineer shall review the design job mix formula and verify if it contains

all the required information within 7 days and return it to contractor for completing the

lacking information or study it and verify that the proposed mix achieves all the

required requirements. If it was found that specifications were not achieved, he

resubmits it to the contractor with his comments. Then contractor shall resubmit a new

job formula. But if the design job formula was technically acceptable, the engineer shall

issue his written acceptance and inform the contractor.

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When the contractor changes materials or if testing results and execution prove

that specifications were not achieved or that the mix is not suitable for construction,

contractor in such case shall carry out all the required modifications to obtain a

workable mix that achieves specifications.

Contractor has no right, by any means, to start production and construction before receiving the written approval of the job mix formula by the Engineer.

Acceptance of the formula is considered as preliminary until verification is made of the

possibility for its production and execution on site. Also, this acceptance does not

release the contractor from his responsibility for producing a cement treated specimen

layer according to special specifications or these specifications.

5.5.4.4 Weather limitations:

Cement application and mixture production or construction shall not be

performed when the temperature is 5 degrees Celsius or expected to reach this

temperature in the next day following the day of mixing and spreading or when it

exceed 35 degrees Celsius. These limits can be exceeded with a written approval fromthe Engineer if the contractor takes the required precautions to maintain the mix and

executed works for reducing water evaporations and damping of the mix using ways

that do not affect the quality of treated layer or its efficiency after construction. The

contractor shall be responsible of any results arise from that and he shall carry on his

expense all repair works when required without any additional payments, including the

sections that does not conform to the specifications. It is not permissible to construct the

cement treated subgrade during rainfall or when speed of the wind exceeds 25 km /hr or

at any speed the Engineer decide that it may affect the cement distribution during on

road mixing or during sand or dust storms. The contractor is responsible to maintain the

road surface on which the treated subgrade will be constructed in a technical acceptable

condition in all weather and he shall remove all materials, mixes and works constructed

in unsuitable weather conditions, and he has no right to claims any additional payments

for that.

5.5.4.5 Traffic Control:

Contractor shall take all the necessary arrangement to control traffic movement

during construction and diverting the public traffic movement when necessary. He shall

assign and construct the required paths for pedestrians. Contractor shall prohibit passing

of all machines and equipments on the cement treated Subgrade throughout the curing

period which should not be less than 7 days, excluding asphalt curing membrane and

water distributor equipments.

Those equipments shall be chosen so that they should not lead to any damages to

the Subgrade and the Contractor is responsible for any damages which occur to the

Subgrade due to private or public traffic or due to any other reason.

5.5.4.6 Equipments:

Prior starting the Subgrade treatment works, Contractor shall submit to the

Engineer the design job mix formula, the work plan, and list of the machines and

proposed equipments to be used. Those equipments and machines shall be in the

numbers and productivity required for constructing the works according to the time

schedule prepared by the Contractor approved by the Engineer in conformity with thecontract period. The machines and equipments shall includes:

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1. Plowing and pulverizing machines and equipments capable of plowing and

scarifying the soil to the approved depths and dimensions.

2.

Cement distributor which are capable of distributing cement in the specified rates

and possible to be calibrated and controlled.

3.

Soil, cement and water mixing equipments which are capable of uniformly mixing

all materials for the full depth.

4.

Mobile mixers capable of picking the soil and mixing it with cement and water and

re-spreading the mixture.

5.

Batch or continuous central plants capable of producing the mixture and susceptible

to calibration and control for all the mixture contents.

6. Spreading and leveling equipments capable of spreading and leveling materials

according to the slopes and levels approved on the drawings and special

specifications.

7.

Compaction equipments capable of compacting the mixture to the required density

and suitable for the site including mechanical small compaction equipments or

manual equipments for compaction in areas where common rollers can not reach.

8. Water distributor equipments that can be calibrated.

9. Curing membrane equipments that can be calibrated.

The selection of suitable equipments shall be made according to the approved

work plan and construction method.

5.5.4.7 Experimental section:

When the special specifications state or the Engineer requires, Contractor shall

construct an experimental section not less than 200 meters long (it may be from the

project works) for the purpose of verifying the possibility construction the cementtreated Subgrade according to the job mix formula using the proposed machines and

equipments and to insure that the constructed layer conform to the requirements of the

special specifications and the contract documents.

Contractor shall perform all the measurements and tests for the constructed

experimental section and submit the results to the Engineer. The Engineer shall evaluate

the results and verifies the construction method and he shall inform the Contractor with

his written comments. Contractor shall carry out all the required modifications

including the job mix modifications in any phase of the construction works or replace

some machines and equipments, to achieve the requirements of the specifications.Contractor in his expense shall remove the unacceptable constructed works and replace

them with suitable ones if the results of the experimental section were not acceptable.

However, if the results of the experimental section were acceptable, the

Engineer shall approve the results and the Contractor shall follow the job mix formula,

plan, machines and equipments used throughout the construction period. These results

are considered as a reference for subsequent works evaluation and the Contractor has no

right to make any modifications without permission from the Engineer. The Engineer's

acceptance for the experimental section results, approval of the job mix formula and

plan does not release the Contractor from the responsibility for producing and

constructing cement treated Subgrade conforming to the approved specifications.

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The Contractor shall construct the cement treated Subgrade according to the

thickness, dimensions, levels and slopes shown on the approved drawings and special

specifications using materials, job mix formula and construction methods approved by

the Engineer.

Construction shall be carried out according to the following phases:

1. Plowing and pulverization:

Prior starting of cement treated Subgrade construction, Contractor shall prepare

the surface on which the treated Subgrade shall be laid and execute the proof rolling to

determine weak areas and treat them. And he shall provide a sound and stable surface

capable of sustaining the construction equipments and receiving the cement treated

Subgrade.

The soil to be treated shall be plowed and pulverized, whether it is the site

material or supplied material from outside, throughout the depth of the layer to betreated so that it achieves the materials requirements indicated in this section or as

specified in the special specifications and the approved job mix formula.

All the pieces and lumps larger than 5 centimeters in size or larger than the

maximum size specified in the special specifications shall be removed by picking or

broken to the required size or screened.

2. Application of the cement:

Cement shall be added to the material to be treated according to the type and

percent approved in the job mix formula and construction method used in the

experimental section. The applied cement content shall not vary from the approved one

by more than 10% of cement percent or (0.5%) which is the least. when the contract

documents and the job mix formula indicate using of additives Contractor shall apply

the additive materials according to the manufacturer’s recommendations and the

approved method in the work plan.

Cement may be applied to the soil according to the site and construction method

by one of the following ways:

- In-place mixing:

When performing the mixing directly on the road cement is distributeduniformly with the specified rates on the surface of the soil to be treated by special

mechanical distributor. It is also possible to distribute cement bags on the surface to be

treated in form of rows such that the cement content after distribution shall be equal to

the approved percent then the bags are opened and the cement distributed towards

lateral direction and distributed on the surface by equipments which provide the

possibility of uniform distribution.

When the soil type and depth of the layer to be treated allow that, it is possible,

to use machines that pick the soil from the surface with the specified thickness and mix

it with cement and re-distribute it on the surface in the dry condition or in the form of a

ready mix after applying water.

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In all the cases of dry distribution, consideration shall be made to weather

conditions like wind speed and surface moisture such that no lost of cement occur due

to winds or to prevent forming of cement lumps due to humidity or surface moisture.

The period from cement distribution on the surface and finishing of its mixing with the

soil shall be as short as possible.

Cement shall be distributed only on surfaces where it is possible to finish their

mixing, soaking and compacting by the end of each working day, considering the

elapsed period between applying water, spreading, leveling, compaction and surface

finishing. Contractor shall be responsible for the results arising from breaching any of

these conditions.

- Plant Mixing:

When mixing is performed in a central mixer cement shall be applied in a dry

state to mixing chamber. Plants shall be equipped with a silo for cement, and cement

feeding is done through special lines provided with the required control systems to

control the applied cement quantity and automatic stopping when the specified quantityis added.

3. Mixing:

Contractor shall mix the soil with cement and additive materials uniformly

throughout the area and depth of the layer to be treated. Both the cement application and

mixing methods shall be approved.

When mixing in central plants it is possible to use the continuous twin shaft or

batch mixers whereas the soil is mixed with cement in a special mixing chamber. Soil-

cement mixing time shall be controlled to produce a uniform mixture before addition of

water, and then water is added the mixing shall be continued until a uniform mixture is

obtained.

When the continuous central twin shafts mixers are used the mixing chamber

shall continue after addition of water for a distance not less than 1.25 meter to complete

mixing. Such mixers shall contain a silo provided with discharging gate which opens

and closes automatically and with a capacity of not less than 20 tons for storing mixed

materials.

Mixers, whatever their type, shall be equipped with a calibration system capable

of adding soil, cement and water in the required quantity by volume or by weight.

When using batch mixers, the required tests shall be performed to determine the

mixing time before commencing the mixture production.

Mixing may be executed on the road either by mixers which pick the soil from

the surface and applying cement, mixing with the soil, adding water, complete mixing

and spread the ready mixture on the road when the treated soil and the available

equipments allow this. Or by machines that plow the soil, mix it with cement using dry

method rolling and rotating by a shaft provided with a screw plow, introducing water

and mixing until a uniform mixture is obtained with the required moisture and cement

contents.

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Mobile mixers shall move in a speed conform to the speed recommended by the

manufacturer according to the treatment depth and the quantity to be mixed and, at all

times, mixing shall continue until a uniform mixture is obtained for the full depth.

The moisture content of the produced mixture shall be higher than the specified

optimum moisture content by 2% according to (AASHTO T-134) test method. Thecement content shall not differ from the specified content in the job mix formula by

more than 10% of the specified content providing that the difference should not, be

more than half percent (0.5%).

4. Spreading, compaction and finishing:

Immediately after finishing mixing, the materials shall be loose and easily

spread and leveled in a surface that conforms to the grades and levels indicated in the

drawings or special specifications.

The compaction of the mixture shall be started immediately after finishing the

spreading and leveling process, the period between the addition of water and thesubsequent processes shall not exceed the values indicated in Table (5.5.4.2) below.

Table 5.5.4.2: Maximum Periods between Work Phases

Work phasesMaximum period between

phases, hours

From water addition to starting of compaction 1

Between addition of water and finishing the

preliminary compaction2

Between addition of water and completingcompaction and finishing works.

2.5

When the separating period between compaction of adjacent parts exceeds 2

hours or when joining between previously constructed and new parts the joining process

shall be made according to method specified in the construction joints below.

The thickness of the compacted layer shall not exceed 20 cm and construction

shall be performed in layers of approximately equal thicknesses when the required

thickness is more than that.

Each layer, unless the special specifications otherwise state, shall be compacted by using suitable machines and equipments. Preliminary compaction shall be executed

by using sheep foot rollers or grid rollers and the final compaction shall be executed by

smooth wheel or steel wheeled rollers. Compaction shall continue up to a density not

less than 100% of the maximum dry density specified by AASHTO T-134 test, and at

moisture content which should not differ from the optimum moisture content by more

than 2%.

Areas which are difficult for the rollers to reach shall be compacted up to the

required density for the full depth by the method and equipments accepted by the

Engineer.

Contractor shall take all required precautionary measures to eliminate formation

of random cracks, through controlling used cement percentage, such that it does not

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exceed the approved minimum limit in the design job formula, control of water

percentage, carrying out work in the suitable weather conditions when temperatures are

getting lower, making the required provisions for construction in hot weather, and care

about moistening during curing period. When some random cracks appear, he shall

complete the necessary repair works according to the instructions of the engineer and

fill cracks with the suitable material. Except otherwise special specifications stipulatefor a specific type, fill materials shall be compliant with ASTM D (3405, 3406) and

contractor shall not be paid any additional amounts as a result of that.

Compaction degree shall be determined for each constructed layer using the

sand cone method according to (AASHTO T-191) or the nuclear method according to

(AASHTO T-310-01) or any other approved non-destructive method the compaction

degree shall be determined by taken field density as a percent of maximum dry density

specified according to AASHTO T-134. When using the nuclear or non-destructive test

method, three readings shall be taken for each location in different direction and the

average for the three readings is considered as the field density of that location.

The minimum acceptable limit for compaction degree to decide payment factor

by the statistical method is the indicated compaction degree minus 2 % percent.

The unconfined compressive strength for constructed layer shall be determined

by taking core samples. The minimum allowed limit for calculating the payment factor

is 90% of the value obtained in the mix design or the minimum of the specified strength

in the special specifications whichever is greater. The test is performed by using

(ASTM D 1633) method.

Cement percentage shall be verified by test AASHTO T-144 and cement

percentage used for treatment shall be compliant with the percentage determined in the

mix design or special specifications and it shall not vary from it by more than 10% of

the specified percentage in the design mix. The difference shall not, by any means,

exceed 0.5%.

5. Construction Joints:

At the end of each working day and when the period between laying of the

adjacent treated layers is more than two hours a lateral or straight linear joint shall be

constructed by cutting a part of the treated layer to a distance not less than (8) cm for

the whole depth in a vertical surface and removing the cut materials, cleaning and

protecting the joint until the new materials are placed. Consideration shall be made towet this surface carefully immediately before placing the new materials.

6. Curing:

The cement treated Subgrade shall be maintained in a wet condition using

emulsified asphalt membrane or spraying or covering it with sack, wetting and covered

with plastic sheet. These sacks shall be wetted with water at least two times daily and

recovered with plastic sheet, or the surface can be soaked with water confined over the

surface. The curing shall continue for a period not less than 7 days unless otherwise the

special specifications allow.

Curing membrane execution shall not be started before the hardening of thelayer to such extend that it is able to sustain passing of the curing membrane equipments

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and this period shall not be less than 24 hours from finishing. The asphalt curing

membrane shall be executed from emulsified asphalt composed of equal percent of

water and asphalt with application rate range (0.9-1.13 Litter/m2) and the actual rate

shall be determined from the experimental section results.

The Contractor shall be responsible for any damages which may arise as a resultof his failure in curing the executed layer and he shall carry out all the required repair

works without having the right to claim any additional payments.


The cement treated Subgrade shall be constructed in accordance with the

dimensions, slopes and thickness shown on the drawings and special specifications. The

difference between the constructed layer thickness and the required thickness shall not

exceed 2 cm or 10% of the approved thickness whichever is lesser. The thickness of

each constructed layer shall be measured after achieving of required degree of

compaction using core samples from each layer and it is possible to use the field density

holes for this purpose.

The final surface levels of layer shall not vary from the specified levels by more

than 10 mm if the next layer was asphalt or 20 mm if the next layers were aggregate. the

measurements of cross-sections levels shall be taken on the final surface at an interval

of 25 meters providing that the number of the points at each cross-section not be less

than (5) for every 2000 square meters.

Smoothness of layer surface shall be verified visually and by a metal straight

edge 3 meters long in five locations, and the space between the bottom of the edge and

the layer's surface between any two contact points shall not exceed 20 mm.

5.5.4.10 Works Acceptances:

Contractor shall apply the quality control for cement treated Subgrade works and






layer or by carrying out neutrally and independent quality assurance procedures on

sufficient numbers of representative samples to judge the construction level and toaccept or reject the executed works, according to the principles stated in division 17 of

these general specifications except otherwise indicated in the special specifications and


1. Quality control:

Contractor shall perform quality control for materials and constructed works and he

shall monitor records and analyze the results and draw quality charts for critical

properties. Contractor shall carry out all the tests and measurements indicated in Table

(5.5.4.3).

Contractor shall provide the Engineer with copies of tests promptly and apply all

the items indicated in item 17.1.1 of these general specifications.

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The Ministry has the right, to apply or ordering performing of the quality

assurance for the materials and constructed works, under its direct supervision, and it

has the right to test the materials and inspect the constructed work for all or some of

quality control items specified in Table (5.5.4.3).

The Ministry has the right to review Contractor’s quality control records and tocompare those records statistically with the results of the applied quality assurance

procedure as specified in Division 17 of these general specifications. And inspect

Contractor’s laboratory, its equipments and technical staff to insure the efficiency of



Table 5.5.4.3: Quality control Procedures for the cement treated Subgrade works


of SampleSampling frequency Requirements

Soil

classification

AASHTO

M-145

Three tests on different samplesfrom each source. When the

source and design job mix formula

are approved or change of sourceor when a change in the executed

mixture or executed work properties is noticed, and five tests

on different & timely diversesamples for each 5000 cubic meter

from each source duringconstruction.

Item5.5.4.2

Raw

materials

CementGuarantee

certificate frommanufacturer

At source

At the beginning of supply andwhenever source is changed.

Item5.5.4.2

Cementcontent

AASHTOT-144

Item5.5.4.3

Mixturedensity

AASHTOT-134

Item5.5.4.3

unconfined

compressivestrength

ASTMD 5102

3 tests at production

commencement, and one test each5000 cubic meters, or noticing a

change in the executed works properties.

Item5.5.4.3

Materials

during

use

Loss inweight, afterwetting and

drying

ASTMD 559

At mixing

location

The indicated rate for non-confined compressive strength, buttest is performed when the special

specifications state this.

Item5.5.4.3

Degree ofCompaction

AASHT-191,AASHTO

T-310-01),or any other nondestructive test

A test at supply commencing and a

test each 2000 square meters orone working day whichever is

greater

Item5.5.4.8

unconfinedcompressive

strength

ASTMD 5102

Each 10000 square meters fromeach constructed layer

Item5.5.4.8

Thickness Core sampleMeasurement each 2000 square

metersItem

5.5.4.9

Dimensionsand levels

surveymeasurements

Measuring of dimensions & levelsof lateral sections each 25 meters

or 5 sections each 2000 square

meters whichever is greater

Item5.5.4.9

Construct

ed Works

Surfacesmoothness

Measured withstraight edge

At the site

5 measurements each 2000 squaremeters

Item5.5.4.9

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The cement treated Subgrade shall be measured in cubic meters or according to

special specifications after being laid and compacted to the specified thickness and

within the dimensions and levels shown on the drawings or according to the Engineer’s

instructions.

When special specifications stipulate a special item for cement, the cement

quantity used in the cement treated sub grade shall be measured in tons. No

measurement shall be made for the purpose of payment for the materials laid outside the

limits shown on the drawings, special specifications or specified by the Engineer.

5.5.4.12 Payment:






transporting, wetting, mixing, spreading, compacting and finishing of the work, in

addition to the provision and operation of machines, equipments, labor, tests,

measurements, benefits, revenues, fees and third party payments and all requirements to

construct the works according to drawings, special and general specifications,.


(5.5.4.4), if not contradict with contract documents.

Table 5.5.4.4: Items of Cement Treated Subgrade Works

Item No. Work type Unit

5.5.4.1 Surfaces preparation m2

5.5.4.2Cement (when the special specifications state

payment for it separately)Tons

5.5.4.3 Cement treated Subgrade m3

5.6 Civil Works in Utilities Projects:

5.6.1 Description:

This section consists of excavation and backfilling works for public utilities projects within a new road or existing roads. The transferring or removing or extending

of different utilities such as water supply lines, sewage water, electricity,

communication and their components and accessories, bedding layers, protection layers

around pipes and handing over of these works shall be carried according to

specifications approved by the concerned authorities under direct supervision by their

representative. And contractor shall be qualified for the execution of such works.

Civil works which include excavation, backfilling and highway paving layers

will be carried out according to the general specifications for civil works in public

utilities projects issued by the Ministry of Municipal and Rural Affairs and special

specifications or these specifications.

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5.6.2 Preliminary works:

Before starting the execution of the public utilities works, the Contractor shall

inspect site and carry the required survey works to determine the routes and levels for

the lines of the required utilities to be constructed. Also he should locate all structures,

obstructions and existing facilities within his work area according to section (5-1)

requirements (site preparation) of these general specifications or special specifications.

5.6.3 Trench Excavation:

This work includes excavation for utilities according to the dimensions and

levels shown on the drawings and contract documents, support for excavations sides,

transfer of excavated material to storage locations for the purpose of using them later, if

they comply with the materials requirements of the work based on the test results of

representative samples or shall be transported and disposed at the approved locations.

Contractor shall, before starting excavation works, specify work sites and

excavation route by paint marks or stakes or any other method which is approved by the

engineer. These marks shall be clear and distinct and engineer shall verify the suitabilityof the route before allow the contractor to start excavation. Contractor should have

completed traffic control works, barriers, signals and warning lights and signs with

barriers and walkways and traffic lanes. Based on the results of investigation and survey

works, contractor shall set out the work plan, time schedule and method and details of

excavation, buildings and structures support, protection or transferring the near by

utilities and to determine the locations at which unsuitable excavation material shall be

disposed attached with a written approvals to use these locations. He shall obtain the

excavation license from the concerned authorities such as the secretariat or Municipality

or the rural affairs locality according to delegated authorities and submit work plan,

time schedule, details and approvals to the engineer for acceptance. The contractor is

not allowed to start excavation before receiving the written acceptance of the engineer.

When excavation for utilities are being executed at the same time of road

embankment construction or prior that, the excavation works should be carried out

before fill works and it is not allowable to start fill works for embankment before the

completion of excavation works for the public utilities and extension of lines, their

accessories and components and handing over these works to the accepted concerned

utilities client. Backfilling work shall be done according to these general specifications

except otherwise stipulated in the special specifications.

When utilities excavation are being executed at the same time of roadexcavation or prior that, excavation works for utilities shall be executed after the

completion of excavation works for the road and its elements except otherwise

stipulated in the special specifications, When levels of public utilities lines are below

excavation levels of the road and its elements then public utilities excavation quantities

are calculated starting from the bottom of the road excavation.

When executing public utilities in existing road the Contractor shall start with

cutting asphalt by the mechanical saw and it is not permissible to use jack hammer and

equipments which cause vibration and convulsion to the paving layers. Asphalt cutting

shall be done in two phases:

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1. Stage one:

Cutting is carried out according to the excavation width specified in the drawings or

other contract documents or according to the engineer’s instructions. Cutting shall be

straight and vertical to the road surface and continues until it reaches the earthy layer

then the paving layers milled and/or removed.

2. Stage two:

Cutting is done after the spreading, compaction and handing over of backfilling

layers and before starting execution of following layers (Subgrade and/or Subbase

and/or Base layers) and cutting width shall be specified for this stage outside the

previous cutting limits not less than fifteen (15) centimeter from each side of trench

excavation or not less than total thickness of the existing pavement layers whichever is

greater.

When cutting some parts of the pavement layers which have been subjected to

localized deformations or cracks or deteriorations, the cutting width shall be increased

in these areas up to their external limits in addition to 15 cm at each side to the cuttingwidth indicated in the above paragraph. And length of the additional cutting distance in

these areas will not be less than five (5) meter.

When the excavation width is grater the half of lane width and less than total

width of complete lane, the contractor shall remove in second stage all the asphalt layers

for the full width of lane and reconstruct it.

Excavation shall be carried out by using the suitable equipments such as special

trench excavators or any other equipment complies with the soil condition, location and

depths of excavation proposed by the contractor and accepted by the engineer. The

asphalt layer shall be protected from the effect of excavation equipment chains by

covering these with rubber pieces or by putting rubber tiers under. Excavation shall start

from the sides if site conditions and excavation depths allow that or excavation from

inside. The excavated material will be transported by using metal boxed trucks, also

equipments and trucks should not come near to excavation sides and the wheels and

chains of equipments should be at a distance no less than one(1) meter from the upper

end of the excavation.

The movement of working equipments or general traffic should not lead to

disturbing the stability of the trench sides, neighboring structures, buildings and

utilities. And the Contractor shall be responsible for any damage or affect arising from

his work to these items.The trench sides shall be supported in clay, sand or loose soils and in the

saturated soil by using suitable methods accepted by the supervising engineer. Table

5.6.1 shows guide for values of maximum vertical excavation depths without support in

the absence of underground water according to soil types.

Table 5.6.1: Maximum Vertical Excavation Depth without Support

Type of soil Maximum Excavation Depth (meter)

Sand or dry aggregate 0.3

Wet sand 0.6-1.0

Drained sandy clay 1.0-3.0

Drained clay 2.0-3.75Consistent aggregate (Conglomerate) 3.0-4.0

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The dimensions of the bottom width of excavation should determined based on

the specification requirements approved by the utility authority and should not be less

than the distance required for the installation of pipes and the execution of all required

works, using approved machines and equipments and it should not be more than the

pipes external diameter plus sixty (60) centimeter from each side except otherwise

stipulated by the special specifications.At manhole areas excavation dimensions shall be determined so that the

manhole pre-cast elements or the form required for cement concrete cast in place can be

installed.

When excavation is being carried out in rock soil it should be completed

according to a suitable excavation method which is accepted by the engineer by using

ripping.

When blasting is required it should be necessary to obtain all the approvals and

to take all the security and safety arrangements as indicated in section 5-2 "rock

excavation" in these general specifications or as indicated in the special specifications.Excavation should continue up to a depth no less than fifteen (15) centimeter below

bottom level of the pipe at both ends of the pipe in order to execute the required

foundation layer of the pipe.

When executing utilities in existing highways and roads daily excavated parts

should not exceed the distance in which public utilities may be installed during one

work day or one hundred fifty (150) meters whichever is greater. The contractor is not

allowed to start excavation in the next part before completing installation work and

backfilling in the current part except otherwise stipulated by the special specifications

or as directed by the Engineer, based on traffic control plan during construction.

When excavation is being carried out at intersection a cross highways and roads

Contractor shall take all arrangements to carry out the works in the possible shortest

time and he shall execute temporary bridges which allow continuity of traffic and

pedestrian movement if the site conditions do not allow organization of traffic or

pedestrian movement on a part of the road width.

Contractor shall take all the required arrangements to drain water from

excavations according to plan prepared by contractor and accepted by the engineer, such

as the sheet pilling or pumping or wells filled by free drained materials. Contractor shall

take the required arrangements for preventing surface water from reaching theexcavation. Contractor shall – whenever the special specifications or the client advice

the lowering of water table during construction - submit a technical study prepared by

an approved specialized firm, shows the proposed method, material specifications,

specification and method of construction and the way of water draining. And the

Contractor shall carry out work execution on the basis of this study.

The water level shall be lowered up to a depth not less than one (1) meter below

the foundation level of the utility under construction except when the special

specifications and the study allow lesser values. When the special specifications

stipulate that the required lowering is temporary then should be maintained up to the

completion of the utilities installation, and their elements, backfilling and final handingover.

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Excavation should continue up to the levels and depths shown on the drawings

which should be sufficient for installation of utilities and their bedding foundations and

it should provide the minimum thickness of protection layer under pavement that

stipulated in the utilities specifications approved by the client.

The bottom of the excavation should be leveled in compliance with the approvedlevels and slopes. Contractor shall keep the bottom of the excavation clean and free

from loose unsuitable material and water up to handing over of the excavation works by

the engineer and construction of utilities foundation, pipe installation, manholes and

other elements, and fill protection around the pipes.

When excavating to depths below than the approved depths Contractor shall

correct levels by filling the excavation with technically accepted materials (no less than

Group A-1-b) except otherwise the special specifications stipulate for better materials,

and the Contractor shall level and compact these materials up to a compaction degree

not less than 90% of the maximum dry density according to modified Proctor test

AASHTO T-180 for the same used materials providing that it would not lead to anyreduction in the utilities foundation layer thickness indicated in the public utilities

specifications approved by the client. When soil under excavation is not compliant with

foundation soil requirements for the construction of utilities it should be excavated and

replaced or treated to the depths specified by the client.

5.6.4 Backfill:

Backfill works shall be started after the preparation and completion of public

utilities foundations, installation of pipes, completion of manholes and other elements

related to public utilities, execution of the protection layer around pipes and handing

over of public utilities to the client’s representative.

Preparations for public utilities include protective compaction for the bottom of

the excavation by plowing, wetting or drying soil layer up to a moisture content of not

more or less than 2% of the optimum moisture content and compacted to not less than

90% of the maximum dry density determined by modified Proctor test for compacted

soil except otherwise recommended by the special specifications for higher compaction

levels. The weak areas or areas that do not meet the approved compaction rates shall be

treated to fulfill the required specifications.

Public utilities bedding layer should be executed with the specified thickness

and materials which comply with the specifications approved by the client. Thesematerials shall be spread, leveled and compacted to no less than the required

compaction degree for the road at the specified level or ninety percent (90%) of

maximum dry density whichever is higher. The resulting surface shall provide a sound

and stable foundation to bear pipes and following works in accordance with the levels

and slopes shown on the drawings and/or other contract documents and it shall be

leveled so that pipe lie completely at all points.

It is not allowed to start backfilling works around concrete structures (manholes-

inspection champers, foundations …etc.) before all works executed using cast in place

concrete reach not less than eighty percent (80%) of the strength indicated in the

contract documents and until these elements be capable of resisting loads and forces

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arising from the spreading and compacting fill materials and the movements of

machines and equipments.

Before starting backfilling works all the areas, where failure or deformation

occurred in the excavation slopes, shall be treated by increasing limits of cutting up to

the deteriorated or deformed areas and the loose material shall be removed out andsubstituted by using backfill materials comply with the proper back fill materials used in

utilities excavation.

Thickness of the protection layer around and above pipes shall be determined

according to the client’s specifications and whichever the case this thickness should not

be less than the values indicated in Table (5.6.2) except otherwise indicated in the

specifications approved by the client.

Table 5.6.2: Minimum thickness for the protection layer

Pipe Diameter (millimeter)

Minimum protection layer thickness

(millimeter)50 or less 150

Greater than 50 300

Vitrified clay pipe 600

Protection layer of pipes and utilities elements unless otherwise indicated in the

special specification or approved specification to the concerned authorities, shall be

executed on both sides of the pipes and elements and to full width of the trench using

granular material of no less than Group (A-1-b) and its maximum size shall not be more

than three fourths of an inch (19 millimeter). The grading indicated in Table (5.6.3) can

be used for the protection of sewage water pipes except otherwise stipulated in thespecial specifications and specifications approved by the client.

Materials used for fill around pipes shall not contain organic materials or salts

affect harmfully the pipes or its connections like sulphates and chloride more than one

(1) percent by weight and shall not contain any clayey materials having plasticity index

more than six (6) percent. Except otherwise stipulated in the special specifications and

specifications approved by the client.

Before starting execution of protection layer for public utilities all loose

materials and debris shall be removed from the bottom of the excavation.

Pipe protection layer materials shall be spread simultaneously on both sides of

the pipe in layers having thickness as determined in compliance with the compaction

equipments, providing that the thickness shall not exceed fifteen (15) centimeter. These

materials should have been wetted in advance up to moisture content that not vary by

more than two percent (2%) from optimum moisture content. And it shall be compacted

by suitable compaction equipments, such as small rollers or manually operated plate

rollers without causing any damage to pipes or their elements or manholes, and

compacted up to ninety five percent (95%) of maximum dry density determined by

modified Proctor test for the same material (AASHTO T-180). The process of spreading

and compaction of the materials continues up to covering pipes with the protection layer

according to the approved thickness. Contractor shall take all the necessary precautionsto protect pipes and their various elements and manholes from damage and he shall

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repair any damage which may occur to the pipes or their elements or manholes and

other elements as a result of his work on his own account without having the right to

any additional cost for these repairs.

Table 5.6.3 Gradation of Protection layer material

Around Sewers PipesSieve size (millimeter) Percent passing by weight, %

(3/4 inch) 19 100

(3/8 inch)9.5 85-100

(No. 4) 4.75 70-100

(No. 16) 1.18 20-65

(No. 30) 0.63 0-45

(No. 100) 0.15 0-10

(No. 200) 0.075 0-5

Fill material classification over the protection layer, shall be not less than A-2-4and its plasticity index not more than ten (10 %).

The moisture content in the materials used for backfill shall not differ by more

than two percent (2 %) from optimum moisture content. It shall be spread throughout

the excavation width, in equal layers of thickness no more than fifteen (15) centimeter,

then compacted to not less than 95% of the maximum dry density determined by

modified Proctor test (AASHTO T-180).

Contractor shall use machines and equipments capable of carrying out backfill

works according to specifications and to accomplish the required degree of compaction

for full depth of compacted layer and when necessary the layer thickness may bemodified so that it complies with the used compaction effort to fulfill the required

degree of compaction.

The Contractor’s equipments and the method of execution should not cause in

any damage on the public utilities or their elements. Contractor shall be fully

responsible for damage arising from his work and he will carry out all repairs and pay

all the required compensations on his own account.

Contractor is not permitted to execute the new layer of backfill before

completion of compaction tests and receiving acceptance from the Engineer for the

results of compaction tests of the previous layer.

Backfill works shall continue up to the level of the Subgrade layer or pavement

layers or islands or natural ground level according to the site condition.

Contractor shall carry out all the required tests to verify the properties of the

materials used in the protection layer or backfill and it is not permissible to supply any

materials before obtaining the written acceptance from the Engineer on the basis of test

results. This acceptance is considered as preliminary and the final acceptance is made

on the basis of test results for representative samples of the actually supplied materials.

Contractor shall transport unsuitable materials, remove all constructed layer by using

unacceptable materials, and re-construct all rejected works according to specifications

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using acceptable materials. Contractor has no right to claim any additional cost for

correction of the works.

The contractor shall put warning strips on the top of every backfill layer and he

shall the type and depth of service clearly to prevent any damage on it during work

construction.

5.6.5 Pavement Re-construction:

Prior to starting pavement construction in trench areas the contractor shall

complete all installation of utilities and their elements and complete backfill works

according to the special specifications and the specifications approved by the client. All

these works shall be finished and handled over to representatives of the client and the

Engineer and the Contractor will provide the Engineer with a copy of all the tests and

handing over minutes to obtain his acceptance for commencing construction of

pavement layers.

Contractor after receiving acceptance of the engineer for commencing executionof the highway pavement layers he shall carry out the second stage of pavement cutting

indicated in item 5.6.3 of this section.

Contractor shall remove the resulting materials and old non-asphalt materials up

to Subgrade level and replacing them with new materials which are in compliance with

the specifications for each layer (Base, Subbase and Subgrade). Contractor is prohibited

from using any of the old materials before verification their conformity to quality

requirements and gradation with the approved specifications for each layer in which

these material suggested to be used based on test results carried on representative

samples of these materials.

The Subgrade and the new pavement layers shall be completed according to the

dimensions, slope, levels and material specifications indicated on the drawings and

special specifications or according to item 5.5 requirements of this section for Subgrade

layers and sections (6.3 and 6.4) of these general specifications except otherwise


Base course layer, Subgrade layer and Subbase layer shall form sound and

strong layers which are bonded with similar old layers and no separation should appear

between them.

The prime coat and tack coat layers shall be executed using the materials and in

compliance with the construction requirements stipulated in Division eight (8) of this


The joints between the old and the new asphalt layer shall be treated by cleaning

the cutting faces of the old asphalt, and correction of cutting faces so that they become

straight and vertical using suitable equipments then the cutting faces shall be sprayed

with liquid asphalt before executing the asphalt concrete layers.

Asphalt concrete layers, longitudinal and transverse joints shall be constructed

according and the material quantity of the new asphalt mix shall be controlled to giveadequate thickness and result in smooth road surface.

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All used materials in asphalt works shall meet material requirements stipulated

in section seven (7) of these general specifications but asphalt concrete mix should

comply with the requirements stipulated in Division eight (8) of this general

specifications except otherwise indicated in the special specifications.

5.6.6 Works Acceptance:Contractor shall apply quality control for civil works of utility projects by

carrying out all the necessary procedures to insure that used materials, construction

methods and completed works fulfilled the quality requirements indicated in the special

specifications of the client, special specifications and these general specifications or


The Ministry shall apply the quality assurance by verifying Contractor's quality

control procedures either through direct supervision or by carrying out quality assurance

procedures separately with adequate numbers of representative samples and accepting

or rejecting the constructed works, according to the detailed principles in Division 17 of

this general specifications except otherwise specified in special specification or othercontract documents.

1. Quality Control:

Contractor shall apply quality control on materials and constructed works and

monitor records, analyze results, draw quality charts for critical properties and carry out

all tests and measurements indicated in Table (5.6.4).

Contractor shall submit to the Engineer with copies of all tests immediately and

apply all the items indicated in sub-section 17.1.1 of these general specifications.


Ministry at any time has the right to insure the quality of materials and

constructed works through carrying out or ordering others under direct supervision to

test materials and check constructed works for all or part of the quality control items

specified in Table (5.6.4).

The Ministry has the right to review Contractor’s quality control records and to

compare those records statistically with the results of the applied quality assurance

procedure as specified in Division 17 of these general specifications, inspect




5.6.7 Measurement:

Excavation, backfill, Subgrade layer, aggregate layers and asphalt layers shall be

measured according to related sections of these general specifications except otherwise

is stipulated in the special specifications. Measurements for public utilities works are

carried out according to special specifications or as what is approved by the client.

5.6.8 Payment:

Payment shall be made for actually constructed works within the approved limits

and dimensions in accordance with the contract prices or reduced prices as a result of

quality assurance as indicated in the contract documents, the payment for public utilities

works will be according to the special specifications or what is approved by the client.

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The paid amounts are considered as a full compensation for production,

transportation, spreading, wetting and compacting of the materials whatever their

source, provision and operation of machines and equipments, labor, tests, benefits,

revenues and all the required things for carrying out the works according to drawings,

special and general specifications and the special specifications and other contract

documents. Payment will be made according to one or more of items or items indicatedin Table (5.6.5) or as specified in the contract documents.

Table 5.6.4: Quality Control of Civil Works In Public Utilities Projects

Work Description Testing MethodSampling

locationRepetition of sampling Requirements

Excavation

works

Measurements

Survey

measurementsfor dimensions

and levels

On siteSurvey measurements every

25meterItem5.6.3

Publicutilities

works

All quality

controlrequirementsapproved by

the client

According to

what is indicatedin the special

specifications of

public utilities

On siteand before

backfilling

According to the clients

specifications or thisspecifications which is

stricter.

Valuesapproved by

the client

GradationAASHTOT-(27,11)

Density-

moisturerelationship

AASHTOT-180

Backfill

materials

and filter

layersQualitative propertiesstipulated in

the specialspecifications

Testing methodsstipulated in the

specialspecifications

At source

Three tests on differentsamples at approval of each

source, when the preparing job mix formula and whenobserving a change in the

produced mix properties or

the executed works. Andfive tests on different

samples timely separate for

each 5000 cubic meter fromeach source during

completion.

Item5.6.4

Bedding

and

backfill

works

Field density

AASHTOT-310-01,

or any othernon-destructive

method

One test each 150 linearmeter or for every daily

production from each layer

whichever is lesser and onetest at each side of the

manholes

Section5.4

Reconstruc

tion of

Subgrade

layer and

pavementlayers

and Allquality

control for

related works

Measuring andtesting methods

indicated in

section 5.5 ,division 6 and 8

On siteThe number of samples andmeasurements indicated inrelated sections and itemsconsidering that the lot for

quality control is equal to150 linear meter

Sections and

items

concerned

Table 5.6.5: Items of Civil Works in Utilities Projects

Item No. Work Type Measurement unit

5.6.3 Excavation m3

5.6.4 Backfill m3

5.6.5.1 Subgrade layer m3

5.6.5.2 Subbase layer m3

5.6.5.3 Aggregate Base course m3

5.6.5.4 Prime coat m2 5.6.5.5 Asphalt concrete m3

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5.7 Water drainage:

5.7.1 Description:

This section consists of material requirements and construction methods

required for surface drainage and under drain at road areas, streets and their ancillary

elements. It includes the following items:- Surface drainage.

- Under drain.

-

Edge drains.

- Filtering layers.

- Culverts.

The drainage works shall be constructed on the base of technical study prepared

by specialized agency shows specifications and type of material used, method of

construction and contractor qualifications, when the drawings or special specification

require using of prefabricated materials that needs special experience like, Geotextile or

Geocomposite then the material shall conform to types and requirements indicated in

the drawings, special specifications or t technical study and the construction shall beexecuted according to the instruction of the fabricated agency and under its supervision

if necessary.

The contractor shall be qualified in field of construction of these works

according to approved experience certificate, otherwise he shall made a subcontract

with other experience contractor according to requirements of subcontracting items and

conditions of contract.

Contractor shall construct all works according to the dimensions, levels and

slopes shown on the drawings and indicated in the special specifications. All concrete

works related to surface and under-drains works shall be executed by using sulphates

resisting cement (type five), unless otherwise indicated in the special specifications.

Contractor shall furnish the required materials and elements conforming to the

requirements indicated in special specifications, standard specifications and the

approved standard specifications issued by the Saudi Arabian Standards Organization.

Contractor shall submit source guarantee certificate for all manufactured

materials supplied to the project, shows types, sources and approval of the sources by

the concerned authorities, manufacturer quality control programs, diameters,

dimensions of those materials and their specifications, properties, copy of standardspecifications, frequency and methods of sampling and testing of materials and

manufacturing elements, copies of tests results showing conformity to the

specifications, instruction of construction and connection method shall be attached.

The surface and under-drain water drainage system, unless otherwise indicated

in the special specifications and approved instructions shall be, separated from the

sewage drainage system and it is not allowed to connect these system with sewage

drainage system.

Contractor shall verify that the information for water drainage works fulfill the

purpose and submit a technical study prepared by a specialized agency including thehydrological and hydraulic study conform to the road classification and the project area.

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Study shall contain storm water draining from the road surface, culverts and lowering of

water table, in addition to diameters and types of the drainage network, drainage inlets

and manholes attached with the special specifications, drawings and all details.

Contractor has not right to start construction of these works before obtaining approval

of the study from the Ministry or its representative. No additional payments should be

paid to the Contractor for these drainage studies, unless otherwise indicated in thecontract documents.

5.7.2 Surface drainage:

This works consists of furnishing all materials, elements, equipments, machines

and construction of the works required for surface drainage from roads, streets and their

elements. Also, they include construction of slopes, construction of drains, drainage

basins and manhole systems and inlets according to special specifications, drawings,

contract documents or these general specifications.

5.7.2.1 Surface slopes:

Contractor shall finish the entire road and streets surface layers and all elementssuch as pavements and islands according to the longitudinal and cross slopes indicated

on the drawings, special specifications and/or specified by the Engineer which allows

the draining and direct the water towards drain's inlet or side drains. Slope values shall

comply with type of pavers used. All the surfaces of the pavement layers and the upper

surface of the Subgrade layer shall be leveled and free from depressions and

corrugations which interrupt flow of water, and lead to water collection. Contractor

shall give high attention to achieve the specified smoothness and slopes starting from

the Subgrade up to upper layers. The minimum longitudinal and transverse slope shall

not be less than the values indicated in Table (5.7.1) unless otherwise indicated in the

drawings and special specifications.

Table No. 5.7.1: Minimum Slope Limits

Minimum slope limits %Type of pavement

transverse slope Longitudinal slope

Asphalt or cement concrete 2 0.5

Concrete brick pavement 3 1

Macadam pavement 2 1

5.7.2.2 Surface Side drains:

Contractor shall execute the surface drains required for collected water from theroad surface, its elements and directly neighboring area and to transfer it towards

draining inlets of the catch basins or towards culverts. The side drains shall be

constructed in the form of gutters according to the shapes, dimensions, slopes and

locations shown on the drawings and special specifications.

Gutters shall be constructed using cast in place cement concrete or pre-cast

concrete and they can be combined with the curb or separated from it according to the

drawings and special specifications. The construction of gutters shall be according to

the quality requirements, construction method and construction joints using the method

and the materials indicated in the special specifications and the drawings or Division

fourteen (14) and Division fifteen (15) of these general specifications. Contractor shallconstruct the required drain inlets in the gutters or curbs at the specified locations and

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according to the dimensions, levels and shapes shown on the drawings and special

specifications.

The surface of the gutter shall be finished according to the dimensions and

slopes indicated in the drawings and special specifications and the level of its surface

shall be verified by an straight edge 3 meters long placed parallel to flow lines and theclearance between the bottom of the straight edge at any two adjacent contact points

shall not exceed 6 mm. This verification shall be performed at site immediately after

finishing casting, leveling and compacting, before the concrete hardening so that faults

may be repaired directly. Contractor shall remove all the parts that do not achieve the

required level and slopes without having the right to claim any additional payments.

When the special specifications require construction of catch basins, Contractor

shall execute these basins according to the dimensions and shapes using the materials

and construction method shown on the drawings, special specifications and

manufacturer's instructions. Those drains shall be covered using the suitable covers

conform to the technical requirements indicated in the special specifications and thedrawings or in paragraph (5.7.2.3.1) of this section.

The gutters and surface drains shall not lead to any interruption or danger to the

traffic on the road and all the constructed elements should be capable to restrain the

traffic loading.

5.7.2.3 Surface drainage systems:

Contractor shall furnish materials and construct the surface drainage network to

drain surface water through the inlets and catch basins. This works include provision of

pipes, joints, joint's materials, manholes, inlets and catch basins. And it includes,

construction and finishing of excavation, casting, installation, backfilling works and

execution of all the measurements and tests, according to the dimensions, levels, depths

and sites shown on the drawings, special specifications and contract documents or these


5.7.2.3.1 Materials:

All used materials and elements in the construction of the drainage systems shall

be in accordance with those indicated in the drawings, special specifications and

contract documents. Contractor prior supplying and using materials, shall, submit the

origin guarantee certificates approved by the manufacturer and the Ministry or Saudi

Arabian Standards Organization (SASO). These certificates shall indicate theconformity of the materials and elements to the approved specifications and shall

include the recommended construction and installation methods. The Engineer has the

right to take samples from the materials for testing, and Contractor shall replace any

unsuitable materials with other technically acceptable quality on his own account.

1. Inlet, Manholes and Catch Basins:

The inlet, manholes and catch basins shall be constructed from cast-in-place

reinforced or pre-cast concrete or non-reinforced concrete or from bricks and tiles in

accordance with the special specifications and drawings and according to the

dimensions and levels and locations specified in the drawings, special specifications and

contract documents.

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Prior starting construction, Contractor shall verify the road surface levels and

determine the actual locations for inlets and catch basins so that they lie in the lowest

level of the transverse cross section. Inlets and catch basins shall be constructed at the

lowest points of the longitudinal section of vertical sag curve, at road intersection and at

car parking areas if not indicated in the drawing or special specifications. Water flow

across road intersection shall be prevented.

When the manholes, catch basins and inlets are constructed using in-place cast

concrete, this concrete shall be composed of aggregate-sulphate resistance Portland

Cement mixture and shall achieve the requirements indicated in Table (5.7.2) unless

otherwise indicate the special specifications.

Pre-cast concrete elements shall conform to the requirements of the standard

specifications indicated in Table (5.7.3) according to the material's type.

Table 5.7.2: In-place cast concrete requirements

or inlets, catch basins and manhole works

Requirements Limits

minimum Cement content in the mixture, Kg./m3 350

maximum water cement (W/C) ratio % 0.5

maximum slump, mm 125

maximum entrained air content % 4

minimum unconfined compressive cubes strength after 28 days (M.Pa) 30

minimum aggregate percent passing 37.5 mm sieve % 100

Table 5.7.3: Standard Specifications of Pre-cast Elements

Materials Standard specification

Pre-cast cement concrete ASTM C 478

Concrete bricks ASTM C 139 or ASTM C 55 (1st. class)

2. Covers of Inlets, manholes and catch basins:

Contractor shall provide and construct manholes, inlets and catch basins covers

conforming to types, shapes and dimensions indicated in the special specifications and

drawings. The manufacturing of the manholes, inlets and catch basins covers shall be

from grey iron or cast iron or Structural steel and shall comply with the standard

specifications indicated in Table (5.7.4) according to materials.

Table 5.7.4: Standard Specifications of inlets, manholes and catch basins covers

Cover material Standard specification

Grey iron AASHTO M 105

Cast iron AASHTO M 103M

Structural steel AASHTO M 183M

3. Drain pipes:

Contractor shall furnish the pipes with the types, diameters and materials

conform to the special specifications and the specified specifications approved byconcerned authorities or these specifications and laying, install and construct the

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network system according to the locations, dimensions, levels and construction methods

indicated in the drawings, special specifications and manufacturer instructions.

Pipes with internal diameters less than 30 cm shall not be used in constructing

drainage system. The actual diameters, line, slopes, location of inlets and manholes

shall be identified in the drawings and special specifications.

Pipes shall conform to the standard specifications indicated in Table (5.7.5)

unless otherwise indicated in the special specifications or when no approved

specifications are available in the Kingdom of Saudi Arabia.

Table 5.7.5: Surface drainage pipe specifications*

Pipe types Standard specifications

Non-reinforced cement concrete pipes ASTM C 14, ASTM C 14MReinforced cement concrete pipes ASTM C 655, ASTM C 655M, SASO 1911

Iron pipes covered with cement mortar ASTM A 849, type C

Corrugated metal pipes AASHTO M 36

Asphalt coated corrugated metal pipes AASHTO M 190 (D)

PVC pipes ASTM D 3033, AASHTO M 3034

PVC, ABS ASTM D 2680

ABS pipes ASTM D 2661 (PS 46,SDR 35)

High resistant verified clay pipes ASTM C 700

*(Codes between two brackets refer to category).

Table 5.7.6: Standard Specifications of Joints according toMaterials and types of Pipes

Pipes joint Standard specification

Rubber gasket ASTM C 443Reinforced concrete

Cement mortar ASTM C 270

Rubber gaskets ASTM D 1869 Non-reinforced

concrete pipes Cement mortar ASTM C 270

PVC plastic pipes

Plastic asphalt slurry applied in cold

state, air tight pre-shaped plastic

gasket applied in the cold state.

ASTM F 477

Table 5.7.7: Gradation of bedding layer materials

Sieve size (mm, No.) Percent passing by weight

(1 1/2 inch) 37.5 100

(1 inch) 2.54 90-100

(No. 8) 2.36 35-80

(No. 200) 0.075 0-8

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4 Joints Materials:

Contractor shall provide the required materials for constructing joints according

to drawings, special specifications and contract documents. The used materials and

construction methods shall be capable of joining drainage pipes and elements with each

other tightly without any water seepage unless otherwise specified in the special

specifications. These materials shall conform to the used pipe's materials diameters,manufacturer instructions, and the standard specifications stated in Table 5.7.6 unless

otherwise indicated in the special specifications and contract documents.

Contractor, prior starting of supplying materials for the joints, shall submit

samples from the proposed materials with the technical specifications and construction

methods brochures prepared by the manufacturers or a specialized agency showing the

suitability of the proposed materials for the works to be executed and their conformity

with the approved specifications. Contractor has no right to commence supplying and

execution before obtaining the Engineer's approval.

5. Bedding layer under pipes:The bedding layer under the pipe lines shall conform to the gradation

requirements indicated in Table 5.7.7, unless otherwise stated the special specifications.

The plasticity index of the bedding layer for all types of pipes shall not exceed

(8) % percent according to AASHTO T-190 test.

Aggregate bedding layer shall be constructed on the full width of excavation and

with a thickness not less than (15) centimeters under the pipes with diameters up to (30)

centimeters and not less than (20) centimeters under the pipes of diameters more than

(30) centimeters.

When the bottom layer of excavation is silt or clay soil a sand layer separating

between the bottom of excavation and the bedding layer with thickness not less than 10

cm shall be constructed.

When the special specifications indicate to construct bedding layer using cement

mortar, the bedding shall be constructed for the full width of excavation and with

thickness not less 10 cm. The mortar shall compose of cement-aggregate mixture using

cement content not less than 300 kg/m3. The 28 days cube strength shall not be less than

25 M.Pa and water-cement ratio shall be within the lower limits to provide enough

workability of the mix and the slump shall not exceed 75 mm.

5.7.2.3.2 Construction:

1. Excavation:

Excavation works shall be performed for the pipes and manholes at site to the

depths specified in the drawings, special specifications and the Engineer's instructions

according to requirements in section (5.6) of this Division, unless otherwise indicated in

the special specifications.

Sides of the excavation shall be vertical unless otherwise allowed. When

inclined excavation sides are allowed, excavation in the lower part shall be vertical for a

height not less than 30 cm over the top of the pipe. The additional required excavationfor the joints and gaskets shall be made after preparing excavation bottom. Unsuitable

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materials which are not suitable of providing a stable foundation for the pipes during

construction or operation shall be removed and replaced with suitable materials,

according to the requirements of section (5.6) of this Division.

The excavation width, for all pipes having diameter less than one (1) meter, shall

not be less than the pipe external diameter plus 15 cm and it shall not exceed theexternal diameter of the pipe plus the radius of the pipe or 30 cm whichever is grater

from both side. However, for pipes with diameter more than one (1) meter the minimum

limit for excavation width shall provide a distance between the external sides of the pipe

and the excavation side slope or support elements of not less than 30 cm and not more

than 60 cm.

Contractor shall store excavated suitable materials for use in the subsequent

works and to dispose the west and unsuitable materials according to section (5.3) of this

division.

2. Construction of Manholes, Inlets and Catch Basins: Excavation in manholes areas, inlets and catch basin construction areas shall be

carried out according to the specified dimensions and levels in conformity with the

requirements of section (5.6) or according to special specifications. The excavation

dimensions shall be sufficient for constructing all works such as framework, concrete

casting, installation of joints and pre-cast or manufactured elements as indicated in the

drawings and the special specifications. Bottom excavation levels shall be verified such

that the upper surface levels of the manholes, inlets and catch basins, after installation

of the frames and covers, shall conform to the surface levels of the road.

Prior staring of construction works, the surface on which the foundation will be

executed shall be leveled and compacted so that it provides a level foundation

conformed to the approved levels and capable to sustain the following works. When

using pre-cast elements an aggregate layer 10 cm thick shall be constructed leveled and

compacted below the pre-cast foundations.

Installation of the pre-cast concrete elements shall be carried out using the

suitable machines and equipments which are capable of lifting and inserting elements to

the specified depths and locations without causing any damages to elements and

excavation side slopes or other elements. Special care shall be taken for the inlets and

pre-cast joint elements for pipe joining and it should be compatible with the diameters

and directions of pipes.

When constructing these works using in-place cast concrete all the concrete

works shall be carried out with framework, using the concrete type which achieves the

quality requirements indicated in the drawings and special specifications. All the

concrete production, casting and curing works shall be performed according to the

requirements of division (14) of these general specifications unless otherwise indicated

in the special specifications and contract documents. The construction of the joint's inlet

and installation of elements shall be performed according to indicated dimensions, sites

and levels, and it is not permissible, by any means, to prepare these inlets after casting

the walls, and the elements of joints shall be installed so that they pass the full thickness

of the walls and projected to enough distance sufficient for pipe connections.

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Joints between pre-cast pieces shall be filled by using cement mortar or rubber

sealing materials or sealants materials or any other type according to the special

specifications and contract documents. When using cement mortar the mortar shall be

composed of cement-sand mixture in the proportion of 1 cement to 2 sand, and it is not

permissible to use any mortar have been mixed after 30 minutes and it is prohibited to

remix it by adding water.

Joints shall be constructed with flexible gaskets such that they provide a flexible

air tight connection, but preformed sealant joints shall comply with AASHTO M-198

requirements and shall be performed according to the manufacturer's recommendations.

When constructing the walls using bricks the used bricks shall be conform to the

quality requirements indicated in the special specifications and drawings. The bricks

shall be soaked in water before installation for a period not less than 24 hours before use

and they shall be installed on a layer of cement mortar conforms to the above mentioned

requirements. The executed walls shall be proper, level and compliant with the

dimensions and levels shown on the drawings and indicated in the contract documents.During construction the required inlets of joints shall be left for subsequent connection

of the pipes or immediately installing the required joint elements of required

dimensions, locations and levels specified on the drawings and indicated in the special

specifications. The walls shall be coated with the cement mortar which is composed of

cement and fine sand mixture in the proportion of one to one (1:1). A layer of water

proofing materials shall be executed when the special specifications indicate that.

Special care shall be taken for all concrete and cement constructed elements by

maintaining wetting, preventing evaporation and providing the required conditions to

prevent appearance of any cracks. When such cracks are noticed, Contractor shall take

the required measures to fill them using the approved and technically acceptable

materials without any additional costs for this work and if the Contractor failed,

according to tests, to achieve that, he shall remove unacceptable constructed works and

re-construct it on his own expense according to approved specifications.

Contractor shall not start installation of manhole frames and covers before

finishing road pavement layers. The manholes, inlets and catch basins shall be covered

with metal sheets capable to sustain loads resulting from the machines and equipments

used in construction of asphalt layers. These plates shall be removed after completing

construction and the frames and covers should be installed. High care shall be taken to

insure that the covers and frames surfaces are compatible with the pavement surface.

The covers and frames shall be installed on a reinforced concrete bed

constructed according to the drawings and special specifications. It is not allowed to

start the installation before the end of the concrete curing period and reaching the

required strength which shall not be less than 80% of the indicated design strength after

28 days.

When inconformity of the cover and frame surfaces with the final surfaces of the

pavement is noticed Contractor shall modify the manholes, inlets and catch basin levels

by cutting the concrete or adding the suitable thickness for the constructed concrete

according to the used technical methods without having the right to claim any additionalcosts for this work.

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3. Pipe installation and construction of joints:

Laying and installation of pipes shall be at the required locations and in

accordance with the slopes and levels shown on the drawings and contract documents

by using the technically acceptable methods and equipments. Installation shall be on a

prepared bedding layer so that it provides a complete and stable foundation for the full

length of the pipes.

Pipes shall be loaded, transported and inserted carefully to avoid any damage

and Contractor shall replace all the damaged or broken pipes with other sound pipes on

his expense.

It is possible, as directed by the Engineers, to repair galvanized steel pipes

according to AASHTO M-36 specification and when the asphalt coated layer is

damaged a new coating layer shall be executed by using materials conform to AASHTO

M-190 specification.

Pipes and all their elements shall be laid according to the manufacturerrecommendations and it shall be cleaned from wastes and ingredient materials before

laying process. Locations and levels of the pipes shall be verified by the approved

surveying methods. The deviation of the pipes from connecting line between two

manholes shall not exceed 12 mm from centre line, and shall not exceed the design level

by more than 3 mm. The gradients of the flow surface in the pipes shall not be less than

0.005, unless otherwise allowed by the special specifications,

The ends of the adjacent pipe shall be identical and with continuous flow

surface. The joints shall be made using the methods indicated in the manufacturer

brochures and by using the materials indicated in those brochures or special

specifications.

When pipes are proposed to be laid on cement concrete bedding, prior

construction of such bedding, pipes shall be laid, leveled, fixed using seats of concrete

pieces capable to sustain the pipe weight. After the Engineer verifies the pipe stability

concrete casting shall be started from one side of the pipe with complete filling

underneath until achievement of required contact for the full length and the filling

process shall not leads to any damage, then casting is continued on both sides of pipe up

to thickness specified on the drawings or in the special specifications or according to the

Engineer's instructions.

Joint connection between the pipes shall be executed using the materials and

methods indicated by the manufacturers or in the special specifications or the drawings

or as stated in this section. The joint method shall provide stability of the pipes as to

each other during construction. Also it shall insure non-leakage of water from the pipes

unless otherwise allowed by the special specifications.

4. System Testing:

Contractor shall, in the presence of the Engineer, test the drainage system which

is composed of non-perforated pipes and sealant gaskets immediately after finishing

installations and connecting all the elements by using one of the following methods in

accordance with special specifications or according or as accepted by the Engineer:

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a. Static pressure water test:

This method is summarized in providing a water source through a vertical pipe;

this source shall be higher than the top of the pipe by a distance of 1.2 meters providing

that this height does not exceed the lowest pipe end by more than 6 meters. A suction

period in the pipes of one (1) hour shall be allowed then the leaking water shall be

measured by adding water to compensate for that leakage using measuring gradatedtube during half an hour, the measurements shall be taken in regular periods every 10

minutes and recording the required water volume in each measurement to increase the

water level to the original level at the beginning of the measurements.

The quantity of the water required for compensation shall not exceed the

following quantities according to the diameters of the tested pipes:

-

0.06 liter per hour for each 100 meters for pipes with diameters up to 30 cm.

- 0.12 liter per hour for each 100 meters for pipes with diameters more than 30

cm.

b.

Pressure air test:The system shall be tested after being airtight by applying on tested part an air

pressure equal to water column pressure 100 mm high through a U-shape tube then all

the system elements are inspected at this pressure by a soap solution and monitoring any

leakage of the soap bubbles. Contractor shall carry out the required repairs at all the

leakage points including replacement of the elements and pipes if necessary and he shall

repeat the test until he completely verifies that no seepage of the soap bubbles exists.

Then the air pressure shall be increased until it becomes equal to 100 mm water

pressure, the pressure should not decrease to less than 75 during 5 minutes.

Contractor on his expense shall repair all the defects that may occur as a result

of the test without having the right to claim any additional compensation for this work.

It is not permissible to allow the Contractor to start backfill before inspecting, testing,

and accepting the system and handing it over to the Engineer. Contractor is responsible

for the results arising due to his failure to adhere to this.

5. Backfill:

Prior to start Backfill works all pipes' installations and their elements,

constructing manholes, finishing joints, testing shall be completed and approved by the

concerned authority. Also it is not allowed before the hardening of concrete and

reaching a sufficient strength of not less than 80 % of the design strength in order to

bear the pressures arising from backfill and compaction equipments.

Backfill shall be carried out using acceptable materials according to section (5.6)

of these general specifications and the special specifications. When the pipes are

protected from corrosion by any materials care must be taken to avoid any damage to

the protection materials and backfill shall be performed, regardless of its materials used,

in a balanced way on both sides of the pipes.

If settlement occurs in the pipes during spreading and compacting of backfill

materials, the materials shall be re-excavated, then a preparation of the lower layer

under the pipes, and re-laying of pipes shall be carried out, according to special

specifications or these general specifications. The Contractor shall be responsible for all

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the costs resulting from these works and he has no right to claim any additional

payments.

Backfill shall be constructed around drainage pipes and over them to a height

not less than 30 cm using compatible graded granular materials, in compacted layers not

more than 15 cm thick, using manual or mechanical compaction equipments, which donot cause any damage to the installations and achieve the uniform degree of compaction

for the full depth of the layer, not less than 95% of the maximum dry density at a

moisture content not vary from optimum moisture content by more than 2 % according

to modified proctor test AASHTO T-180.

When the special specifications require using of cement treated backfill

materials or cement concrete around pipes it shall be constructed according to the

special specification requirements and the surfaces on which they shall be constructed

should be free from any deleterious materials and wetted before concrete casting. The

quantity of cement in the concrete mixture shall not be less than 150 kg/m3, and the

cube strength after 28 days shall not be less than 10 M.Pa, and slump shall not exceed75 mm. The mixture shall be used, within one hour after its preparation.

After completion of filling works around and over pipes and acceptance of

testing and compaction results then the construction of the remaining of the backfill

works shall be done according to the requirements of section (5.6) of these general

specifications and by using the technically acceptable equipments and materials

providing that their classification shall not be less than A-2-4 according to AASHTO

M-145.

Each layer shall be compacted uniformly for the whole thickness up to

compaction 95% degrees of compaction of the maximum dry density according to

modified proctor test AASHTO T-180 at moisture content not vary from the optimum

moisture by more than the 2% as specified by modified Proctor test.

The contractor shall place warning strips on each layer of backfill and he shall

delineate type and depth of service clearly.

5.7.3 Under Drains Works:

This work consists of underground drainage using under drains pipes. It includes

supply of materials and construction of works according to the dimensions, slopes and

levels shown on the drawings and the special specifications or these general

specifications and the manufacturer's instructions.

5.7.3.1 Materials:

1. Under drains pipes:

When the special specifications and contract documents require a construction

of under drain system, Contractor, shall provide the pipes, joints, materials, with a

compliant dimensions of holes and slots to construct the network according to the

depths, locations, levels, slopes, dimensions and the method for connecting the system

with the other drainage systems or to culverts or low areas according to the special

specifications and drawings.

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The under drain system shall be constructed using concrete or verified clay pipes

or steel or PVC or corrugated aluminum pipes. These pipes shall be pre-perforated or it

is possible to use joints which allow the entry of water to the pipes, as required by

special specifications and drawings. Those pipes shall conform to the requirements of

the standard specifications stated in Table 5.7.8 unless otherwise indicated in the special

specifications.

When the special specifications require the using of perforated pipes the

perforation of pipes shall be made with circular holes or in the form of slots according

to the special specifications. The diameters of the circular holes in the PVC pipes shall

vary between 5-10 mm in 4 symmetrical rows parallel to the pipe's axis and the distance

between adjacent holes in one row shall not exceed 10 cm. The opening of the slots

shall be made in two rows parallel to the axis and the slot width varies between 1.5-3

mm and the distance between the slots is 20-30 times the slot width. For metal pipes the

execution of circular holes or slots shall be according to AASHTO M-36 test also the

holes must be open before treated and covering pipes.

The under drain pipes shall be manufactured from aluminum sheets of thickness

not less than 1.22 mm and any type of perforation can be use, while the steel pipes shall

be manufactured from sheets of thickness not less than 1.32 mm.

The asphalt coated metal pipes shall be covered by using asphalt materials

conforming to requirements of specification AASHTO M-(190, 243).

Table 5.7.8: Standard Specification of Under Drain pipes

Pipe types Standard specifications

Concrete pipes AASHTO M (175M)

Verified Clay ASTM C 700

metallic-coated pipes AASHTO M 36, AASHTO M 190

PVC ASTM D 3033, ASTM D 3034 (SDR35)

ABS ASTM D 2751

Aluminum corrugated pipes AASHTO M 196

2. Under Drain aggregate (filter material):

The filter layer around the under drain pipes shall be constructed from freedrainage aggregate materials which allow the seepage of water and prevents passing of

the soil particles to the pipes. Unless otherwise indicated in the special specifications it

shall be from clean, crushed water resistant or natural aggregate, and the total density of

the aggregate shall not be less than (2.35) gram per cubic centimeter, the water

absorption percent shall not exceed 2.5% and abrasion according to Loss Angles test

shall not exceed 40% for 500 cycles.

The materials used shall achieve the suitable gradation for allowing water

seepage and preventing soil particles passing. When choosing the gradation it shall be

verified by the following relationships or any other relations and requirements indicated

in the special specification:

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a) The ratio between filter material gradation around the pipes and the

surrounding soil gradation:

1- The product of dividing the sieve size through which passes only 15 % of the filter

material D f (15) over the sieve size through which 85 % of the surrounding soil pass

D s (85) shall be less or equal to 5, according to the following relationship:

D f (15) / D s (85) ≤ 5

2- The product of dividing the sieve size through which passes 50 % of the filter

material over the sieve size through which 50 % of the surrounding soil pass shall

be equal or less than 25, according to the following relationship:

D f (50) / D s (50) ≤ 25

This equation must not be used if the surrounding soil is clay soil, and the sieve size

which pass passes 15 % of the filter material is 0.4 mm or more

3- The product of dividing the sieve size through which passes 15 % of the filter

material D f (15) over the sieve size through which 15 % of the surrounding soil pass

D s (15) shall be equal or greater than 5, according to the following relationship:

D f (15) / D s (15) ≥ 5

b) The ratio between the filter material gradation and the under drain pipes

perforation openings:

The product of dividing the sieve size through which 85% passes of the fill material

around the pipes D f (85) over the drain slots width in the pipes shall be greater than

1.2 for slot opening pipes according to the following relationship:

D f (85) / Pipe slot width > 1.2

The product of dividing the sieve size through which 85 % of the fill material around

the pipes D f (85) over the diameter of drain holes in the pipe shall be greater than one

(1), according to the following relationship:

D f (85) / Pipe hole's diameter > 1

Such that:

Df = Sieve size through which the percent passing of the filter material is indicated between two brackets.

Ds = Sieve opening through which the percent passing of the filter surrounding soil is

indicated between two brackets.

Pipe slot width - Drain slots width in the pipes

Pipe hole's diameter - Diameter of drain holes in the pipe.

No. 15, 50, 85 – Represent the percent of passing from the sieve.

Filter layer shall be of good grading and its conformity index shall not exceed (D60 / D10

≤ 20) except otherwise stipulate special specifications for a specific gradation of filter

layer material, it is possible to follow the gradation indicated in Table (5.7.9) and it is

necessary to verify it on the basis of the mentioned correlations, knowledge ofsurrounding soil gradation, and shape/dimensions of pipe holes.

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Unless otherwise specified in the special specification the gradation for the filter

layer it is possible, to use the gradation shown on Table (5.7.9), but it is necessary to

verify the gradation on basis of the above relationships using known gradation of soil

around and the shape and dimension of pipe slot.

When the under drains lie within traffic load distribution area the fractured faces

of the materials retained on the 4.75 mm sieve shall not be less than 90 %, the percentof aggregate abrasion shall not be more than 40 % according to loss Angeles test for

500 cycles and total water absorption shall not exceed 2.5 % and the total density shall

not be less than 2.35 % g / cm3.

c) Geotextile:

In case the special specifications indicate the use of Geotextile or Geocomposite

material the used material shall conform to the type and requirements shown on the

drawings and special specifications and it shall be constructed in accordance with the

manufacturer's instructions. Unless otherwise the special specifications indicate the Geo

textile material shall achieve the requirements shown in Table (5.7.10).

Table 5.7.9: Gradation of the under drain filter material

Sieve size (mm, No.) Passing percent, by weight

37.5 (1.5") 100

25.4(1") 95-100

12.5 (1/2") 25-60

4.75 (No.4) 0-10

2.36 (No.8) 0-5

2.0 (No. 10) 0-2

Table 5.7.10: Geo-textile Materials Requirements

Properties Test method Values

Minimum Grab Tensile Strength, Newton ASTM D 4632 500

Minimum Puncture Strength, Newton ASTM D 4833 200

Minimum Tear Strength, Newton ASTM D 4533 200

50 % or less 0.6Apparent opening size less than

or equal, (mm) according to

percent passing of surroundingsoil in No. 200 sieve. 50-85%

ASTM D 47510.3

Minimum Permeability, mm/Sec ASTM D 4491 2

d) Under drain outlets:

Disposal of under drain water shall be performed according to the method, at the

specified location and using the materials shown on the drawings and special

specifications. Contractor shall submit source guarantee certificates which show

conformity of materials and elements with the approved specifications.

The under drain ends and outlets such as elbows, pipes and joints shall be

constructed using the same materials used in the construction of the drainage systemand their diameter shall not be less than 10 cm, it shall be connected with the system's

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pipes and with each other using the materials and method recommended by the

manufacturer and the approved method for joining the pipe system considering that the

outlets and ends shall be non-perforated and it is not allowed to combine steel and

aluminum together.

When the under drain system is constructed in rolling areas the outlet ends shall be carried out by using reinforced concrete in the shape of a vertical wall and wing

walls according to the special specifications and drawings and the slopes shall be

protected from erosion.


Excavation for the construction of the under drain works shall be performed

according to the requirements of section 5.6 of this Division, in accordance with the

dimensions, levels and depths shown on the drawings and special specifications

considering that the trench width shall not be less than the outer diameter of the pipes

plus a distance of 10 cm from each side, and the excavation width shall not be less than

25 cm. The trench dimensions shall be adequate for laying the under drain pipes, theaggregate filter layer and the geotextile according to the drawings and the special

specifications. The trench bottom shall be prepared according to the specified slopes

such that it provides a sound and stable support base for the drainage elements. After

leveling and preparing the trench bottom, aggregate bedding layer not less than 5 cm

thick shall be executed.

When the drawings and special specifications require using geotextile material

or when carrying construction in soil type A-4, A-5, A-6, A-7 the used geotextile shall

be conform to the approved type and it shall be spread all over the excavated trench

width so that it accommodates all the elements of the drainage system and the filter

material in such way that it provides an overlapping in the upper part not less than 30

cm without need for tension. The geotextile materials shall be spread along the whole

drainage system so that an overlapping of not less than 30 cm is achieved between

adjacent pieces and the overlapping shall be downstream.

All the loose, deleterious materials and any materials that may damage the geo-

textile shall be removed from the excavation bottom before spreading. The spreading of

the geo-textile material, laying of pipes and installation of joints and spreading the filter

layer materials shall be performed in such a method which insures that no damage shall

be inflicted on the geo-textile such as puncturing or tearing or any other damages. When

such damages are noticed, Contractor shall modify the work method or the usedmaterials and shall replace the damaged textile pieces with other sound pieces or spread

new sound pieces over the damaged pieces, providing that the spreading and approved

overlapping conditions should be achieved.

After spreading the geo-textile material the filter aggregate layer material shall

be spread considering that no damages occur to the geo-textile material or its stability

on its place.

Laying and installation of under drain pipes outlets and ends shall be performed

according to the locations, slopes and levels shown on the drawings, special

specifications and manufacturer instructions. The perforated side of pipes shall be in the bottom and all the pipes, joints, ends and outlets shall be cleaned before starting laying

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and installation process. It is not allowed to backfill over pipes and the system joints

before being tested, inspected and accepted by the Engineer.

The filter layer shall be spread in layers with maximum thickness not more than

15 cm around the pipes and all over the trench width with light tamping taking into

account that no damages occur to the pipe installations or the geotextile materials.

After the construction of the drainage system and the aggregate filter layer and

finishing it up to the levels shown on the drawings and in the special specifications, the

filter layer shall be covered with the previously spread geotextile to provide the required

overlapping.

After covering the pipes and surrounding filter material with geotextile and

fixing the ends, the trench backfilling shall be completed with a free drain aggregate

material unless, otherwise special in specifications that the backfilling should be for the

whole trench with the same filter material surrounding the pipes and covering with geo-

textile material for the whole depth. Backfilling shall be constructed in layers not morethan 10 cm thick compacted up to 95 % of the maximum dry density.

When the under drain lines lie within the pavement areas, the pavement layers

shall be constructed as soon as possible and it is not allowed to leave the under drain

trenches exposed for a period of more than 3 months after the completion of the under

drain system installation and backfilling. When this period is exceeded that the backfill

layers that mixed with the soil shall be removed and substituted with acceptable new

materials. However, when these lines lie outside the road a fill layer 30 cm thick shall

be constructed using soil type (A-4, A-5, A-6, A-7,) at the upper part of the trench to

prevent surface water seepage to the under-drain.

5.7.4 Edge drains:

When special specifications indicate the construction of the edge drains using

pipes for purpose of surface water draining from Base and Subgrade layers, the

Contractor shall furnish the materials and construct the works according to the

requirements, dimensions and locations shown on the drawings and in the special

specifications.

5.7.4.1 Materials:

1. Pipes:When the special specifications require constructing edge drains using pipes,

these pipes shall conform to the types and diameters shown on the drawings and special

specifications or requirements of the specifications indicated in Table (5.7.8) under

drain pipes of this section, and they shall be installed and connected according to special

specifications and manufacturer instructions.

2. Geo-composite:

When the special specifications indicate the use of geocomposite, it shall

conform to the special specifications and its construction shall be performed at the

required locations with the dimensions, levels and details indicated in the drawings,

special specifications and manufacturer instructions.

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Contractor, prior starting the material supply, shall submit approved copy of the

source certificate, construction instructions and the technical specifications of the

materials and at least two samples of the material. The Engineer has the right, before

accepting material, to require carrying out the necessary tests in an independent

approved laboratory.

All materials and elements recommended by the approved manufacturer

including outlet drains, elements and ends shall be furnished.

The geo-composite, unless otherwise indicated in the special specifications, shall

be composed of the internal core and the outer part which is composed of filter fabric.

3. The core:

The core shall be rectangular, flexible, hollowed, made of Polyolefin and strong

enough to resist vertical loads and pressures arising from installation, backfill and traffic

loads. It shall allow water entry and flow freely and shall conform to the requirements

stated in Table (5.7.11) unless otherwise specified in the special specifications.

4. Filter fabric:

The filter fabric shall be made of non-woven polyolefin and free of chemical

treatments. The filter fabric should achieve the requirements indicated in Table (5.7.12)

unless otherwise indicated in the special specifications.

All the resistances shown in the table shall be considered as the average

minimum strength which can be obtained when testing with the weakest direction and

the samples shall be taken according to ASTM D 4354.

Table 5.7.11: Geo-composite core requirements

Properties Test method Limits

Maximum water absorption % ASTM D 570 0.05 during 24 hours

Fungus resistance ASTM G 21 Negative

(No growing fungus)

5. Prefabricated drains from Geo-composites:

Underground or prefabricated edge drains shall be composed of geo-composites,

from core and filter fabric. After fabrication verification shall be performed to insure

that the drain dimensions conforming to the dimensions shown on the drawings and thespecial specifications and that its thickness is not less than19 mm. Also verification

shall be performed to insure that the filter fabric is bonded constantly with the core. The

filter shall achieve the requirements indicated in Table (5.7.13) unless otherwise


6. Drain outlets:

Pipes and elements of the drain outlets shall be composed of the same types of

the pipes used in the drainage system in accordance with the special specifications,

drawings and manufacturer's instructions providing that they shall not be perforated and

their diameter shall not be less than10 cm.

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Table 5.7.12: Filter fabric requirements

Properties Test method Requirements

Minimum Permeability, mm/sec ASTM D 4491 2

Apparent Opening Size, mm ASTM D 4751 0.15-0.3

Minimum Grab tensile Strength, Newton ASTM D 4632 500Minimum Puncture strength, Newton, ASTM D 4833 200

Minimum Tear strength, Newton, ASTM D 4533 200

Minimum Elongation, %, ASTM D 4632 35

Minimum Mullen Burst Strength, Kpa, ASTM D 3786 1000

Minimum Seam Strength, KN/MASTM D 4595

(wide slice method)14

Minimum Unit Weight, kg/m 2, ASTM D3776 0.14

Minimum UV Resistance, retained rays ratio ASTM D 4355 80

Fungus resistance ASTM G 21 Negative

Notes on Table 5.7.12:1. Filter fabric section which lie in the pavement layers side is considered, after constructing the

overlapping, gluing or bonding, the critical permeability section. a section of filter fabric with thesame characteristics, i.e., as fabricated and installed, should be tested to ensure that the overlappedsection conform to the specified requirements. When the drain's filter fabric is not overlapped on the pavement side, the Contractor may test a normal thickness of the filter fabric to determine itsacceptability.

Table 5.7.13: Requirements of prefabricated drains from geocomposite

Properties Test method Requirements

Minimum compressive strength (at

20 % maximum deformation), KPa,

ASTM D 1621(specimen dimensions

30x30 cm)

345

Minimum Peel Strength, kg/mm of

width, (bonding fabric to fabric,

fabric to core, and fabric to

projecting elements)

ASTM D-903 0.05

Minimum In-Plane flow (cross

sectional area, Hydraulic

transmisity) m3/m2 of the width

ASTM D 4716

(using a specimen at least

600 mm long)

0.003

Notes on Table 5.7.131. Peel strength shall be tested for all three cases using two flexible specimens (filter fabric) to test

fabric to fabric bonding and a flexible specimen with solid specimen (filter fabric material withcore) to test filter fabric bonding with core or projection. The specimens shall be jointed witheach other using similar method for fabricated and installed drain. Thickness of the used coreshall be equal to normal thickness for the core before covering with filter fabric. This representsa special case from the 3 mm limit case specified in the standard test.

2. Rate of flow test shall be performed with a gradation of 10 % and a normal pressure of 70.0 K.Pa

for a period of not less than 100 hours.


Geo-composite edge drains or under drains shall be installed at locations and to

the depths shown on drawings, the special specifications and manufacturer instructions.Contractor shall proof his previous experience in constructing such works or to sub-

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subcontract a qualified agency. The Engineer has the right to request the presence of the

manufacturing company to supervise and verify that the construction in conformity with

requirements and instructions.

The edge drain trench shall be excavated at the locations and according to the

dimensions and levels specified in the special specifications and manufacturerinstructions. Before starting the construction drains the excavation bottom shall be

inspected, handed over and cleaned from all deleterious and loose materials.

The geotextile material shall be spread over the excavated bottom to provide

enough space for the coating and overlapping for collection pipes and/or the drain core

from geocomposites according to the specified condition, then the geocomposite drain

shall be fixed at the far end of the road edge from the trench and installation of all the

joint elements and outlets according to drawings, special specifications and

manufacturer instructions.

After completing the construction of the drains, all their elements and outlets,verification and acceptance of construction, backfill shall be carried out using

compacted filter aggregate layers, these layers should be compacted using vibratory

plates having compaction power not more than 22 Kilo Newton, up to 90 % of the

maximum dry density determined by AASHTO T-99, unless otherwise indicated in the

special specifications, and all the necessary precaution shall be taken to avoid any

damages which may occur to the drains.

When the width of the excavated trench is less than 0.5 meter, the backfill shall

be performed using clean sand in one layer and compacted by using vibratory plates or

water submersion.

5.7.5 Filter layers:

When the special specifications, drawings and manufacturer instructions indicate

construction of filter bed or filter layers for the edge drains or backfill from untreated

cement or asphalt treated aggregate materials, the construction of such layers shall be

performed using the materials, methods, in the location and with the thickness indicated

in the special specifications and the approved drawings or these general specifications.

5.7.5.1 Filter layers from untreated aggregate:

The layers from untreated aggregate shall be executed by using the specified

gradation in the special specifications and it is possible except otherwise indicatespecial specifications, to use one of the gradations indicated in Table (6.4.3) of section

6.4 "untreated base", and the materials shall meet the quality requirements stipulated in

the special specifications or in Table (5.7.15) of this section. Construction shall be

carried out according to the special specifications or the requirements for constructing

the base or backfill in these specifications. Untreated aggregate filter layer gradations

shall achieve with the gradation of aggregate sub grade over it the following

correlations:

1- To prevent a drop in pressure in the filter layer

D15f / D15b > 4

2- To prevent leakage of material particles from sub grade to filter layer:D15f / D15b < 20, D50f / D50b < 25, D15f / D 85b < 5

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Whereas:

Df , D b- Sieve opening diameter of filter material (f) or base (b)

Numbers: (85, 50, 15) – Passing rate from sieve.

Filter layer material must be well graded and the percent of materials which passed

sieve No. (200) shall not be greater than 5% to forbid the internal movement of soft particles and the maximum size of uses materials eight (8) cm as to forbid segregation .

5.7.5.2 Cement treated filter layers:

Cement treated filter layers shall be constructed according to the locations

shown in the drawings and the special specifications or these general specifications. If

no specific gradation or quality requirements are identified in these documents the

construction shall be performed according to the gradation indicated in Table (5.7.14)

and the qualitative requirements stated in Table (5.7.15).

The cement treated filter layers shall be constructed, maintained and finished

according to the special specifications or construction requirements indicated in section(6.5) of these general specifications, considering that the cement quantity used shall not

be less than 150 kg/m3 of the mix. The cement used shall be sulphate resistance type

unless otherwise specified in the special specifications.

Table 5.7.14: Cement treated aggregate materials gradation for filter layers

Sieve size, mm (No.) Percent passing, by weight, %

37.5 (1.5 inch) 100

25.4 (1 inch) 88-100

19 (3/4 inch) 50-809.5 (3/8 inch) 15-40

4.75 ( No. 4) 0-16

2.36 (No. 8) 0-6

0.075 (No. 200) 0-2

Table 5.7.15: Quality requirements of aggregate materials

Properties Test methodRequirement

limitsMinimum Aggregate angularity for coarse

aggregate, %,ASTM D 5821 90

Maximum Los Angles abrasion, % AASHTO T-96 45

Minimum Sand equivalent, % AASHTO T-176 55

Minimum Total specific density of

aggregate, gram/cm3 AASHTO T-85 2.35

Maximum water absorption of aggregate, % AASHTO T-85 2.5

Maximum Soundness by sodium sulphate % AASHTO T-104 15

5.7.5.3 Asphalt treated filter layers:

Asphalt treated filter layers shall be constructed according to the specialspecifications or these general specifications according to the thickness and locations

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indicated on the drawings and special specifications. When no specific requirements are

specified in the special specifications or the drawings, the construction shall be

performed according to the gradation indicated in Table (5.7.16), and the qualitative

requirements indicated in Table (5.7.15).

Construction and finishing of the asphalt treated filter layers shall be carried outaccording to the requirements of asphalt treated base layers indicated in section (6.6) of

these general specifications, unless otherwise indicated in the special specifications.

Table 5.7.16: Asphalt treated aggregate materials gradation

Sieve size, mm (No.) percent passing, by weight

25.4 (1 inch) 100

19. (3/4 inch) 90-100

12.5 (1/2 inch) 35-65

9.5 (3/8 inch) 20-45

4.75 (No. 4) 0-10

2.36 (No. 8) 0-5

0.075 (No. 200) 0-2

5.7.6 Culverts:

This work consists of furnishing of the materials, labor, and the requiredequipments to construct the various types of culverts and their different elements such

as inlet/outlet wing walls, and protection and curing works according to the dimensions,

levels and using the materials shown on the drawings, special specifications, contract

documents or these general specifications.

5.7.6.1 Materials:

1. Precast culverts:

When precast elements are used in the construction of box culverts, these

elements shall be produced by licensed and approved factories from the concerned

authorities. Contractor prior starting materials supply and culverts construction, shall,submit to the Engineer a list of the materials he intends to supply and their sources

attached with approval of the manufacturer, the applied quality control system, the

specifications of materials and elements and test results of samples. The Engineer has

the right to carry out additional tests in an independent laboratory on the expense of the

Contractor when necessary. The Contractor shall submit the operation manual issued by

the manufacturers includes the instructions, methods and requirements of construction,

joints and materials, and he shall follow completely these instructions and requirements.

Precast elements of pipe culverts may be from reinforced concrete or smooth or

corrugated metal pipes and they shall achieve the requirements of the standard

specifications indicated in Table (5.7.17) according to types unless otherwise indicatedin the special specifications.

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Table 5.7.17: Standard Specifications of Pipe Culverts

Pipe type Standard specifications

Un-reinforcement concrete pipes ASTM (C 14, C 14M)

Reinforced concrete pipesASTM C 76, ASTM (C 655, 655

M), SASO 1911

Arched sections reinforced concrete pipes ASTM C 1504

Corrugated steel structural plates constructions AASHTO (M 167, M 167 M)

Corrugated steel pipes AASHTO M 36, ASTM A 760

Polymer precoated corrugated steel pipes AASHTO M 245, ASTM A 762

Pipes shall be reinforced with circular reinforcement and another layer of

reinforcement shall be added to the pipes with diameter more than 75 cm, of a length of

not less than 30 cm extended to distance not less than 20 cm into the projections, provided that they do not exceed the length of those elements. The cube strength of

concrete shall not be less than 35 M.Pa and the cement content in the mix shall not be

less than 350 kg/m3. The concrete used in manufacturing the culverts and drain pipes

shall achieve all the requirements indicated in specification AASHTO M-170 unless

otherwise indicated in special specifications Taper of pipe joint ends shall not exceed 7

degrees to connect the projection and not more than two (2) degrees for the gasket joint.

Joining process shall be performed using joint materials indicated in the special

specifications or recommended by the manufacturer. Before using any joint material

Contractor shall submit a technical report including type and composition of the

proposed material, method of construction and an approval certificate from theconcerned authorities.

The joints can be performed using the cold state flexible joint materials

composed of asphalt base, filler material and rapid solvent materials and it shall be

consistent and workable in the cold state to coat pipe ends up to 13 mm thickness. It

shall be capable of joining the pipes with each other according to the technical

specifications.

Flexible joint gaskets can be used to join the projection and cavity pipes and

they shall be composed of strong rubber mixture with filler material and a small amount

of solvent.

Box culverts from pre-cast elements shall achieve standard pre-cast concrete

element requirements for box culverts according to standard specifications AASHTO M

259M or AASHTO M 273 M for culverts constructed with protective layer of not more

than 60 cm and subjected to road loads.

2. Cast-in-Place Culverts:

Culverts and all their elements such as vertical walls and wings walls cast on site

shall be constructed using the materials indicated in the special specifications or the

approved materials in the job mix formula and the used concrete shall achieve the

requirements stated in Table (5.7.18) unless otherwise indicated the specialspecifications.

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Unless the special specifications otherwise indicate, the aggregate shall achieve

the requirements indicated in Table (5.7.19). While the Cement shall be a sulphates

resistant type and shall achieve the requirements of standard specification ASTM C 150

unless otherwise the special specifications permit using of another type.

The water used for producing and maintaining the concrete shall be clean, pure

and free from impurities and harmful materials. It shall be tested according to AASHTOT-26 test as directed by the Engineer.

The reinforcement steel used shall conform to the type and diameters shown on

the drawings and special specifications and shall achieve the specification requirements

specified in Division 14 of these general specifications.

When the special specifications indicate or the Engineer requires the use of

some additives or chemical admixture, these materials shall conform to the types

stipulated in the special specifications or the drawings or approved by the Engineer and

they shall comply with specification requirements indicated in Division 14 of these


Table 5.7.18: Culverts Concrete Requirements

Properties Test method Limits

Quantity of Cement, kg/m3 - 350

Minimum Compressive strength, M.Pa

AASHTO T-22,

Sample preparation according

to AASHTO T-23

35

Maximum water /cement ratio % - 0.5

Slump, mm AASHTO T-119 50-100

Table 5.7.19: Aggregate Requirements for Culverts Concrete

Requirements Test method Soft aggregateCoarse

aggregate

Reference standard specification AASTO M-6 AASHTO M-43

Maximum percent of Clay

materials,%AASHTO T-112 0.5 0.25

Maximum percent of lignite, % AASHTO T-113 0.25 0.25

Maximum Percentage of

materials with density less than

1.95 gram /cm3, %

AASHTO T-113 1 1

Total percent of aboveundesirable materials, %

- 1.25 1.25

Maximum percent of material

passing Sieve 0.075, mmAASHTO T-(11, 27) 3 1

Maximum Los Angles abrasion

(500 cycle), %,AASHTO T-196 - 40

Minimum Sand equivalent, AASHTO T-176 75 -

Organic materials percentage in

soft aggregateAASHTO T-21

Materials which give

more dark color than the

standard color shall be

rejected or the slurry

testing shall be requiredfor verification

-

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3. Bedding layer:

The precast culverts, unless otherwise indicated in the special specifications,

shall be constructed on a cement concrete bedding layer with cement content not less

than 200 kg /m3 and cube strength should not be less than 15 M.Pa. The aggregate used

shall be non-plastic and water-cement ratio should be in its minimum limits which allow

workability of the mix, and the maximum nominal diameter of the aggregate shall be37.5 mm.


Culverts shall be constructed according to dimensions, levels and sites specified

in the special specifications, drawings or these general specifications. Contractor shall

verify the locations shown on the drawings in the field and determine the site and

culverts skew angle with the direction of the road axis to conform to the directions of

water flow, unless special specifications indicate diversion of the flow line and

construction the required works for that.

1.

Excavation and surface preparation:Excavation works for the construction of culverts and their elements shall be

made by one of the following methods, according to the special specifications or as

accepted by the Engineer:

- First method:

In this method the works shall be performed by excavating to the required depth

of the bedding layer and the culvert foundation then the bedding layer is constructed

and its surface is prepared according to the drawings and special specifications, then

culvert works shall be completed, finished, tested and handed over before backfill

execution.

- Second method:

This method is different from the first method only in the starting of

construction by performing road embankment up to a height near to the outer radius or

height of the culvert according to the requirements of embankment works indicated in

section (5.4) from this specification, and then an excavation shall be made for installing

culverts according to section (5.3). After that the surface is prepared and the bedding

layer, culvert and backfilling are executed.

In all cases the surface on which the culvert shall be constructed should conform

to the location, levels and slopes shown on the approved drawings after verifying thecorrect location and elevation on site and taking the required levels by the Contractor

and accepted by the Engineer to verify the culvert location and crossing angle with the

road.

2. Installation of precast culvert elements:

Pipe culverts:

The bedding layer shall be executed all over the excavated width and its

thickness under the pipes shall not be less than 10 cm. And, it shall continue up to a

height not less than quarter (1/4) of the outer diameter of the pipe at the two sides of the

culverts. At the beginning the concrete shall be filled at one side of the pipe untilcomplete contact and no existence of spaces is verified then the filling is commenced at

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the other side. The Contractor shall provide contraction joints at common interval

known in concrete practice.

The reinforced concrete pipes installation shall start from the lower side in to the

direction of the higher side, and the cavity shall be inserted into the projection in the

direction of water flow. When installing corrugated metal pipes consideration shall bemade to insure that the outer rings are aiming at the upstream direction and complete

contact for all the projecting elements during foundation preparation is provided.

During installation consideration shall be made for avoiding diversion of the

elliptical pipes axis of circular reinforcement, or the circular pipes of spiral

reinforcement, from the vertical position by more than 5 degrees. When using circular

pipes provided with holes for installation control consideration shall be made to have

these holes on the upper side and after the installation of pipes and before backfilling

these holes shall be closed with the materials recommended by the manufacturer.

Box culverts:Precast elements of box culverts shall be installed on the previously prepared

foundations so that the openings shall be in the direction of flow and the installation

shall start from the culvert outlet, using the methods, machines and equipments capable

of controlling the process of lifting, lowering and adjusting the location of the elements

and avoid causing any damage to elements or prepared foundations or excavated slopes.

The construction of multi-opening culverts which composed of separated

adjacent cell elements shall be installed leaving a space between these elements of not

less than 25 mm and not more than 50 mm. After the finishing of the installation of the

elements and completing the joining between each cell, this joint space shall be filled

with cement mortar composed of 1:2 cement-sand proportions for the complete depth

and width and it shall be cured by water.

Construction of Joints:

Joint between pipes and precast elements shall be constructed using the

materials, elements and methods indicated in the special specifications and the technical

manuals of the manufacturers considering that backfill works shall not be started before

completion of all the joints with the required verification and inspection.

When using flexible asphalt in the pipe's joint, the ends of pipes shall be cleaned

and dried before application of the material on the cavity side with a thickness about 13mm and to a distance of not less than 2/3 of the joining section. After verifying the

conformity of the pipe ends the end of the second pipe (projection) shall be inserted in

the cavity by applying the required pressure to tighten the joint. The internal faces of the

pipes should be cleaned from the extra joining material. When using rubber gaskets the

protection paper shall be removed and ends of pipe should be pressed, and water

insulation joints should be constructed.

When special specifications specify the use of cement mortar joint the used

mortar shall be composed of the 1:2 cement-sand proportions and the works shall be

constructed according to special specifications with a thickness adequate for pipe

connection. The mortar layer shall be protected from quick drying and cracking byusing curing methods and materials. Before applying the cement mortar the pipe ends

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shall be wetted properly with water and the pipes shall be kept exposed and the mortar

layer shall be covered by wetted sacks covered with plastic sheet to prevent water

evaporation and sprayed at least twice with water for not less than 3 days.

3. Cast in Place Culverts:

Cast in place culverts, vertical walls, inlets and outlets shall be constructedaccording to the levels, dimensions, by using the materials and at the locations indicated

in the drawings and approved specifications. Contractor shall verify the submitted

drawings for the cast in place culverts and complete all the details required for the

construction and to obtain the Engineer's approval.

Contractor, prior starting the construction, shall verify the culvert location and

angle of crossing to the road axis and to determine the actual location, carry out

excavation works up to the levels and adequate dimensions for the construction of the

bedding layer and placing and fixing the frameworks.

The bottom of the excavation shall be leveled according to the approved slopesand levels and the bedding layer shall be constructed from aggregate materials with a

thickness not less than 10 cm, compacted and leveling such that a fixed and stable

surface is obtained to support the loads arising from subsequent works.

Contractor, prior starting concrete casting by a period not less than 30 days, shall

submit to the Engineer a technical report which describe:

-The design job mix formula includes the sources and qualities of aggregate materials,

cement, water, admixtures and chemical additives proposed for use.

-Proportions and method of material mixing

-Sites, types, method of operation and productivity of concrete mixers.

-When supplying from pre-mixed concrete factories, Contractor shall submit an

approved copy about the sites and specifications of these plants, their approval

certificate and the specifications of the concrete produced or which they are going to

produce for the project. Also he shall submit the test results of the concrete

produced in these plants and the supply time schedule.

-Test results for the raw materials and produced mixes using the proposed design job

mix formula.

-Time schedule and dates proposed for starting construction and the detailed program

for casting phases.

- A list of equipments and machines proposed for use.

The Engineer shall study the technical report and give his views about

completing all the required information and he shall return the report to the Contractor

in case there is a shortage in the information within 7 days. However, if the report

included all the information the Engineer shall study the information of the proposed

design job mix formula and the construction plan and issue a written approval or

requires from the Contractor to carry out the required modifications within 14 days.

The frameworks shall be according to the dimensions shown on the drawings

and by using metal or timber frameworks capable of supporting the pressure arising

from concrete and vibrating loads during casting. The concrete surfaces, after casting,

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shall be leveled and smoothed, and free from any defects. Contractor shall be

responsible for the durability, stability and leveling of the frameworks.

Contractor shall install steel reinforcement at the locations, with the diameters,

spacing distances, and overlapping distances conform to the type and diameters of the

reinforcement steel approved on the detailed drawings and Contractor is not allowed tostart casting before the Engineer inspects, accepts and hand over the steel

reinforcement.

The concrete casting shall be performed using the approved machines,

equipments, and work plan. Contractor shall perform all the required curing works until

the hardening of concrete and it reach the strengths indicated in the drawings, special

specifications and design job mix formula. The frameworks shall not be dismantled

before the passing of the period enough for the concrete to reach the adequate hardening

to support the subsequent loads providing that concrete strength shall not be less than

80% of the design strength and the period shall not be less than 14 days. It is possible to

follow the periods indicated in Table (5.7.20).

Table 5.7.20: Minimum Periods for Forms dismantling

Structure elementsPercent of specified 28

days strength, %

Number of

days,

(minimum)

Columns and wall faces (not yet

supporting loads)50 3

Mass pier and abutments (not yet

supporting loads)50 3

Box Girder 80 14

Simple span T - Girder, slab bridge, piers

cap not continuously supported, struts,

and top slabs of box culverts.

80 14

Arches, continuous bridge spans and rigid

frames90 21

Contractor shall make all the required arrangements for concrete casting under

hot climate conditions and all casting works shall be performed with complete

adherence to the time interval between cement application and finishing casting.

Casting shall, whenever possible, be performed in one batch or with the leastnumber of joints and all the required arrangements should be made to eliminate the

possibility of structural joints formation and lessen their effect. The casting of the box

culvert bedding shall be performed in the beginning then construction of the remaining

elements shall start later after the elapse of 24 hours. The constructed concrete works

shall be maintained in wet condition during curing period which should not be less than

seven days by covering it with wetted sacks at least for two days and covering these

sacks with plastic sheets to minimize water evaporation or the moisture shall be

maintained by any method approved by the Engineer.

4. Water proofing works:

Contractor shall perform water insulation works for all the surfaces in contactwith soil using the method and materials indicated in the special specifications and he is

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not allowed to commence backfill works before culvert works being inspected, accepted

and handed over to the Engineer.

5. Backfill:

Backfill works around the culverts, vertical walls, and inlet, outlet and wing

walls shall be carried out according to the details indicated in item (5.4) of section ofthese general specifications, unless otherwise indicated in the special specifications.


Contractor shall apply quality control for drainage works by carrying out all the

required arrangements to ensure that the used materials, construction methods and the

executed works achieve the quality requirements, indicated in the standard

specifications, special specifications, these general specifications and other contract

documents.

The Ministry shall apply the quality assurance works by verifying that the

contractor has carried out quality control procedures properly either through direct

supervision of the quality control procedures or by undertaking quality assurance procedures neutrally on representative samples and with adequate numbers to judge the

execution to accept or reject the completed work according to the principles detailed in

Division 17 of these general specifications except otherwise specified in special

specification or other contract documents.

1. Quality control:

Contractor shall apply quality control on materials and executed works and he

shall monitor records and analyze results and draw quality charts for critical properties

and carry out all the tests and measurements indicated in Table (5.7.21). Contractor

shall provide the Engineer with copies of all tests immediately and he shall apply all the

items indicated in sub-section 17.1.1 of these general specifications.


Ministry at any time has the right to assure the quality of materials and executed

works through carrying out or ordering others under its direct supervision to select

materials and check executed works for all or part of the quality control items specified

in Table (5.7.21).

Ministry has the right to review contractor’s quality control records and compare

these statistically with quality assurance results to insure quality according to what is

specified in division 17 of these general specifications. It has the right to inspect thecontractor’s laboratory and its equipments, its technical staff, methods of testing and

construction method to insure the efficiency of the contractor’s technical staff and

equipments and compliance of his inspection, testing and construction method with the

approved methods.

5.7.8 Measurement:

Drainage works shall be measured according to the approved measurement units

in the contract documents, for the actually constructed, technically accepted and handed

over works. Measuring shall not be performed for the purpose of payment outside the

limits and the sites shown on the drawings or approved by the Engineer.

Measuring shall be performed according to the following, unless otherwiseindicated:

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Table 5.7.21: Quality control Procedures for drainage works


of sampleFrequency of sampling Requirements

Pipes,

elementsand

materials

of joints

All the

properties

stated in theapprovedstandard

specifications.

Source guarantee

certificate foreach materialaccording to type

and diameter.

At the starting of materialssupply from each source and

when source is changed, the

materials specifications,technical properties and

methods and rates of testsand their results shall be

attached.

The specifiedrequirements in

the acceptanceitem of theapproved

standardspecifications

GradationAASHTO-T

(27,11)

Moisture-Density

relationship

AASHTO T-99(C) and testing

methodsindicated in

division (6)foraggregate bases

or cement andasphalt treated

bases

Backfill

and filter

layers

materials

Qualitative properties

Table ( 5.7.15 )and section (5.6)

for backfill

At source

3 tests on different samplesfrom each source for source

approval and when design job mix formula or source is

changed or noticing achange in the produced mixor constructed works, and 5

tests on different and indiverse intervals samples foreach 5000 cubic meters or

each source duringconstruction.

System

installation

works

Systemsinstallation

Visual inspectionand testing

systems such asnon-perforated

pipes and gasketsaccording to item

(5.7.2.3.2)

At site, before

backfilling

Between each two manholesor two drain inlets

Success

Measuring ofsmoothness,

slopes and utilitylevels

At site

Survey measuring for levelsand coordinates between

each two manholes or drainopenings or grills or outlets

Conformity

In-place

concrete

works

All quality propertiesindicated in

specialspecifications.

Test methodsindicated in

Division 14 rigid pavement, unless

otherwiseindicated in the

special

specifications

At productioncenters and

site.

3 tests at commencingmixture production and a test

each 2000 cubic meter

production or noticing achange in material sources or

executed work propertiesand one test each 50 cubic

meters or executing one day

works whichever is lesserand from each element.

Properties andlimits approved

Excavation

worksMeasurements

Surveymeasurements fordimensions and

levels

At site

Survey measurements each25 m interval including at

least a starting, end

And middle points from eachelement regardless of the

distance.

Conform to thedimensions andlevels indicatedon the drawings,

special orapproved

specifications by

the Engineer.

Bedding

and

backfillworks

Field densityAASHTO T-

310-01

At site

One test every 150 linearmeter or one day productionfrom each layer whichever is

lesser and one test at eachside of manholes and inletsor culverts at each location.

Degrees of

compaction

indicated inrelevant items.

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- Drain pipes installation works classified according to types and diameters in

linear meter.

- Under drain pipes installation works classified according to types and diameters

in linear meter.

- Geo-textile works for covering under drains in square meter.

-

Filter layers works surrounding under drain pipes in cubic meters.- Geo-composite drain works in square meter.

- Drain inlets, catch basins and manholes works including covers classified

according to types and dimensions in numbers.

- Pipe culverts works including inlet and outlet wing walls according to types,

sites and openings, in linear meter measured between external FACES of the

vertical walls at inlets and outlets.

-

Box culverts works including vertical walls and wing walls in cubic meter.

- Excavation works in cubic meter for actually constructed works within the

approved limits and depths. The structural excavations for culverts shall not be

measured for the purpose of payment and its costs shall be included with the cost

of the culvert.-

Bedding works in square meter.

- Backfill works in cubic meter.

5.7.9 Payment:





The paid amounts are considered as a full compensation for excavation, laying,

installation of pipes, casting and performing of the connection joints, inlets, manholes

and covers works. It is also for concrete works includes, transporting, wetting, mixing,

spreading, watering, vibrating and finishing of the work, in addition to the provision

and operation of machines, equipments, labor, tests, measurements, benefits, revenues,

fees and third party payments and all requirements to construct the works according to

drawings, special and general specifications.


5.7.22 if not contradiction with contract documents.

Table 5.7.22: Drainage Works Items

Item No. Work type Unit5.7.1 Excavation m

3

5.7.2Drain inlet, catch basin and manholes classified according to

types and dimensions. Number

5.7.3 Bedding layer m3

5.7.4 Drainage pipe (classified according to types and diameters). Linear meter

5.7.5 Under drain pipe (classified according to types and diameters). Linear meter

5.7.6 Filter layer around under drains pipes m3

5.7.7 Geo textile surrounding underground drains m2

5.7.8 Geo composite under edge drains m2

5.7.9 Pipe culver (classified according to types and diameters) Linear meter

5.7.10 Box culvert m3

5.7.11 Backfill m3

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5.8 Slope rip rap and protection:

5.8.1 Description:

This section includes embankment slopes, excavation, and backfilling protection

and rip rapping works at culvert inlets and outlets. It includes rip rap and protection

works by using loose or grouted rip rap and on site cast concrete or pre-cast concrete pieces or with gabions and protection of rock excavation with metal grids. These works

shall be executed according to the sites and dimensions by using materials specified on

the drawings, special specifications and contract documents.

5.8.2 General requirements:

Before he commences rip rap and protection works, contractor shall prepare the

surfaces on which the work shall be executed by leveling and grading them according to

the approved cross sections, dimensions, and levels. He shall remove all undulations on

the surface and compact them if necessary, until a smooth surface capable of receiving

the intended rip rap works is provided.

Foundation trench shall be constructed below the slope intended for rip rapping

according to the dimensions shown on the drawings and contract documents. The trench

width shall not be less than double the intended rip rap or protection layer thickness.;

and its depth shall not be less than double that thickness or 60 cm whichever is lesser.

This trench shall be filled with materials capable of forming a stable foundation for rip

rap and protection works and it shall be from the approved or better type of rip rap

materials. Rip rap and protection works shall start from the bottom of the slope

regardless of the rip rap type used.

5.8.3 Stone rip rap:


This work includes provision of materials and execution of the works required

for rip rapping slopes by using loose or grouted stones or gabion rip rapping, according

to the dimensions and in the sites specified in the special specifications and contract

documents.

5.8.3.2 Materials:

1. Stone materials:

The stone materials to be used for rip rapping and protecting slopes shall befrom hard rocks which are resistant to water and weather. They shall be free from

cracks, clay, soluble, and fragile materials. They shall achieve, except otherwise

indicate special specifications, the qualitative requirements shown on table (5.8.1). The

loose or grouted rip rap shall fulfill the volumetric distribution requirements indicated in

the special specifications and contract documents or one of the distributions listed in

table (5.8.2). The smallest dimension of the stone shall not be less than 1/3 of its

maximum dimension. Materials shall be from angled stones to provide sufficient

friction between stones.

Gabion works may use circular stones and the size of the used stones shall range

between 100-200 mm, their weight between 2-15 kg, and the percentage of stones withmore than 5 kg in weight shall not be less than 50%.

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Table No. 5.8.1: Stone material requirements

Property Testing method Values

Apparent density, ton/m3, minimum. AASHTO T-85 2.5

Absorption, %, maximum. AASHTO T-85 6

Durability index for coarse materials, %, minimum. AASHTO T-210 50

Table No. 5-8-2: Volumetric distribution of rip rap stone materials

TypeMaterial rate of

indicated weight, %Weight, kg

Approx. cubic

dimensions, mm

20 10-15 150-200

30 5-10 125-150

40 0.5-5 50-125First

10 Less than 0.5 Less than 50

20 25-50 200-250

30 10-25 150-200

40 1-10 75-150Second

10 Less than 1 Less than 75

20 100-150 350-400

30 50-100 250-350

40 5-50 125-250Third

10 Less than 5 Less than 125

Contractor, before commencing work by a period not less than 15 days, shall

choose stone material sources, conduct the necessary tests on them, and submit a

technical report including sources, available and estimated quantities to the engineer for

approval. Contractor shall obtain the acceptance for using those sources from their

owners.

2. Cement grout:

Cement grout used for grouted stone rip rap shall be from sand, cement, and water mix

in the ratio of 1 cement to 3 sand in the grout. It shall achieve requirements of

specification ASTM C270 and the used cement shall be sulphate resistant class 5 type

or normal Portland cement class (I) and compliant with requirements of the standard

specification ASTM C150, except otherwise allow special specifications for another

type. Cement shall be supplied from approved sources and with cement shipments shall

be enclosed certificates of source guarantee duly approved and authenticated.

Water used in mixing shall be in compliance with the requirements of item 5-5-3 ofthese specifications. The used sand shall be in compliance with requirements of

specification AASHTO M 45.

3. Gabions:

Except otherwise stipulate special specifications, wires used in making and

assembling gabions, including end, tie, and connection wires, shall be from wires

compatible with specification ASTM A641, and diameter of those wires shall not be

less than3 mm; and they shall be galvanized and zinc coated in the rate of not less than

0.24 kg/m2. When the engineer requires that, the coating shall be verified according to

AASHTO T-65 test. Materials can be accepted according to the source guarantee

certificate or ASTM E376 test, according to the engineer's instruction.

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Gabions shall be fabricated such that the dimensions of their openings do not

exceed 100 mm, and they shall be supplied in the form of pieces which allow

assemblage of gabions in the sizes specified on the drawings or in the special

specifications. When length of gabions exceed by one and a half times their base width

(1.5) or 1200 mm, whichever is lesser, they shall be divided into cells of equal length

and width by middle elements which separate between adjacent cells. Assembledgabions and all the materials used in assembling shall be capable of bearing the pressure

arising from being filled with stones.

5.8.3.3 Execution:

1. Loose stones rip rap:

When special specifications or other contract documents for executing loose rip

rap, contractor shall before commencing executing them, prepare the surfaces and

slopes over which they are going to be executed and finish these surfaces such that they

become stable and smooth and compliant with the approved cross section. All areas of

slumps and heights shall be treated and all slopes shall be finished within tolerance thatdoes not exceed finishing limits indicated in the special specifications, other contract

documents or backfill work requirements indicated in section 5-4 of this division.

Before commencing stone rip rap works, contractor shall construct a trench at

the conjunction level of slope with natural ground level with the dimensions shown on

drawings or other contract documents. And except otherwise stipulate contract

documents for specific dimensions, the width of the trench shall not be less than

thickness of the protection layer to be constructed and its depth shall not be less than 60

cm.

Rip rapping materials shall be placed in such a way that does not damage slopes

being protected. Loose stones rip rap shall be laid with the required thickness such that

they stabilize according to the internal friction angle in one batch or in layers, all in

accordance with special specifications or other contract documents. Construction shall

be carried out whereas large size stones shall be in the lower part of the slope and the

suitable arrangements shall be taken for bedding such that separation between sizes

shall be avoided. Spaces between large stones shall be filled with stone materials of

smaller sizes.

2. Grouted rip rap:

Before he starts construction, contractor shall prepare surfaces according to the

method stated in item (1) above, and it is recommended that stones shall be selectedsuch that the rate of stones with at least one leveled face is about 50%. The rip rap

stones shall be bedded and arranged in such a way that makes the faces of the level

faced stones are the apparent ones and spaces between adjacent stones shall be in the

range of 50-100 mm. After completion of spreading the stones and cleaning them from

all clay and deleterious materials and moistening them properly, grout is then filled in

the joints by the method accepted from the engineer until it penetrates between stones to

a depth ranging from 25-50% of stone with larger size used; providing that depth shall

not be less than 100%. The grout used shall be in compliance with material

requirements stated in paragraph 5.8.2.2 and its spreading and filling shall be completed

before the start of initial setting time. Contractor shall carry out the moistening and

curing works by water spraying and soaking or by covering it with moistened jute bagsand covering those bags with plastic sheets. He shall repeat the moistening of jute bags

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at least two times daily and re-cover them with plastic; or he may apply curing

membranes according to special specifications and engineer's instructions. Curing

period shall not be less than the period specified in the special specifications or for three

days whichever is lesser.

3. Gabions:When special specifications and other contract documents specify for executing

stone rip rap gabions, those works shall be executed at the locations specified in the

contract documents or in writing from the engineer.

Gabions shall be assembled such that the sides and base shall be assembled

completely but the cover is fixed only from one of its sides. Assembling shall be made

by using the materials and methods recommended by the manufacturer and all

assembling locations and materials shall achieve a resistance that is not less than that

specified for the gabion.

After assembling, inspecting and accepting the gabions from the engineer, thosegabions are placed empty at the sites shown on the drawings and other contract

documents. Binding between adjacent elements is done by tie wires with the same

specifications of gabion assembling wires. The gabion base is tied from the front and

rear sides with gabions of previously executed row, if any.

After placing and tying gabions with each other and straining them to take the

nearest position to the specified rout, the gabions are filled with stone materials

compliant with approved specifications. Materials shall be filled in layers which do not

exceed 30 cm for gabions with heights more than 60 cm, but gabions with less height

are filled in two nearly equal layers. After completing filling materials of each layer, the

front face of the gabion is tied with the rear face by tie wires of the same specifications

of tie wires used in assembling. They are wrapped around two adjacent openings of the

gabion to represent the sufficient tying. After that filling of materials is recommenced

till the gabion is filled to the extend that allows for covering it with the cover and

obtaining a semi smooth upper surface. After completing the filling and closure of the

gabions in each row, backfilling shall be conducted behind them by materials in

compliance with backfilling material requirements stipulated in special specifications.

Backfilling materials, except otherwise special specifications stipulate for specific type,

shall be from type A-1a, A-1b.

5.8.4 Concrete rip rap:This item contain slope rip rap by normal or on site cast reinforced concrete or

premix concrete, according to the type and in the sites specified in special specifications

or other contract documents.

5.8.4.1 Materials:

1. Concrete:

Except otherwise stipulate special specifications, cement concrete mixes shall be

produced by using sulphate resistant cement type 5 that is compliant with SASO 570 or

ASTM C 150 specifications. Also, except otherwise stated in the special specifications

and contract documents, the cement concrete shall fulfill requirements listed in Table(5.8.3).

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Table No. 5.8.3: Rip rap concrete requirements

Property Limits

Cement quantity, kg/m3,

minimum.350

Water cement ratio, %, maximum 0.5Slump, mm, maximum. 125

Air voids, %, minimum. 4

Aggregate gradation.As per AASHTO M 43 &

max. size shall not exceed 37.5 mm.

Compressive strength, at 28 days

age, MPa, minimum.25

2. Aggregate:

The aggregate used shall achieve qualitative requirements listed in Table No.

14-2-3 and gradation requirements indicated in Table (14.2.4), except otherwise

stipulate special specifications and contract documents.

3. Water:

The water used in mixing and curing concrete shall be compliant with

requirements of item 14.2.3 of these general specifications.

4. Reinforcement steel:

Reinforcement steel shall meet requirements of item 14.2.6 of these general

specifications.

5. Curing materials:

Curing materials shall achieve requirements of item 14.2.5 of these generalspecifications.

6. Joints filling materials:

Joint filling materials shall fulfill requirements of item 14.2.7 of these general

specifications.

5.8.4.2 Cast insitu concrete rip rap:

If the special specifications and contract documents specify that execution of rip

rap works are to be carried from normal concrete or cast insitu reinforced concrete then

the contractor shall prepare surfaces on which those rip rap works shall be constructed

such that they become compliant with the approved dimensions, level, and cross

sections. These surfaces shall be leveled and when it is stipulated in the special

specifications and contract documents for using reinforced concrete, to install

reinforcement steel or grid in accordance with the types, diameters, and separating

distances shown on the drawings and other contract documents. Reinforcement steel

shall be raised above the slope surface by the distance required for providing the

specified protection layer. This layer shall not, by any mean, be less than 5 cm.

Before he commences concrete supplying, contractor shall submit to the

engineer the design job mix formula according to item 14.3.3 of division 14. Also, he

shall submit a technical report including construction and curing method, plus methodof constructing and filling joints. Contractor is not allowed to commence construction

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before he obtains the engineer's acceptance for the design job mix formula, work plan,

and equipments and machines list.

Before commencing casting of concrete, the necessary metal or wooden forms

shall be fixed to control concrete thickness and locations of longitudinal and transverse

joints. Longitudinal joints shall be parallel to the intersection line of side slopes withroad lateral section but transverse joints are perpendicular with them. Joints shall be

constructed at the locations specified on the drawings and other contract documents and

according to requirements of sub item 4.4.1.7, except otherwise indicate special

specifications. Also, contractor shall take the required provisions to keep reinforcement

steel in position and prevent displacement due to casting works.

Concrete casting, joints construction, and concrete curing shall be conducted

according to requirements of section 14.4, of division 14 of these general specifications,

except otherwise stipulate special specifications. Just before casting, contractor shall

moisten the forms, steel, and surfaces on which work shall be executed. Concrete shall

be cast in such a way that it should prevent occurrence of grain segregation. Castingshall be started from the lower part of the slope towards the top and after completion of

casting surfaces shall be finished by straight edge or scraper. Joints shall be formed at

the locations shown on the drawings and other contract documents, and they shall be

filled with approved filling materials.

Contractor shall cure concrete according to requirements of paragraph 14.4.1.5.

Curing shall continue and concrete shall be kept in a moist state for a period not less

than7 days.

5.8.4.3 Premix concrete rip rap:

When special specifications call for rip rap from premix concrete elements,

those elements shall be supplied from approved plants. Contractor, before starting

supply should, submit specimens of those elements together with testing results

showing compliance of the elements with the approved qualitative requirements of

concrete, dimensions and shapes. Contractor shall construct an experimental section

showing the installation method and distribution of colors and shapes, when special

specifications call for some architectural requirements. Contractor shall obtain the

acceptance of the engineer for the results of the experimental section.

Prefabricated elements shall be installed, whether they were prefabricated slabs

or normal or overlapping tile elements, according to the instructions of the manufactureror according to special specifications as to surface preparation, materials and method of

constructing the bedding layer, tiles installation, and joint filling.

5.8.4.4 Rip rap with concrete in bags:

When special specifications stipulate for protecting or rip rapping slopes using

concrete in bags, the used bags shall be from textile or jute or any other material

indicated in the special specifications and contract documents. The concrete used shall

be enough for quality requirement as shown in Table No. 5.8.3, except otherwise state

special specifications and other contract documents.

The bags shall be capable of accommodating and bearing resulting pressuresfrom the moment they are filled with concrete up to concrete hardening and reaching

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the required strength. Bags dimensions shall be adequate enough for forming rows of

bagged concrete with a thickness of about 30 cm per row. It is recommended that the

dimensions of the used bags 60x90 cm and each bag accommodate approx. 3% (0.03)

m3 of concrete. Two rows of concrete bags at least shall be placed in the protection

foundation trench to form the required foundation, except otherwise stipulate special

specifications and contract documents. Then concrete bags are placed in rows, providing that the number of bags placed in one row shall not exceed four vertically,

before the start of initial setting time of first row concrete. When each bag is placed it

shall be pressed a little to obtain, somehow, level surface between adjacent bags.

Bags shall be placed in such a way that no two knots or openings of two adjacent bags

shall be facing each other.

5.8.5 Culvert inlet and outlet lining:

Contractor shall execute lining to culvert inlets and outlets according to the type

of lining shown on drawings or special specifications and other contract documents.

Lining may be loose stone, or grouted or on site cast concrete or pre-cast concrete tiles

rip rap.

Contractor shall carry out the lining works at the specified locations and

according to the dimensions and type indicated in the special specifications and contract

documents.

Lining from loose stone or grouted or concrete rip rap shall be constructed

according to requirements of items 5.8.3, 5.8.4 of this section. Lining depth shall be

increased at its beginning and end by not less than double the required lining thickness

or 60 cm whichever is greater, except otherwise special specifications and contract

documents mentioning for greater depth.


Contractor shall control the quality of slopes rip rap and protection works by all

the required procedures to ensure that the used materials, construction methods,

executed works, shall achieve quality requirements stated in standard specifications,

special specifications, or these general specifications and other contract documents.

The ministry shall ensure the quality of the product by verifying that contractor

has performed quality control procedures correctly, either through direct supervision on

quality control procedures or through performing quality assurance procedures neutrally

and independently on representative samples in sufficient numbers for judging onexecution standard, and decide about acceptance or rejection of the executed work, all

according to the detailed principles in division 17 of these general specifications, except

otherwise specify special specifications and contract documents.

1. Quality control:

Contractor shall control the quality of materials, executed works, and shall

monitor, record, and draw quality data for critical properties. Also, he shall perform all

the tests, and measurements listed in Table (5.8.4).

Contractor shall provide the engineer with copies of source certificates and all testing

results promptly. Also, contractor shall apply all the points indicated in item 17.1.1 of

these general specifications.

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The ministry has the right at any time to the quality assure materials and

executed works by performing or by assigning under its supervision testing the

materials of rip rap and protection works and inspection of the executed work for each

or some quality control items specified in Table No. 5.8.4 of this paragraph. In addition

the ministry has the right to review contractor's quality control records and to comparethese statistically with the results it obtained though the method it decides for quality

assurance, according to division 17 of these general specifications. Also, it has the right

to inspect contractor's laboratory and his equipments, technical staff, inspection

methods, testing methods, production and execution sites and methods applied by the

contractor to ensure the efficiency of his technical staff, equipments, and compliance of

his testing and execution methods with approved methods.

5.8.7 Measurement:

Slopes rip rap and protection works are measured in m2 or m3 according to the

types and according to special specifications. Measurements are made only for executed

and technically accepted works within the limits and dimensions specified in specialspecifications and other contract documents. No measurements shall be made for the

purpose of payment outside the approved boundaries.

5.8.8 Payment:

Payment shall be made for work quantities actually completed and technically

accepted within the approved limits and dimensions according to contract rates or

reduced prices as a result of quality assurance works, when the contract documents call

for that.

The amounts paid are considered full compensation for supplying materials,

carrying out leveling, compaction, installation, casting, jointing, execution of loose rip

rap, grouted rip rap, gabion rip rap works. Also, for execution of concrete works,

transportation, spreading, curing and compacting the materials plus work finishing

regardless of source. In addition to, provision and operation of equipments, machines,

labor, testing and measuring performance, and all requirements for executing the works

in accordance with drawings and special/general specifications. Payment shall not be

made for items charged on other items. Payment shall be done according to one or more

of the items, for example and not limited to, listed in Table (5.8.5), without

contradiction with contract documents.

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Table No. 5-8-4: Quality control procedures for rip rap & protection works

Work Properties Testing methodSampling

siteRe-sampling Requirements

Qualityrequirements

and gradation

indicated inTable 5.8.1,

5.8.2

All tests forquality

requirements &gradationrequirements.

All tests at sourceapproval and at source

change or noticingchange in materials.

Table No.

5.8.1 &Table 5.8.2

Cement qualityrequirements.

Qualityrequirements tests

indicated inapproved standard

specification.

Source guaranteecertificate at startingsupply and whenever

source is changed.

Sub item5.8.3.2

Requirements of

gabions andtheir elements

such as tie wires

Source guarantee

certificate at startingsupply & wheneversource is changed

Sub item5.8.3.2

Raw

materials

Admixtures &additive

compounds.

Quality

requirement testsindicated initem14.2.5

Source guarantee

certificate at startingsupply & wheneversource is changed

Item 14.2.5

Cement

mixes

materials

All concretemixes properties

indicated inTable 14.6.1

All concrete mixestests indicated in

Table 14.6.1

At source

Source guarantee

certificate and wheneversource is changed plus

aggregate tests asindicated in Table 14.6.1

Section 14.2

Cement

concrete

mixes

Cement concreterequirements.

All tests indicatedin Table 5.8.3

Sampling rates indicatedinstable 14.6.1

Table 5.8.3

Loose &

grouted rip rap.Visual inspection.

Verifying executionquality by visual

inspection.Item 5.8.3

Gabion rip rap properties.

Visual inspection.Verifying execution

quality by visualinspection.

Item 5.8.3Completed

works

Concrete rip

raps

All tests indicated

in Table 14.6.1

At site

Testing rates indicated

in Table 14.6.1Item 5.8.4

Culvert

i l dAll properties

All tests requiredf l i A

Same rates of testing &i i f

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E_div 5 Work of Soils

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