Inspection and Test Plan fro Road

EHisDonA R C H E N

Saudi Bin Laden

attn. Essam ZahranP.O. Box 105 / PC 11411, C.R. 1010081126 Riyadh,

Project: South Border Infrastructure Project (Roads and Buildings)

Date: 03 Sep 2012 H1433/10/17

Reference: TRA-SBI-ARC-SBG-3228-2012-TS

Subject: Inspection And Test Plan (ITP) For Roads DOC GEN PC0037 REV. NO. 01 {B-Approved as

noted)

Transmittal

To:

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Company:is Ui

Phone:Ufa

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Essam Zahran

Saudi Bin Laden

01476 1427

055 506 8485

[email protected]

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Company:<S>1!I

Phone:Ufa

Fax:j-fl*

Email:

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Majdi Issa Twal

Archen

[email protected]

LIST OF DOCUMENTS ISSUED

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FormatAJU— a]1

Hard Copy

Comment

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PROJECT NO / ejj-^Jl A) 1370 PROJECT NAME / tJ-^1 *-' South Border Infrastructure Project (Roads and Buildings)

Work Package / JL*!fl General Area General

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General Discipline Project Control

DOCUMENTS SUBMITTAL /Ref. No / ft»jJt ( DOC-GEVPC0037 Rev. No. 01

Sub. To / 1 #*& ARCHEN 8/27/2012 Contract No / J*«J1

Subject / Inspection And Test Plan (ITP) For Roads

FOR APPOROVAL / -J- [ j FOR INFORMATION /

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Inspection And Test Plan (ITP) For Roads

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Consultant's Representative Comments /

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: CONSULTANT / االستشاري : CONTRACTOR / المقاول

PROJECT NO : 1370 PROJECT NAME: South Border Infrastructure Project (Roads and Buildings)

General Inspection and Test Plan (ITP) for Roads

GENERAL INSPECTION AND TEST PLAN (ITP)

FOR ROADS

Rev. No. Date Revision Details / Description Status 1 06/09/2012 1 P

stP Revision as per supervision consultant’s comments B

0 12/06/2012 Initial Submittal C

Prepared By: Reviewed By: Approved For Submission By: Name: Mohamed Elmahdy Name: Salvador D. Paguntalan Name: Nabeel Abusadah Designation: QA/QC Engineer Designation: QA/QC Engineer Designation: QA/QC Manager

Signature: Signature: Signature:

http://upload.wikimedia.org/wikipedia/commons/6/6c/Ministry_of_Interior_Saudi_Arabia.svg

Minimum sampling for Soil and Aggregate for Project number 1370

Legend: W = Witness P = Perform R = Review A = Approve S = Surveillance SBG = Saudi Bin Laden Group; ITP = Inspection & Testing Plan. Archen = Archen / Ellisdon; TL = Testing Laboratory MIR= Material Inspection Request form #12, Rev01 TRS= Test Report Submittal #17, Rev01 RFI= Request for Inspection #13, Rev-01.

General Spec.

MOT Reference Section

Material Name

Characteristics Test Method

Approved Form # to be used

Responsibility/ inspection point

Sampling Frequency Point of Sampling ITP Activities Classification TL SBG Archen

Earthwork 2.03 Excavation Soil Classification AASHTO 1TUM 145U1T

RFI, TRS P W R

W S A

One per Source or material type

(50 Kg) sample to be collected from site and to be tested in lab

Pre Construction

California Bearing Ratio (CBR)

ASTM 1TUD 1883U1T

TRS P W R

W S A


Use same Sample Pre Construction

Atterberg limits

ASTM 1TUD 4318

TRS P W R

W S A


Use same Sample. Accepted materials AASHTO Class A-1-a, A-1-b, A-2-4 or as per specifications.

Pre Construction

Moisture Density (Modified Proctor) or Relative Density

AASHTO 1TUT 180U1T or ASTM 1TU

D 4253U1T

TRS P W R

W S A


Use same Sample Pre Construction

2.05.2.1 Embankment Soil Classification AASHTO 1TUM 145U1T

RFI, TRS P W R

W S A


(50 Kg) sample to be collected from site (road bed) immediately prior to placement of next layer and to be tested in lab.

Pre and During Construction




General Spec.


Material Name





2.05.4.2 Moisture Density Test (Modified Proctor)

AASHTO 1TUT 180U1T

TRS P W R

W S A

One per layer per 50,000 square meters or Whenever the materials or source changes.

Use same sample and immediately prior to placement of next layer and to be tested in lab.

Pre Construction

2.05.4.2 Field Density AASHTO 1TUT 191U1T or 1TUT 238U1T and 1TUT 239U1T

RFI, TRS P W R

W S A

Minimum of 8 nuclear gage or 5 cone density test on each embankment lift or portion lift up to a maximum of 50,000 square meters.

In-place after compaction, Selected by Archen Supervisor

During Construction

2.05.4.2 Plate Load Test AASHTO 1TUT 221U1T

RFI, TRS P W R

W S A

It is encouraged to use this testU, but it is not requiredU.

In-place after compaction. Applicable for all soils, but not rock. Use it for Dune sand A-3(0) if needed.

During Construction

2.05.4.4 Rock Embankment

Compaction (preparation) of natural ground

AASHTO 1TUT180U1T Method D

RFI, TRS P W R

W S A

As per specification In-place after compaction, Selected by Archen Supervisor.

During Construction

Soil Classification AASHTO 1TUM 145U1T

RFI, TRS P W R

W S

1 test per (3) lots. Then 1 sample every

Sample taken from the road bed after

Pre Construction




General Spec.


Material Name





A 5P

thP lot when changes

materials properties is suspected.

placement and to be tested in lab. The lot size is 5,000 square meters.

2.05.7.2 Field Density AASHTO 1TUT 191U1T or 1TUT 238U1T and 1TUT 239U1T

RFI, TRS P W R

W S A


In-place after compaction, Selected by Archen Supervisor.

During Construction

Percent relative compaction

ASTM 1TUD 4253U1T

RFI, TRS P W R

W S A

1 test per (3) lots. Percent of compaction is based on 3 consecutive tests.

In-place after compaction. Lot size is 5,000 square meters

During Construction

Rock Embankment

Rock test section

P W R

W S A

Maximum settlement is 1% for acceptable compaction and as per specification.

In-place after compaction

During Construction

Moisture Density Test (Modified

AASHTO 1TUT 180U1T

TRS P W R

W S A

One per layer per 50,000 square meters or

To be sampled from the road bed and to be tested in lab

Pre Construction




General Spec.


Material Name





Proctor) Whenever the materials or source changes.


ASTM 1TUD 1883U1T

TRS P W R

W S A

One per source or material type

In place and to be tested in lab


2.06 2.06.3.2

Untreated Subgrade Imported Borrow Material

Soil Classification and Gradation

AASHTO 1TUM 145U1T

RFI, TRS P W R

W S A

One per source or material type then One per 50,000 sq. m. of completed subgrade.

50 Kg sample to be collected from material source and to be tested in lab. In place (from road bed) and to be tested in lab, 50 Kg Sample

Pre Construction

Moisture Density (Modified Proctor)

AASHTO 1TUT 180U1T

TRS P W R

W S A

One per source then One per layer per 20,000 SQ. M.

(50 Kg) sample to be collected from material source and to be tested in lab. In place (from road bed) and to be tested in lab, 50 Kg Sample

Pre Construction




General Spec.


Material Name





Field Density AASHTO 1TUT 191U1T, OR 1TU T 238U1T and 1TUT 239U1T.

RFI, TRS P W R

W S A

One per layer per 20,000 SQ. M.

In place immediately prior to placement of next layer

During Construction


ASTM 1TUD 1883U1T

TRS P W R

W S A

One per 5,000 square meters of completed subgrade.

Use same collected sample from Road bed.


2.06.3.6 Subgrade in Earth Cuts

Soil Classification AASHTO 1TU M 145U1T

RFI, TRS P W R

W S A

One per source or material change then One per 50,000 sq. m. of completed subgrade.


Pre Construction


AASHTO 1TU T 180U1T

TRS P W R

W S A


In place (from road bed) and to be tested in lab, 50 Kg Sample

Pre Construction




General Spec.


Material Name





Field Density AASHTO 1TUT191U1T,OR 1TUT238U1T and 1TUT 239U1T.

RFI, TRS P W R

W S A

One per layer per 20,000 SQ. M. For cohesionless soils, use relative density ASTM 1TUD 4253U1T

In place immediately prior to placement of next layer.

During Construction


ASTM 1TUD 1883U1T

TRS P W R

W S A


Use same collected sample from Road bed. Final approval of the material shall be based on acceptance samples taken from each layer of subgrade.


2.06.3.7 Subgrade in Rock Cuts

Gradation AASHTO 1TUM43 OR 1TUASTM D448U1T

RFI, TRS P W R

W S A



Pre Construction




General Spec.


Material Name





Rock Quality ASTM 1TU6032

RFI, TRS P W R

W S A

As recommended by Geotechnical Engineer on site.

Sample to be collected from project site and to be tested in lab.

Pre Construction

2.06.03.8 Subgrade on Embankment (including Sand Dunes Areas)

Soil Classification AASHTO 1TUM 145U1T

RFI, TRS P W R

W S A

One per 50,000 sq. m. of completed subgrade.

In place (from road bed) and to be tested in lab

Pre Construction


AASHTO 1TUT 180U1T

TRS P W R

W S A


Use same collected sample for lab test.

Pre Construction


ASTM 1TUD 1883U1T

TRS P W R

W S A


Use same collected sample from Road bed. Final approval of the material shall be based on test results for each layer of subgrade.

Pre Construction

Field Density 1TAASHTO 1TUT 191 UOR 1TUT

RFI, TRS P W R

W S A

Minimum of 8 nuclear gage or 5 cone density test on each embankment


During Construction




General Spec.


Material Name





238 Uand 1TUT 239

lift or portion lift up to a maximum of 50,000 cubic meters lot.

% Relative Compaction

ASTM 1TUD 4253

RFI, TRS P W R

W S A

1 test per (3) lots. Percent of compaction is based on 3 consecutive tests.


During Construction

2.06.3.9 Preparation of Existing Subgrade

Material Classification

AASHTO 1TUM 145

RFI, TRS P W R

W S A

As specified in Paragraph 1TU2.06.3.6U1T

One per material type and to be tested in lab

Pre Construction

2.10 Trench Excavation

Backfill AASHTO 1TUT 180U1T

RFI, TRS P W R

W S A

As per specification Section 2.05. One per source or material type.

One per source and to be tested in lab


2.10.3 Bedding Materials

Sand Bedding, Sieve Analysis

AASHTO 1TUT 27U1T

TRS P W R

W S A

As per specification Section 2.10.3 for sieve size and % passing.

Collected from source and to be tested in lab.

Pre Construction

2.10.4 Trench Backfilling Materials

Material Classification

AASHTO 1TUM 145U1T

TRS P W R

W S A

One per material type.


Pre Construction

Base Material See section 1TU

3.03U1T for

TRS P W R

W S A

One per material type.


During Construction




General Spec.


Material Name





testing require-ment

Untreated Granular Sub-Base and Base Courses

3.02 Aggregate Sub-base Coarse

Sieve Analysis

AASHTO 1TUT 27U1T

RFI, TRS P W R

W S A

One test per source. 1 Test for every 10,000 cu. m.

One per source. (75 Kg) Sample from pit or crusher. 35 kg from central mix plant.

Pre Construction

Sand Equivalent AASHTO 1TUT 176U1T

TRS P W R

W S A


Use same sample Pre Construction

Plasticity Index AASHTO 1TUT 90U1T

TRS P W R

W S A


In place after processing

Pre Construction

Abrasion Loss AASHTO 1TUT 96U1T

TRS P W R

W S A



Pre Construction

Moisture Density AASHTO 1TU T 180U1T

TRS P W R

W S A


Lab test Pre Construction




General Spec.


Material Name





California Bearing Ratio

ASTM 1TUD 1883U1T

TRS P W R

W S A




Field Density AASHTO 1TUT191U1T,OR 1TUT238U1T and 1TUT 239U1T.

RFI, TRS P W R

W S A



During Construction

3.02.3.1 Proportioning Aggregates Sub-Base Mixture

Job mix design proposal

Job Mix Formula Grading AASHTO 1TUT 27U1T

RFI, TRS P W R

W S A

If grading is approved, submit detailed proposals for JMF to the Engineer


Pre Construction

Field Density AASHTO 1TUT 191U1T, OR 1TUT 238U1T and 1TUT 239U1T.

RFI, TRS P W R

W S A

At least 5 min. test randomly selected location in each lot. At least 8 min. nuclear gage test.


During Construction

Gradation AASHTO 1TUT 27U1T

TRS P W R

W S

1 test for every 2000 cu. m.


Pre Construction




General Spec.


Material Name





A

Sand Equivalent AASHTO 1TUT 176U1T

TRS P W R

W S A



Pre Construction

Plasticity Index AASHTO 1TUT 90U1T

P W R

W S A



Pre Construction

Abrasion Loss AASHTO 1TUT 96U1T

TRS P W R

W S A

1P

STP, 2P

NDP, 3P

RDP FOR 500

cu. m. 1 test & 1 test each 250 cu. m. thereafter


Pre Construction

CBR ASTM 1TUD 1883U1T

TRS P W R

W S A

1 Test for 5000 cu. m.



3.03

Aggregate Base Coarse

Grading AASHTO 1TUT 27U1T

RFI, TRS P W R

W S A

1 Test for every 2000 cu. m.



Abrasion Loss

AASHTO 1TUT 96U1T

TRS P W R

W S A

1P

STP, 2P

NDP, 3P

RDP FOR 500

cu. m. 1 test & 1 test each 250 cu .m. thereafter


Pre Construction

Plasticity Index

AASHTO 1TUT 90U1T

TRS P W R

W S A


In place and tested in lab.

Pre Construction




General Spec.


Material Name





CBR (Grading 1)

AASHTO 1TUD 1883U1T

TRS P W R

W S A

1 Test for every 5000 cu .m.


Pre Construction

CBR (Grading 2)

AASHTO 1TUD 1883U1T

TRS P W R

W S A



Pre Construction

CBR (Grading 3)

AASHTO 1TUD 1883U1T

TRS P W R

W S A



Pre Construction

Thickness As Comp-acted

RFI P W R

W S A

Test hole measurement

In place and compacted at area

During and Post Construction


Legend: W = Witness; P = Perform; R = Review; A = Approve; S = Surveillance; SBG = Saudi Bin Laden Group; ITP = Inspection & Testing Plan. Archen = Archen / Ellisdon; TL = Testing Laboratory MIR= Material Inspection Request form #12, Rev01 TRS= Test Report Submittal #17, Rev-01 RFI= Request for Inspection #13

Minimum Sampling and Testing for Asphalt

General Specification


Material Name Characteristics Test Method Approved Form # to be used

Responsibility/ Inspection Points

Sampling Frequency Point of Sampling

ITP Activities Classification

TL SBG Archen Bituminous Construction

4.03 Aggregates For Bituminous Surface Treatments And Seal Coats

Sieve analysis AASHTO T 27

RFI, TRS P W R

W S A

One per production day One per source to be tested in lab


Flakiness AASHTO T11

TRS P W R

W S A

One per production day One per source to be tested in lab

Pre Construction

Loss by abrasion

AASHTO T 96

TRS P W R

W S A

One per production week In place or in source, To be tested in the lab.

Pre Construction

Soundness AASHTO T 104

TRS P W R

W S A


Pre Construction

Stripping AASHTO T 182

TRS P W R

W S A

One per source In place or in source, To be tested in the lab.

Pre Construction

Liquid limit (2) AASHTO T 89

TRS P W R

W S A

One per production week In place or in source, To be tested in the

Pre Construction



lab.

Plasticity index (2)

AASHTO T 90

TRS P W R

W S A

One per week during production and stockpiling

In place OR in the stockpile to be tested in the lab

Pre Construction

Sand equivalent (2)

AASHTO T 176

TRS P W R

W S A



Pre Construction

Loss by abrasion

AASHTO T 96

TRS P W R

W S A



Pre Construction

Stripping AASHTO T 182

TRS P W R

W S A



Pre Construction

Aggregates for Bituminous Sand Sub-base Courses and Open Graded Sub-bases Corse (Hot bines)


TRS P W R

W S A



Pre Construction

Bituminous sand sub-base courses

Marshall Mix Design

AASHTO T 245

RFI, TRS P W R

W S A

One set per plant per production day

In place OR in the stockpile

Pre Construction



Marshall stability

AASHTO T 245

TRS P W R

W S A

One per source In place OR in the stockpile to be tested in the lab


Effect of water

AASHTO T 165

TRS P W R

W S A

One per plant per production day

Per plant to be tested in the lab


Extracted Asphalt

AASHTO T 164

TRS P W R

W S A

One per plant per production week


During Construction

Gradation of Extracted Aggregate

AASHTO T 30

TRS P W R

W S A

One per (5000) cu. meter.

From Roadway behind paver

During Construction

Thickness AASHTO T 168

TRS P W R

W S A


In place as directed by engineer

Post Construction

Field Density AASHTO T 166

TRS P W R

W S A

One core per (1,000) sq. meter

Every roadway complete course

Post Construction

Aggregates for Bituminous Base Corse (Stockpiled)


RFI, TRS P W R

W S A

One core per (1,000) sq. meter


Post Construction

Fractured faces

ASTM D 5821

TRS P W R

W S A


Per source During production and stockpiling to be tested in the lab.

Pre Construction



Sand Equivalent (2)

AASHTO T 176

TRS P W R

W S A

One per week from the cold feed during mix production


Pre Construction

Plasticity index (2)

AASHTO T 90

TRS P W R

W S A



Pre Construction

Soundness AASHTO T104

TRS P W R

W S A



Pre Construction

Loss by abrasion

AASHTO T 96

TRS P W R

W S A


Pre Construction

Thin and Elongated pieces

Specification as directed by engineer

TRS P W R

W S A



Pre Construction



Aggregates for Bituminous Base Course (Hot bins)

Striping AASHTO T 182

TRS P W R

W S A





TRS P W R

W S A


Pre Construction

Mineral filler Sieve analysis AASHTO T 37

TRS P W R

W S A


from each bin During Construction

Bituminous Base

Marshall Mix Design

AASHTO T 245

TRS P W R

W S A

One per source per 500 ton filler

In place Randomly as directed by engineer.


Marshall Stability

AASHTO T 245

TRS P W R

W S A

One per source In place to be tested in the lab

Pre Construction

Effect of water

AASHTO T 165

TRS P W R

W S A

One per plant per production day


During Construction

Extracted Asphalt content

AASHTO T 164

TRS P W R

W S A



During Construction


AASHTO T 30

TRS P W R

W S A



During Construction



Super Pave Mix Design Sampling and Testing

Specifications of Source of coarse and Fine Aggregate

Sand Equivalent

AASHTO T 176

TRS P W R

W S A



During Construction

Soundness AASHTO T 104

TRS P W R

W S A



During Construction

Friability and Deleterious Material

AASHTO T 112

TRS P W R

W S A

Randomly test OR as directed by engineer.

In place or in source, To be tested in the lab.

During Construction

Specifications for Aggregate as a Blend to Match Super-Pave Requirements

Angularity of Coarse Aggregate

ASTM D 5821

RFI, TRS P W R

W S A

One per (10,000) cu. meter Of concrete

From source to be tested in the lab

During Construction

Angularity of Fine Aggregate

AASHTO T 304 –Method A

TRS P W R

W S A

One per week Per source During production and stockpiling to be tested in the lab.

During Construction

Flakiness of Aggregate

ASTM D 4791

TRS P W R

W S A

One per week Per source During production and stockpiling to be tested in the

During Construction



(1) Contractor not required to furnish facilities to perform test. Tests may be performed in an independent laboratory approved by the Ministry. (2) If lime is added, acceptance samples shall be taken after the addition of the slurry but before the drier. In this case, minimum acceptance sampling frequency shall be one per production day as indicated in 1998 MOT Specification. (3) Physical tests required on all samples. Chemical tests required on occasional samples selected by the Engineer.

* The Final approved Super Pave mix design will determine more specific tests to be conducted.

lab. Structural

Ratios of Aggregate

Resistance of Compacted Bituminous Mixture to Moisture Induced Damage for Super pave

AASHTO T 312

TRS P W R

W S A


During Construction

Evaluation of Strength and moisture Sensitivity

AASHTO T 283

TRS P W R

W S A

As required in specification

Take from H. Bins

During Construction


Legend: W = Witness; P = Perform; R = Review; A = Approve; S = Surveillance; SBG = Saudi Bin Laden Group; ITP = Inspection & Testing Plan. Archen = Archen / Ellisdon; TL = Testing Laboratory MIR= Material Inspection Request #12, Rev-01 RFI= Request for Inspection #13, Rev-01 TRS= Test Report Submittal #17, Rev-01

Minimum sampling and testing for concrete, grout, and incidental construction General spec.


Material Name

Characteristics Test Method Approved Form # to be used

Responsibility/ Inspection Points

Sampling Frequency

Point of Sampling ITP Activities Classification

TL SBG

Archen

Concrete, Steel And Structures

5.01 Coarse Aggregate For Concrete

Sieve analysis AASHTO 1TUT 27U1T

RFI, TRS P W R

W S A


From source OR in the stockpile to be tested in the lab

Pre Construction

Loss by abrasion

AASHTO 1TUT 96U1T

TRS P W R

W S A



Pre Construction

Soundness AASHTO 1TUT 104U1T

TRS P W R

W S A



Pre Construction

Friable particles

AASHTO 1TUT 112U1T

TRS P W R

W S A



Pre Construction

Specific Gravity and Absorption

AASHTO 1TUT 85U1T

TRS P W R

W S A



Pre Construction



Soft Fragments

and Shale AASHTO M 80

TRS P W R

W S A



Pre Construction



TRS P W R

W S A



Pre Construction

Soluable Sulfates and Chlorides

1TUBS 882U1Tand ASTM 1TUD 1411U1T (1)

TRS P W R

W S A



Pre Construction

Moisture AASHTO 1TUT 255U1T

TRS P W R

W S A

One per production day

From source to be tested in the lab.

Pre Construction

Fine aggregate for Concrete

Sieve analysis (including fineness modulus)

AASHTO 1TUT 27U1T AASHTO M 6

RFI, TRS P W R

W S A


From source OR in the stockpile to be tested in the lab.

Pre Construction

Soundness AASHTO 1TUT 104U1T

TRS P W R

W S A



Pre Construction

Friable AASHTO TRS P W W One per From source to be Pre



particles 1TUT 112U1T R S A

(10,000) cu. meter Of concrete

tested in the lab Construction

Organic Impurities

AASHTO 1TUT 21U1T

TRS P W R

W S A



Pre Construction

Sand Equivalent

AASHTO 1TUT 176U1T

TRS P W R

W S A



Pre Construction

Moisture AASHTO 1TUT 255U1T

TRS P W R

W S A



Pre Construction

Soluable sulfates

1TUBS 882U1T (1)

TRS P W R

W S A

One per (10,000) cu. meter


Pre Construction

Water for Portland Cement Concrete

Water Quality AASHTO 1TUT 26U1T

RFI, TRS P W R

W S A

One per (10,000) cu. meter of concrete.


Pre Construction

Portland Cement

Cement Quality ASTM 1TUC 150U1T (1)

MIR P W R

W S A

1-Certificates of Guarantee 2- One per (10,000) cu. meter Of concrete

From Several Bags or Silo

Pre and Post Construction



3- The engineer reserve the right to order a retest of the cement at anytime.

Time Of Set (Vicat)

AASHTO 1TUT 131U1T Or ASTM 1TUC 191U1T

TRS P W R

W S A

One test per Shipment

In Randomly as directed by engineer.

Pre Construction

Portland Cement Concrete

Mix Design

MRDTM 515 MVC circular 885/409 28/11/1409H(2)

RFI, TRS P W R

W S A

One test per Mix design


Pre Construction

Compressive Strength

AASHTO 1TUT 23U1Tand 1TUT 126U1T

TRS P W R

W S A

One set-(3 cylinders)-of cylinders per (500) cu. meter. Not less than (1) per production day

From Mixer or truck. In Randomly as directed by engineer.

Post Construction

Air Content AASHTO 1TUT 152U1T OR MRDTM 520

RFI P W R

W S A

One test per (50) cu. meter. Not less than (1) per production day


During Construction

Unit Weight /Cement Factor

AASHTO 1TUT 121U1T

P W R

W S A

One test per (50) cu. meter. Not less than (1) per production

From Mixer or truck. In Randomly as directed by

During Construction



day engineer. Slump AASHTO

1TUT 119U1T RFI P W

R W S A

One test per (20) cu. meter.


During Construction

Reinforcing Steel

Quality Specification as directed by engineer (1)

MIR P W R

W S A

1-Certificates of Guarantee 2- each (50)ton OR fraction of that

one sample for each size bar

Pre Construction

Grout Portland cement quality

ASTM 1TUC 150U1T, Type I

MIR P W R

W S A

1-Certificates of Guarantee 2- One per (10,000) cu. meter Of concrete

From Several Bags or Silo


Water quality AASHTO 1TUT 26U1T

MIR, TRS

P W R

W S A

One per (10,000) cu. meter of concrete.


Pre Construction

Initial set AASHTO 1TUT 197U1T

RFI P W R

W S A

One test per shipment


Pre Construction

compressive strength

AASHTO 1TUT 106U1T

TRS P W R

W S A

One set-(3 cylinders)-of cylinders per (500) cu. meter. Not less than (1) per production day


Post Construction



(1) Contractor not required to furnish facilities to perform test. Tests may be performed in an independent laboratory approved by the Ministry. (2) If lime is added, acceptance samples shall be taken after the addition of the slurry but before the drier. In this case, minimum acceptance sampling frequency shall be one per production day. (3) Physical tests required on all samples. Chemical tests required on occasional samples selected by the Engineer.

* The above table is MOT general specification. The project road typical sections and drawings govern over the general specification and must be followed. * The above tables is MOT general specification, which is the main bases for construction material testing (CMT) of the QA/QC plan. This testing plan is in compliance with and in accordance to the approved design concepts, specifications, and drawings. * The SBG’s QA/QC department is recommending that all technical staff on project site to be familiar with 1998 MOT specification.

Incidental construc-tion

6.01 Thermoplastic Traffic Markings

Quality (1) MIR P W R

W S A

1-Certificates of Guarantee 2-one sample from each lot Note (3)

From each lot or project storage



Page 1 of 10

METHOD STATEMENT

FOR

SURVEYING WORKS

(Materials Sampling and Testing)

Rev Date of Issue Prepared by Reviewed by Description

QA/QC Engineer QA/QC Manager

0 15 July 2012 Salvador D. Paguntalan Nabeel AbuSadah Initial issue

1 14 August 2012 Salvador D. Paguntalan Nabeel AbuSadah 1P

stP Revision

Page 2 of 10

Table of Contents

Page Number C 11Tover Page 1 11TRevision Page 2

11TTABLE OF CONTENTS11T .................................................................................................................. 2

11T1.11T 11TSCOPE OF WORK11T ................................................................................................................. 3

11T2.11T 11TPURPOSE 11T ............................................................................................................................ 3

11T3.11T 11TREFERENCES11T ........................................................................................................................ 3

11T4.11T 11TRESOURCES11T ......................................................................................................................... 3

11T5.11T 11TDEFINITION & ABBREVIATIONS:11T ......................................................................................... 3

11T6.11T 11TRESPONSIBILITIES:11T............................................................................................................... 4

11T7.11T 11TPROCEDURE: 11T ....................................................................................................................... 4

11T7.1.11T 11TPRIMARY CONTROL POINTS11T 4

11T7.2.11T 11TESTABLISHING WORKING POINTS11T 4

11T7.3.11T 11TSTAKING AND GRADING11T 5

11T7.4.11T 11TTRAVERSING11T 8

11T7.5.11T 11TAS-BUILT SURVEY11T 8

11T7.6.11T 11TSURVEY EQUIPMENT TOLERANCES11T 8

11T8.11T 11TQUALITY:11T ............................................................................................................................ 9

11T9.11T 11TSAFETY:11T ............................................................................................................................. 10

Page 3 of 10

1. SCOPE OF WORK

The following steps are proceed in a road construction project which include the establishment of Primary Working Points, Control Points, Staking and Grading, Traversing, and Road Center Line Setting Out and Line Marking. The works involves all surveying works throughout the entire project but not limited to the following:

1.1 Establishing primary control points. 1.2 Establishing working points 1.3 Establishing control coordinate points and reference lines 1.4 Establishing bench marks 1.5 Achieve horizontal control

2. PURPOSE

To achieve an advance to coordinated survey system that will be used as a standard procedure of the work throughout the project.

3. REFERENCES

3.1 Contract Document and Specifications 3.2 Shop Drawings 3.3 Approved Quality Assurance and Quality Control Plans

4. RESOURCES

4.1 Materials 4.2 Equipment 4.3 Personnel

- Wooden Stake - Concrete Nails - Warning Tapes - Spray Paints and Markers - Steel Bar (for Staking)

- GPS Total Station - Theodolite Instrument - Auto Level Instrument - Hammer and set of Minor Tools

- Project Engineer - Site Engineer - QA/QC Inspector - Safety Officer - Surveyor - Survey Team

5. DEFINITION & ABBREVIATIONS:

PE - Project Engineer SE – Site Engineer QA/QC – Quality Control/Quality Assurance Engineer SEO –Safety Environment Officer SU – Surveyor

Page 4 of 10

6. RESPONSIBILITIES: 6.1. The Project Engineer shall direct when and where to start the Surveying Works and

establish deadlines for activity to be finished. He shall make sure that Surveying Works shall be finished with-in the time frame set forth on the construction schedule.

6.2. The Site Engineer shall be responsible for the execution of the Surveying Works.

6.3. The QAQC Inspector shall monitor and periodically inspect all the Surveying Works at all times to ensure that setting out and establishing coordinates is correct and conforms to the approved shop drawings related Surveying Works.

6.4. The Surveyor is responsible for executing and leading all the elements of Surveying

Works

6.5. The Survey Team composed of at least, but not necessarily limited to the following: Lead Surveyor, Stadia Man, and Helpers is responsible for the execution of the Survey Works.

7. PROCEDURE:

The foregoing procedure for the Surveying Works will serve as a guide by the Surveyor together with the SE and QA/QC Inspector along the course of their work in order to achieve an acceptable quality of workmanship and attaining the optimum results with less time and effort:

7.1. PRIMARY CONTROL POINTS

a. Locate Permanent Bench Marks (The Municipality Bench Marks) as provided in theContract Document.

b. Based on the above bench marks Primary Control Points shall be established by Closed Traversed Method duly check by the consultant.

c. The Municipality Bench Marks and the Primary Control Points shall then be plotted showing their coordinates, angles, levels, and distances to form part as Working Drawings for Survey Control Points for approval by the Engineer.

d. These Primary Control Points shall be fixed on a steel bar embedded in a solid cast in place concrete.

e. Upon approval of the Survey Working Drawings by the Engineer, the surveyor may establish more convenient control points for future setting outs.

7.2. ESTABLISHING WORKING POINTS

7.2.1. Setting Out of working points shall be conveniently located for easy access and as to avoid future disturbances by impact, vibration and/or settlement as the construction progress.

Page 5 of 10

7.2.2. Enough Working Points shall then be established. These working points will be used to complete the survey and demarcate the required profiles and stationing as shown on the approved plans.

7.3. STAKING AND GRADING

7.3.1. General After Clearing and Grubbing works were done (see Method Statement for Clearing and Grubbing) Road Site Grading shall be established to ensure a level base as per specified slope, the base and sub-base course, surface drainage and any other improvements shall be put in place so as to establisha sub-grade or finished contouring that will form a sound foundation by avoiding over cutting of natural ground especially if existing soil is found to be alreadysuitable for the design load of the roadway. A rough grading will be run through the proposed roadway leaving a 200mm clearance above subgrade level manned by a surveyor to avoid overcutting beyond the design subgrade level. After Rough Grading the following sequence of work shall be observed:

7.3.2. Staking Layout Staking shall be established basing the approved roadway layout and following its intended design cross-sections and profiles (see figure 1: Staking Layout below).

Page 6 of 10

Figure 1. URoadway Staking Layout showing Cross-Section and Profiles

Page 7 of 10

A. Stake Marking will be marked following its cross-sections as shown below:

A.1 Stake marking for Road Embankment 1. Stake start of road embankment 2. Stake for end road embankment 3. Stake mark for end of roads slope embankment

A.2 Stake marking for Slope Side Cutting

1. Stake mark for start of road slope side cutting A. Stake mark for end of Side Cutting under design subgrade B. Stake mark for start of first slope of side cutting. C. Stake mark for end of first slope of side cutting. D. Stake mark for start of second slope transition. E. Stake mark for end of second slope side cutting.

B. Laying out of Stake Marks shall be done on a 25-m interval along the proposed

roadway to avoid over-cutting as shown below:

Page 8 of 10

C. Wooden Stake shall be used with appropriate marking showing the intended

elevations to be cut or filled along the roadway cross-section on a 25m interval.

7.4. TRAVERSING

7.4.1. General A GPS Total Station shall be used to traverse the entire road networks. The same instrument and/or the theodolite will be employed for Staking and Grading, Road Stationing, Vertical and Horizontal Traverse.

7.4.2. GPS Total Station Traversing

a. The surveyor shall locate the Municipality Bench Mark at the nearest location to the project site, this BM shall be ensured to be correct and updated.

b. Coordinates shall be fed to the Total Station from the approved Working Coordinates Plan.

c. The surveyor shall start and position his instrument at the Benchmark and feed to the instrument the known BM’s coordinate and elevation.

d. The surveyor can now conveniently locate and establish the control points for future references.

e. After establishing the control points, the surveyor may now start to run the required surveying works such as Staking and Grading, Road Stationing, Road Center Line Setting Out and Line Marking.

7.5. AS-BUILT SURVEY

a. As-Built Survey will be conducted as soon as substantial work has been completed. b. Results of the As-built Survey will then be correlated with the proposed or planned

coordinates noting any variance or if results is within acceptable limits i.e. coordinates deviation from plan to actual.

c. If results is beyond acceptable limits, necessary corrective action shall be made to address the concern. All Subsequent work maybe stop as per instruction by the Engineer until corrective actions has been rectified.

d. Results of the Survey shall be kept, tagged, and properly bounded in binder folder.

7.6. SURVEY EQUIPMENT TOLERANCES

The Equipment Accuracy for Survey Equipment will be maintained as per Project Specifications.

Page 9 of 10

8. QUALITY:

DESCRIPTION OF WORK IN-CHARGE The QA/QC Manager will monitor and ensure that this Method Statement shall be strictly enforced so that smooth Work Flow will be attained. 8.1.In general, our team of Surveyors, Project/Site Engineers and Foremen

together with QC Inspectors will ensure that the approved Method statement is being followed and inspections are taking place. In particular, the following shall be taken care of: 8.1.1 Survey equipment/instruments used on site are calibrated. The

original Calibration certificates are always kept in store and copies of same are available along with the instrument.

8.1.2 The Surveyors carry out periodical checks to the tolerances of the manufacturer and maintain the relevant records.

8.1.3 Any defective or damaged surveying equipment is properly identified and immediately removed from site.

8.1.4 All Control Points are clearly marked and located on elements which are not likely to be disturbed by impact, vibration, settlement or heave and are checked periodically by the Surveyor.

8.1.5 Regular checking is carried out and its record maintained throughout the construction progress.

8.2 All the measuring and test equipment shall be controlled, calibrated and

maintained at site. The equipment shall be used in a manner, which ensures that equipment uncertainty is known and is consistent with the required capability.

8.3 Site surveying and related equipment will be checked and kept within calibration to the Tolerances as recommended by the manufacturer of the equipment and accepted Engineering/ construction practice.

8.4 Re-calibration and checking must take place not only as scheduled but also at any time when there is any doubt about the integrity and accuracy of the equipment during its use on the site

8.5 When an error in an instrument is evident, the Surveyor may: Adjust the instrument on site in accordance with the instructions

provided by the instrument manufacturer (only if the Surveyor/Engineer is competent, having adequate experience to take such action) or request the Project Manager to send the instrument to the local agent for recalibration.

QA/QC Manager SU, SE, QA/QCI, ST

Page 10 of 10

9. SAFETY:

DESCRIPTION OF WORK IN-CHARGE The Safety Officer of the contractor and the Survey Team together with the QA/QC Team shall work together in the prevention of any work related accidents in the job site. The following safety requirements must always be observed and adhered in the site at all times:

9.1 Safe means of access when working on excavated area will be provided & maintained.

9.2 Persons working closely to roof edges or any other high platform where the potential of falling exists will use fall protection.

9.3 Equipment close to edges will be secured so as to avoid falling or dropping.

9.4 All other hand tools, equipment or material will be secured at all times.

SO, Survey Team,

QAQC Team

SO, Survey Team, QAQC Team

Page 1 of 7

METHOD STATEMENT

FOR

ROADWAY EXCAVATION




0 15 July 2012 Salvador D. Paguntalan Nabeel Abusadah Initial issue

1 14 August 2012 Salvador D. Paguntalan Nabeel Abusadah 1P

stP Revision

Page 2 of 7

Table of Contents




10T2.10T 10TPURPOSE 10T ............................................................................................................................ 3

10T3.10T 10TREFERENCES10T ........................................................................................................................ 3

10T4.10T 10TRESOURCES10T ......................................................................................................................... 3



10T7.10T 10TPROCEDURE: 10T ....................................................................................................................... 4

10T7.110T 10TGENERAL10T 4

10T7.210T 10TSURVEY LAYOUT 10T 4

10T7.310T 10TSITE CLEARANCE/EXCAVATION PERMIT10T 4

10T7.410T 10TTRIAL PIT LOCATION10T 5

10T7.510T 10TROAD WORKS EXCAVATION 10T 5

10T7.610T 10TTEST METHODS AND MINIMUM SAMPLING FOR EMBANKMENT MATERIAL10T 6

10T8.10T 10TQUALITY:10T ............................................................................................................................ 6

10T9.10T 10TSAFETY:10T ............................................................................................................................... 7

Page 3 of 7

1. SCOPE OF WORK

The Roadway Excavation covers soil digging, cutting,and grading for roadway construction at South Border Infrastructure Projects of the MOI up to the working level (design subgrade) and as determined by the Engineer when the area of soil excavation is found to be unsuitable to carry the design load for the roadway.

2. PURPOSE

To describe and outline the methodology and work procedures for Roadway Excavation utilizing equipment such as Bulldozer, Grader, Backhoe for digging soils, and Dump Trucks for soil disposal.

3. REFERENCES

3.1 Contract Document and Specifications 3.2 Shop Drawings 3.3 Approved Quality Assurance and Quality Control Plans.

4. RESOURCES



- Bulldozer - Excavator (Backhoe) - Grader - Dump Truck - Shovel - Wheelbarrow - Set of Minor Tools

- Project Engineer - Site Engineer - Surveyor - Safety Officer


PE – Project Engineer SE - Site Engineer QCE – Quality Control Engineer SU – Surveyor SO - Safety Officer

6. RESPONSIBILITIES:

Page 4 of 7

6.1 The Project Engineer shall direct when and where to start the Excavation Works and establish deadlines for activity to be finished. He shall make sure that Excavation Works shall be finished with-in the time frame set forth on the construction schedule.

6.2 The Site Engineer shall be responsible for the execution of the Roadway Excavation. 6.3 The Quality Control Engineer shall be responsible for monitoring the working

excavation level as per the approved plans and specifications. He shall likewise ensure that appropriate documentation such as excavation permits, clearances, etc.has been obtained from the concerned authorities prior to the start of the work.

6.4 The Surveyor is responsible for establishing the boundaries, limits and extent of Roadway Excavation.

6.5 The Safety Officer shall ensure that safety of the workers is taken into consideration at all times. He shall make sure that stake/poles and barricades with warning tapes on it shall be in place whenever required as the excavation progresses. Warning lights shall likewise be introduced if found necessary.

7. PROCEDURE:

The foregoing procedure for the Roadway Excavation will serve as a guide by the Site Engineer together with the surveyor along the course of their work in order to achieve an acceptable quality of workmanship and attaining the optimum results with less time and effort: 7.1 GENERAL

The Excavation Works shall be done by the use of the Excavator, Bulldozer, Grader,Dump Truck for soil disposal and a set of minor tools such as shovel, wheel borrow, etc.

7.2 SURVEY LAYOUT

7.2.1 The Surveyor in coordination with the site engineer shall stake out the limits and extent of the excavation and constantly check the depth of excavation and inform the excavator when and where to stop digging.

7.2.2 He shall make sure also that working level is established so as to avoid over cutting. 7.2.3 The Site Engineer will coordinate with the planning department the potential

location of utility services that may be affected if any and this will be marked by the Surveyor.

7.3 SITE CLEARANCE/EXCAVATION PERMIT

7.3.1 Before commencing the roadway excavation, the area will be cleared of all tress, stumps, roots, bushes, vegetation, debris, materials or other obstructions.

7.3.2 Before removal of any trees or shrubs, the approved Environmental Clearances shall be obtained from the competent agency the Meteorology and Environmental protection Administration (MEPA).

7.3.3 Holes left by slumps or roots shall be filled with suitable material compacted to the Engineer’s satisfaction. The compacted density of the fill will be equal to or greater than 95% of Maximum Dry Density as determined in the project specification.

Page 5 of 7

7.3.4 If there are many structures or any other existing structures such abandoned underground utilities or any other obstruction on the excavated area, the removal work procedure will be submitted separately to obtain the approval from the concerned authority.

7.3.5 The excavation will not proceed unless the municipality permit for excavation has been obtained.

7.4 TRIAL PIT LOCATION

7.4.1 Trial Pit Location Plan shall be submitted for approval by the consultant. 7.5 ROAD WORKS EXCAVATION

7.5.1. Excavation Phasing The excavator in coordination with the site engineer shall locate and determine the sequence of excavation phasing as well as the entrance and exit of equipment vehicle.

7.5.2. Soil Digging, Cutting, and Grading

a. Digging, Cutting, and grading of soil shall be done to a working level to a depth as shown on working drawings and in constant monitoring with the surveyor and the site engineer.

b. Rock shall be excavated to a depth of 150mm below subgrade within roadbed limits and backfilled as per approved materials compacted to the required density.

c. Soil below subgrade other than solid rock shall be thoroughly scarified to a depth of 150mm throughout this layer and will be brought to a moisture content suitable for maximum compaction output.

d. Removal of unsuitable material (soil) shall go beyond the excavation level (sug-grade level) until excavation reaches a soil of which appropriate load bearing has to be achieved.

e. Careful Excavation shall be observed along the course of the work not to disturb/damage the underneath existing pipe utilities if any.

f. Once the soil is dig, it will be immediately transferred to the standby dump truck.

7.5.3. Stability of Excavations

a. Slopes of excavations to comply with the following: 1. Slopes of cuts in natural; 1:1 2. Slopes of compacted fill; 1-1/2 : 1 3. Slopes of uncompacted fill; 2:1

. Maintain sides and slopes of excavations in a safe condition until completion of backfilling

7.5.4. Soil Disposal

Page 6 of 7

a. Soil will be disposed immediately as soon as the dump truck has been filled with soil to the disposal site.

b. This soil shall be tested and if found suitable for backfilling material shall be transported to the nearest location for embankment.

7.6 TEST METHODS AND MINIMUM SAMPLING FOR EMBANKMENT MATERIAL

7.6.1 Embankment material shall be tested as specified in the project specifications as shown on the table below:

MOT Specs.

Material Name Characteristics Test Method Sampling Frequency Point of Sampling

2.03 Excavation Soil Classification AASHTO 10TM 145 10T One per Source or material type

(50 Kg) sample to be collected from site and to be tested in lab


ASTM 10TD 1883 10T One per Source or material type

Use same Sample

Atterberg limits

ASTM D 4318 One per Source or material type

Use same Sample. Accepted materials AASHTO Class A-1-a, A-1-b, A-2-4 or as per specifications.

Moisture Density (Modified Proctor) or Relative Density

AASHTO 10TT 180 10T or ASTM 10TD 4253 10T


Use same Sample

8. QUALITY:

DESCRIPTION OF WORK IN-CHARGE The QA/QC Manager will monitor and ensure that this Method Statement shall be strictly enforced so that smooth Work Flow will be attained and prior work compliance obtained such as the following:

8.1.Environmental compliance certificate. Obtained from concerned government authority.

8.2 Materials Submittal. All required materials approved by the consultant

8.3 Approved Drawings. All relevant approved drawings shall be approved by the consultant.

8.4 Routine Work. The Site Engineer together with the Surveyor shall coordinate with the Planning Department the potential location of underground utilities that maybe affected during excavation. Constant coordination with the Excavator shall be observed at all times.

QA/QC Manager SU, SE, QCE, ST

Page 7 of 7

9. SAFETY:


9.1 Safe means of access when working on excavated area will be provided & maintained.

9.2 Appropriate wearing of Personal Protective Equipment (PPE) 9.3 Barricades and warning tapes shall be fixed throughout the

excavated area.

PE, SO, QCI

SO, QCE

Page 1 of 7

METHOD STATEMENT

FOR

ROADWAY EMBANKMENT




0 15July 2012 Salvador D. Paguntalan Nabeel Abusadah Initial issue


stP Revision

Page 2 of 7

Table of Contents




10T2.10T 10TPURPOSE 10T ............................................................................................................................ 3

10T3.10T 10TREFERENCES10T ........................................................................................................................ 3

10T4.10T 10TRESOURCES10T ......................................................................................................................... 3



10T7.10T 10TPROCEDURE: 10T ....................................................................................................................... 4



10T7.310T 10THANDLING OF MATERIALS FOR EMBANKMENT10T 4

10T7.410T 10TLOADING AND TRANSPORTING OF EMBANKMENT MATERIALS10T 4

10T7.510T 10TPLACING AND GRADING OF EMBANKMENT MATERIALS10T 5

10T7.610T 10TCOMPACTION OF EMBANKMENT MATERIALS10T 5

10T7.710T 10TTEST METHODS AND MINIMUM SAMPLING FOR EMBANKMENT MATERIAL10T 5

10T8.10T 10TQUALITY:10T ............................................................................................................................ 6

10T9.10T 10TSAFETY:10T ............................................................................................................................... 7

Page 3 of 7

1. SCOPE OF WORK

The RoadwayEmbankment covershandling, loading, transporting, placing and grading of acceptable materials excavated from the roadway or imported from borrow sites for roadway construction at South Border Infrastructure Projects of the MOI up to the finishing level.

2. PURPOSE

To describe and outline the methodology and work procedures for Roadway Embankment utilizing equipment such as Vibratory Soil Compactor, Backhoe, Dump/Tipper Truck, and Wheel Loader.

3. REFERENCES


4. RESOURCES



- Bulldozer - Excavator (Backhoe) - Grader - Dump Truck - Shovel - Wheelbarrow - Set of Minor Tools





6.1 The Project Engineer shall direct when and where to start the Embankment Works and establish deadlines for activity to be finished. He shall make sure that Embankment Works shall be finished with-in the time frame set forth on the construction schedule.

6.2 The Site Engineer shall be responsible for the execution of the Roadway Embankment.

Page 4 of 7

6.3 The Quality Control Engineer shall be responsible for monitoring the finishing level as per the approved plans and specifications.

6.4 The Surveyor is responsible for establishing the boundaries, limits and extent of Roadway Embankment.

6.5 The Safety Officer shall ensure that safety of the workers is taken into consideration at all times. He shall make sure that stake/poles and barricades with warning tapes on it shall be in place whenever required as the roadway embankment progresses. Warning lights shall likewise be introduced if found necessary.

7. PROCEDURE:

The foregoing procedure for the Roadway Embankment will serve as a guide by the Site Engineer together with the surveyor along the course of their work in order to achieve an acceptable quality of workmanship and attaining the optimum results with less time and effort: 7.1 GENERAL

The Excavation Works shall be done by the use of the Vibratory Soil Compactor, Backhoe, Dump/Tipper Truck, Wheel Loader and a set of minor tools such as shovel, wheel borrow, etc.

7.2 SURVEY LAYOUT

7.2.1 The Surveyor in coordination with the site engineer shall stake out the limits and extent of the excavation and constantly check the depth of excavation and inform the excavator when and where to stop digging.

7.2.2 He shall make sure also that working level is established so as to avoid over cutting. 7.2.3 The Site Engineer will coordinate with the planning department the potential

location of utility services that may be affected if any and this will be marked by the Surveyor.

7.3 HANDLING OF MATERIALS FOR EMBANKMENT

7.3.1 Handling of materials will start from the Roadway Excavation which had been tested to be appropriate for future use as an Embankment material.

7.3.2 The excavated material shall be subject for approval by the consultant. 7.3.3 A Stockpile area shall be coordinated and approved by the consultant, if necessary a

stockpile layout plan shall be offered to the consultant for approval prior to start piling.

7.3.4 The approved area for stock piling of embankment materials shall be ensured to be leveled smooth, firm, and free of vegetation or other contaminants.

7.3.5 Stock pile area shall be strategically located for easy access for handling and transporting.

7.4 LOADING AND TRANSPORTING OF EMBANKMENT MATERIALS

7.4.1 Loading and transporting of embankment of materials shall be done by the use of Dump Truck for hauling and transporting of materials.

Page 5 of 7

7.4.2 Wheel Loader for loading the embankment materials to the dump truck. 7.5 PLACING AND GRADING OF EMBANKMENT MATERIALS

7.5.1. Embankment materials shall be loosed lift to a depth not more 200mm each layer and properly moistened and compacted.

7.5.2. Successive layers of the same depth of 200mm loose lift shall be placed and compacted until reaching the intended design elevation for embankment.

7.5.3. Motor Graders shall be used for grading, leveling, and finishing of the freshly backfilled materials.

7.6 COMPACTION OF EMBANKMENT MATERIALS

7.6.1. Embankment shall be compacted to attain a 95% MDD.

7.7 TEST METHODS AND MINIMUM SAMPLING FOR EMBANKMENT MATERIAL

7.6.1 Embankment material shall be tested as specified in the project specifications as shown on the table below:

MOT Specs. Material Name Characteristics Test Method Sampling Frequency Point of Sampling

2.05.2.1 Embankment Soil Classification AASHTO 10TM 145 10T One per Source or material type

(50 Kg) sample to be collected from site (road bed) immediately prior to placement of next layer and to be tested in lab.

2.05.4.2 Moisture Density Test (Modified Proctor)

AASHTO 10TT 180 10T

One per layer per 50,000 square meters or Whenever the materials or source changes.

Use same sample and immediately prior to placement of next layer and to be tested in lab.

2.05.4.2 Field Density AASHTO 10TT 191 10T or 10TT 238 10T and 10TT 239 10T



2.05.4.2 Plate Load Test AASHTO 10TT 221 10T It is encouraged to use this testU, but it is not required U.

In-place after compaction. Applicable for all soils, but not rock. Use it for Dune sand A-3(0) if needed.

2.05.4.4 Rock Embankment

Compaction (preparation) of natural ground

AASHTO 10TT180 10T (Method D)

As per specification In-place after compaction

Soil Classification AASTO 10TM 145 10T 1 test per (3) lots. Then 1 sample every 5P

thP lot

when changes materials properties is suspected.

Sample taken from the road bed after placement and to be tested in lab. The lot size is 5,000 square meters.

Page 6 of 7

2.05.7.2 Field Density AASHTO 10TT 191 10T or 10TT 238 10T and 10TT 239 10T



Percent relative compaction

ASTM 10TD 4253 10T 1 test per (3) lots. Percent of compaction is based on 3 consecutive tests.


Rock Embankment

Rock test section Maximum settlement is 1% for acceptable compaction and as per specification.


Moisture Density Test (Modified Proctor)

AASHTO 10TT 180 10T One per layer per 50,000 square meters or Whenever the materials or source changes.

To be sampled from the road bed and to be tested in lab


ASTM 10TD 1883 10T One per source or material type

In place and to be tested in lab

8. QUALITY:


8.1 Materials Submittal. All required materials approved by the consultant shall be obtained prior to the start of the work.

8.2 Approved Drawings. All relevant drawings such as embankment elevations and line grade cross-sections shall be approved by the consultant prior to commencing work.

8.3 Routine Work. The SE, QCE, together with the Surveyor shall constantly monitor the work operation to conform with the design elevations and line grade cross-sections.

QA/QC Manager SU, SE, QCE,

Page 7 of 7

9. SAFETY:


9.1 Safe means of access when working on grading area will be provided & maintained.

9.2 Appropriate wearing of Personal Protective Equipment (PPE) shall be observed.

PE, SO, QCE

SO, QCE

Page 1 of 7

METHOD STATEMENT

FOR

SUBGRADE PREPARATION






stP Revision

Page 2 of 7

Table of Contents




10T2.10T 10TPURPOSE 10T ............................................................................................................................ 3

10T3.10T 10TREFERENCES10T ........................................................................................................................ 3

10T4.10T 10TRESOURCES10T ......................................................................................................................... 3



10T7.10T 10TPROCEDURE: 10T ....................................................................................................................... 4



10T7.310T 10TTEST METHODS AND MINIMUM SAMPLING FOR SUBBASE MATERIAL10T 5

10T7.410T 10TSUBGRADE PREPARATION ON ROCK SOIL10T 6

10T7.510T 10TSUBGRADE PREPARATION ON COMMON SOIL:10T 6

10T7.610T 10TSUBGRADE PREPARATION ON EMBANKMENT10T 6

10T7.710T 10TSUBGRADE LEVEL TOLERANCES10T 7

10T8.10T 10TQUALITY:10T ............................................................................................................................ 7

10T9.10T 10TSAFETY:10T ............................................................................................................................... 7

Page 3 of 7

1. SCOPE OF WORK

The Subgrade preparationinvolves preparation of subgrade in an in-situ layer of rock and common soil and on an embankment.

2. PURPOSE

To describe and outline the methodology and work procedures for asphalt road subgrade preparationon a rock, common soil, and on an embankment layer.

3. REFERENCES


4. RESOURCES


- Wooden Stake - Warning Tapes - Spray Paints and Markers

- Grader - Excavator - Compactor - Dump Truck - Shovel - Wheelbarrow - Set of Minor Tools





6.1 The Project Engineer shall direct when and where to start the Subgrade Preparation and establish deadlines for activity to be finished. He shall make sure that Subgrading shall be finished with-in the time frame set forth on the construction schedule.

6.2 The Site Engineer shall be responsible for the execution of the Subgrade Preparation Works.

Page 4 of 7

6.3 The Quality Control Engineer shall be responsible for monitoring the working Subgrade elevations level as per the approved plans and specifications.

6.4 The Surveyor is responsible for establishing the boundaries, limits and extent of Subgrade elevations.

6.5 The Safety Officer shall ensure that safety of the workers is taken into consideration at all times. He shall make sure that stake/poles and barricades with warning tapes on it shall be in place whenever required as work progresses. Warning lights shall likewise be introduced if found necessary.

7. PROCEDURE:

The foregoing procedure for the Subgrade Preparation Works will serve as a guide by the Site Engineer together with the surveyor along the course of their work in order to achieve an acceptable quality of workmanship and attaining the optimum results with less time and effort: 7.1 GENERAL

The Subgrade preparation shall be done by the use of the Grader, Excavator, Compactorand Dump Truck for soil disposal and a set of minor tools such as shovel, wheel borrow, etc. All submerged stumps, roots, or other existing vegetation and/or perishable matter encountered in the preparation of the subgrade shall be removed to a depth of not less than 300mm or as specified by the Engineer. The excavated surfaces shall be kept smooth and sloped to slide ditches until the subgrade is finished. All areas of roadway excavation, during the entire period of construction operations, shall be thoroughly drained.

7.2 SURVEY LAYOUT

7.2.1 The Surveyor in coordination with the site engineer shall stake out the limits and extent of the Subgrade and constantly check the depth of excavation for finishing level and inform the grader when and where to stop grading.

7.2.2 He shall make sure also that the finishing level is constantlycheck so as to avoid over cutting.

7.2.3 The surveyor together with the QCE will ensure that excavation of cut sections containing unsuitable materials within the subgrade zone shall be staked and measured to a minimum of thirty (30) centimeters below the bottom of the subgrade zone. It may be increased in additional increments of thirty (30) centimeters at the direction of the Engineer.

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7.3 TEST METHODS AND MINIMUM SAMPLING FOR SUBBASE MATERIAL MOT

Specs. Material Name Characteristics Test Method Sampling Frequency Point of Sampling

2.06.3.6 Subgrade in Earth Cuts

Soil Classification

AASHTO 10T M 145 10T One per source or material change then One per 50,000 sq. m. of completed subgrade.



AASHTO 10T T 180 10T One per layer per 20,000 SQ. M.

In place (from road bed) and to be tested in lab, 50 Kg Sample

Field Density AASHTO 10TT191 10T,OR10TT238 10T and 10TT 239 10T.

One per layer per 20,000 SQ. M. For cohesionless soils, use relative density ASTM 10TD 4253 10T



ASTM 10TD 1883 10T



2.06.3.7 Subgrade in Rock Cuts

Gradation AASHTO M43 OR 10TASTM D 448 10T



Rock Quality ASTM 6032 As Per Specifications.

Sample to be collected from project site and to be tested in lab.

2.06.03.8

Subgrade on Embankment (including Sand Dunes Areas)

Soil Classification

AASHTO 10TM 145 10T One per 50,000 sq. m. of completed subgrade.

In place (from road bed) and to be tested in lab


AASHTO 10TT 180 10T One per layer per 20,000 SQ. M.

Use same collected sample for lab test.


ASTM 10TD 1883 10T One per 5,000 square meters of completed subgrade.


Field Density AASHTO 10TT 191 10T OR 10TT 238 10T and 10TT 239 10T

Minimum of 8 nuclear gage or 5 cone density test on each embankment lift or portion lift up to a


Page 6 of 7

maximum of 50,000 cubic meters lot.

% Relative Compaction

AASHTO 10TT 180 10T 1 test per (3) lots. Percent of compaction is based on 3 consecutive tests.


2.06.3.9 Preparation of Existing Subgrade

As specified in Paragraph 10T2.06.3.6 10T

7.4 SUBGRADE PREPARATION ON ROCK SOIL

7.3.1 Design subgrade level on rock soil shall be trimmed down or excavated to a depth of 150mm or other depth as shown on the plans and to be backfilled with suitable subgrade material designated on the plans or as approved by the consultant.

7.5 SUBGRADE PREPARATION ON COMMON SOIL:

7.4.1 Soil material below subgrade other than solid rock shall be thoroughly scarified to a depth of 150mm reducing or increasing moisture content for a suitable maximum compaction. If existing soil found to be unsuitable that cannot be properly compacted shall be removed to a depth as prescribed by the consultant and only approved materials as directed shall be used in the construction of embankments and backfills.

7.6 SUBGRADE PREPARATION ON EMBANKMENT

7.5.1. General The work consist of preparation of the existing ground on which embankment is to be constructed. For detailed embankment preparation see Method Statement for Roadway Embankment.

7.5.2. Soil examination / testing on an area for embankment

a. The existing area or section for roadway embankment shall be examined and/or tested whether the existing ground is ready to receive an embankment.

7.5.3. Acceptable Material for Roadway Embankment

a. An acceptable backfill or embankment material shall be approved by the Engineer prior to the start of embankment.

7.5.4. Compaction

a. Roadway embankment of approved type shall be placed in horizontal layers not exceeding 200mm and shall be compacted as specified before placing the next layer.

b. A Maximum Dry Density of 95% shall be obtained by rolling and compacting sub-soil as determined by Modified Proctor Test.

Page 7 of 7

7.7 SUBGRADE LEVEL TOLERANCES

Allowable variation from Design Subgrade Level Surface: ±20mm Allowable Surface Irregularity Measured by 3m- Straight Edge: 30mm

8. QUALITY:



8.2Approved Drawings. All relevant drawings such as subgrade elevations and line cross-sections shall be approved by the consultant prior to commencing work.

8.3 Routine Work. The SE, QCE, together with the Surveyor shall constantly monitor and check the grading preparation to conform with the above procedures. They have to ensure not to overcut beyond the subgrade elevation so as to maintain in-situ layer already capable to withstand the design load for the roadway.


9. SAFETY:



9.2 Appropriate wearing of Personal Protective Equipment (PPE)

PE, SO, QCE

SO, QCE

Page 1 of 7

METHOD STATEMENT

FOR

AGGREGATE SUBBASE PREPARATION






stP Revision

Page 2 of 7

Table of Contents




10T2.10T 10TPURPOSE 10T ............................................................................................................................ 3

10T3.10T 10TREFERENCES10T ........................................................................................................................ 3

10T4.10T 10TRESOURCES10T ......................................................................................................................... 3



10T7.10T 10TPROCEDURE: 10T ....................................................................................................................... 4



10T7.310T 10TTEST METHODS AND MINIMUM SAMPLING FOR SUBBASE MATERIAL10T 4

10T7.410T 10TFURNISHING 10T 5

10T7.510T 10TSPREADING AND COMPACTION10T 5

10T7.610T 10TTRIAL SECTION10T 6

10T7.710T 10TTOLERANCES:10T 6

10T8.10T 10TQUALITY:10T ............................................................................................................................ 7

10T9.10T 10TSAFETY:10T ............................................................................................................................... 7

Page 3 of 7

1. SCOPE OF WORK

The Aggregate Subbase preparationincludes furnishing, placing, spreading and compaction of Aggregatesubbase on a prepared subgrade for roadway construction at South Border Infrastructure projects.

2. PURPOSE

To describe and outline the methodology and work procedures for Subbase preparationon a prepared subgrade to achieve an acceptable level of quality and workmanship.

3. REFERENCES


4. RESOURCES



- Grader - Excavator (Backhoe) - Dump/Tipper Truck for

hauling and placing - Shovel - Wheelbarrow - Set of Minor Tools

- Project Engineer - Site Engineer - QC Engineer - Surveyor - Safety Officer



6. RESPONSIBILITIES: 6.1 The Project Engineer shall direct when and where to start the Subbase preparation and

establish deadlines for activity to be finished. He shall make sure that subbase preparation shall be finished with-in the time frame set forth on the construction schedule.

6.2 The Site Engineer shall be responsible for the execution of the Subbase preparation works.

Page 4 of 7

6.3 The Quality Control Engineer shall be responsible for monitoring the finishinsubbase level as per the approved plans and specifications. He shall likewise ensure that appropriate subbase material’s approval has obtained from the Engineer prior to the start of the work.

6.4 The Surveyor is responsible for establishing the boundaries, limits and extent of Subbase preparation.

6.5 The Safety Officer shall ensure that safety of the workers is taken into consideration at all times. He shall make sure that appropriate Personal Protective Equipment (PPE) is used.

7. PROCEDURE:

The foregoing procedure for the Subbase Preparation Works will serve as a guide by the Site Engineer together with the surveyor along the course of their work in order to achieve an acceptable quality of workmanship and attaining the optimum results with less time and effort: 7.1 GENERAL

The Subbase preparation Works shall be done by the use of the Grader, Excavator, Dump/Tipper Truck (for soil hauling and placing)and a set of minor tools such as shovel, wheel borrow, etc.

7.2 SURVEY LAYOUT

7.2.1 The Surveyor in coordination with the site engineer shall stake out the limits and extent of the subbase preparation and constantly check the depth of subbase and inform the operator when and where to stop placing of the subbase material.

7.2.2 He shall make sure also that subbase finishing level is established so as to avoid overplacement and/or under placement of subbase material.

7.3 TEST METHODS AND MINIMUM SAMPLING FOR SUBBASE MATERIAL

7.3.1 Subbase material shall be tested as specified in the project specifications as shown on the table below:

MOT

Specs. Material Name Characteristics Test Method Sampling Frequency Point of Sampling

3.02

Aggregate Sub-base Coarse

Sieve Analysis

AASHTO 10TT 27 10T


One per source. (75 Kg) Sample from pit or crusher. 35 kg from central mix plant.

Sand Equivalent AASHTO 10TT 176 10T One test per source. 1 Test for every 10,000 cu. m.

Use same sample

Plasticity Index AASHTO 10TT 90 10T One test per source. 1 Test for every 10,000 cu. m.


Abrasion Loss AASHTO 10TT 96 10T One test per source. 1 Test for every 10,000 cu. m.


Moisture Density AASHTO 10T T 180 10T One test per source. Lab test

Page 5 of 7

1 Test for every 10,000 cu. m.

California Bearing Ratio

ASTM 10TD 1883 10T One test per source. 1 Test for every 10,000 cu. m.


Field Density AASHTO 10TT191 10T,OR 10TT238 10T and 10TT 239 10T.



3.02.3.1 Proportioning Aggregates Sub-Base Mixture

Job mix design proposal

Job Mix Formula Grading AASHTO 10TT 27 10T

If grading is approved, submit detailed proposals for JMF to the Engineer


Field Density AASHTO 10TT 191 10T, OR10TT 238 10T and 10TT 239 10T.

At least 5 min. test randomly selected location in each lot. At least 8 min. nuclear gage test.


Gradation AASHTO 10TT 27 10T 1 test for every 2000 cu. m.


Sand Equivalent AASHTO 10TT 176 10T 1 test for every 2000 cu. m.


Plasticity Index AASHTO 10TT 90 10T 1 test for every 2000 cu. m.


Abrasion Loss AASHTO 10TT 96 10T 1 P

STP, 2 P

NDP, 3 P

RDP FOR 500 cu.

m. 1 test & 1 test each 250 cu. m. thereafter


CBR ASTM 10TD 1883 10T 1 Test for 5000 cu. m. In place after processing

7.3.2 Only approved subbase material shall be delivered at site.

7.4 FURNISHING

7.4.1 The furnishing of Aggregate Sub-base shall Comply with the material requirements as per Specifications free from vegetable matter and lumps or balls of clay to an extent that it can readily compacted to form a firm and stable sub-base.

7.4.2 The Sub-base material shall conform to the grading requirements as per specifications and approved drawings.

7.5 SPREADING AND COMPACTION

7.5.1 Aggregate Subbase Course shall be Spread on a prepared thickness as per plan. 7.5.2 The AggregateSubbase Course shall be spread and layed out one layer compaction

for thickness equal to 150mm or less and two or more layers of approximate equal thicknesses for sub-base.

7.5.3 The maximum compacted thickness for any one layer shall not exceed 150mm.

Page 6 of 7

7.5.4 Any irregularities (protrusion or depressions on compacted sub-base) shall be adjusted by loosening, removing or adding to form a smooth and uniform thickness.

7.5.5 At places not accessible for rolling compaction an approved Tamper shall be used instead.

7.6 TRIAL SECTION

7.6.1 A trial section of 500m² shall be constructed.

7.7 TOLERANCES:

7.7.1 An allowable tolerances for compacted layer shall be of the following:

ALLOWABLE VARIATION FROM DESIGN: THICKNESS (in mm)

Thickness of Layer ±20

Surface Level +10, -20

Surface Irregularity measured by 3-m straight edge 20

Longitudinal Grade over 25m lenghth +0.1%

Page 7 of 7

8. QUALITY:



8.2 Approved Drawings. All relevant drawings such as subbase elevations and line grade cross-sections shall be approved by the consultant prior to commencing work.



9. SAFETY:




PE, SO, QCE

SO, QCE

Page 1 of 6

METHOD STATEMENT

FOR

AGGREGATE BASE PREPARATION






stP Revision

Page 2 of 6

Table of Contents




10T2.10T 10TPURPOSE 10T ............................................................................................................................ 3

10T3.10T 10TREFERENCES10T ........................................................................................................................ 3

10T4.10T 10TRESOURCES10T ......................................................................................................................... 3



10T7.10T 10TPROCEDURE: 10T ....................................................................................................................... 4



10T7.310T 10TTEST METHODS AND MINIMUM SAMPLING FOR AGGREGATE BASE MATERIAL10T 4


10T7.510T 10TSPREADING AND COMPACTION10T 5



10T8.10T 10TQUALITY:10T ............................................................................................................................ 6

10T9.10T 10TSAFETY:10T ............................................................................................................................... 6

Page 3 of 6

1. SCOPE OF WORK

The Aggregate Base preparation includes furnishing, placing, spreading and compaction of Aggregate Base Course on a prepared Subbase for roadway construction at South Border Infrastructure projects.

2. PURPOSE

To describe and outline the methodology and work procedures for Aggregate Base preparation on a prepared subbase to achieve an acceptable level of quality and workmanship.

3. REFERENCES


4. RESOURCES



- Grader - Excavator (Backhoe) - Dump/Tipper Truck for

hauling and placing - Shovel - Wheelbarrow - Set of Minor Tools




6. RESPONSIBILITIES: 6.1 The Project Engineer shall direct when and where to start the Aggregate Base preparation

and establish deadlines for activity to be finished. He shall make sure that Base preparation shall be finished with-in the time frame set forth on the construction schedule.

6.2 The Site Engineer shall be responsible for the execution of the Aggregate Base preparation works.

Page 4 of 6

6.3 The Quality Control Engineer shall be responsible for monitoring the finishing aggregate base level as per the approved plans and specifications. He shall likewise ensure that appropriate aggregate base material’s approval has obtained from the Engineer prior to the start of the work.

6.4 The Surveyor is responsible for establishing the boundaries, limits and extent of Aggregate Base preparation.

6.5 The Safety Officer shall ensure that safety of the workers is taken into consideration at all times. He shall make sure that appropriate Personal Protective Equipment (PPE) is used.

7. PROCEDURE:

The foregoing procedure for the Aggregat Base Preparation Works will serve as a guide by the Site Engineer together with the surveyor along the course of their work in order to achieve an acceptable quality of workmanship and attaining the optimum results with less time and effort: 7.1 GENERAL

The Aggregate Base preparation Works shall be done by the use of the Grader, Excavator, Dump/Tipper Truck (for soil hauling and placing) and a set of minor tools such as shovel, wheel borrow, etc.

7.2 SURVEY LAYOUT

7.2.1 The Surveyor in coordination with the site engineer shall stake out the limits and extent of the Base preparation and constantly check the depth of Base and inform the operator when and where to stop placing of the aggregate base material.

7.2.2 He shall make sure also that base finishing level is established so as to avoid over placement and/or under placement of base material.

7.3 TEST METHODS AND MINIMUM SAMPLING FOR AGGREGATE BASE MATERIAL

7.3.1 Subbase material shall be tested as specified in the project specifications as shown on the table below:

MOT Specs.


3.03

Aggregate Base Coarse

Grading AASHTO 10TT 27 10T 1 Test for every 2000 cu. m.


Abrasion Loss

AASHTO 10TT 96 10T 1 P

STP, 2 P

NDP, 3 P

RDP FOR 500

cu. m. 1 test & 1 test each 250 cu .m. thereafter


Plasticity Index

AASHTO 10TT 90 10T



CBR (Grading 1)

AASHTO 10TD 1883 10T 1 Test for every 5000 cu .m.


CBR (Grading 2)

AASHTO 10TD 1883 10T 1 Test for every 5000 cu. m.


Page 5 of 6

CBR (Grading 3)

AASHTO 10TD 1883 10T 1 Test for every 5000 cu. m.


Thickness As compacted Test hole measurement In place and compacted at area

7.4 FURNISHING

7.4.1 The furnishing of Aggregate Base Courseshall Comply with the material requirements as per Specifications free from vegetable matter and lumps or balls of clay to an extent that it can readily compacted to form a firm and stable Base.

7.4.2 The Aggregate Base material shall conform to the grading requirements as per specifications and approved drawings.

7.5 SPREADING AND COMPACTION

7.5.1 Aggregate Base Course shall be Spread on a prepared thickness as per plan. 7.5.2 The Aggregate Base Course shall be spread and layed out one layer compaction for

thickness equal to 150mm or less and two or more layers of approximate equal thicknesses for Base

7.5.3 The maximum compacted thickness for any one layer shall not exceed 150mm. 7.5.4 Any irregularities (protrusion or depressions on compacted sub-base) shall be

adjusted by loosening, removing or adding to form a smooth and uniform thickness. 7.5.5 At places not accessible for rolling compaction an approved Tamper shall be used

instead.

7.6 TRIAL SECTION

7.6.1 A trial section of 500m² shall be constructed. 7.7 TOLERANCES:

Allowable tolerances for compacted layer shall of the following:

ALLOWABLE VARIATION FROM DESIGN THICKNESS (in mm)




Longitudinal Grade over 25m lenghth +0.1%

Page 6 of 6

8. QUALITY:



8.2Approved Drawings. All relevant drawings such as Base elevations and line grade cross-sections shall be approved by the consultant prior to commencing work. 8.3Routine Work. The SE, QCE, together with the Surveyor shall constantly monitor the work operation to conform with the design elevations and line grade cross-sections.


9. SAFETY:




PE, SO, QCI

SO, QCE

Page 1 of 9

METHOD STATEMENT

FOR

ASPHALT ROAD PAVING (USING SUPERPAVE SYSTEM)






stP Revision

Page 2 of 9

Table of Contents




10T2.10T 10TPURPOSE 10T ............................................................................................................................ 3

10T3.10T 10TREFERENCES10T ........................................................................................................................ 3

10T4.10T 10TRESOURCES10T ......................................................................................................................... 3



10T7.10T 10TPROCEDURE: 10T ....................................................................................................................... 4



10T7.310T 10TTEST METHODS AND MINIMUM SAMPLING FOR ASPHALT PAVEMENT MATERIAL10T 4

10T7.410T 10TBASE SURFACE PREPARATION10T 7

10T7.510T 10TBITUMINOUS PRIME COAT APPLICATION10T 7


10T7.710T 10TTRANSPORTING AND PLACING10T 7



10T8.10T 10TQUALITY:10T ............................................................................................................................ 8

10T9.10T 10TSAFETY:10T ............................................................................................................................... 9

Page 3 of 9

1. SCOPE OF WORK

The Asphalt Pavement Construction includes furnishing, placing, spreading and compaction of Asphalt wearingCourse on a prepared Base for roadway construction at South Border Infrastructure projects.

2. PURPOSE

To describe and outline the methodology and work procedures for Asphalt Pavement Construction on a prepared Base to achieve an acceptable level of quality and workmanship.

3. REFERENCES


4. RESOURCES



- Asphalt Compactor (Steel and Pneumatic)

- Asphalt Paver - Water Spray Tank Truck - Asphalt Sprayer tank - Asphalt Mixing Plant - Asphalt Concrete Batching

Plant





Page 4 of 9

6.1 The Project Engineer shall direct when and where to start the Asphalt Pavement Construction and establish deadlines for activity to be finished. He shall make sure that Asphalt Pavement Construction shall be finished with-in the time frame set forth on the construction schedule.

6.2 The Site Engineer shall be responsible for the execution of the Asphalt Paving works. 6.3 The Quality Control Engineer shall be responsible for monitoring the method and

frequency of sampling complies with the project specification and the approved plans. He shall likewise ensure that Job Mix Formula’s approval has been obtained from the Engineer prior to the start of the work.

6.4 The Surveyor is responsible for establishing the boundaries, limits and extent of Asphalt Paving Operation

6.5 The Safety Officer shall ensure that safety of the workers is taken into consideration at all times. He shall make sure that appropriate wearing of Personal Protective Equipment (PPE) is observed at all times during course of asphalt operation.

7. PROCEDURE:

The foregoing procedure for the Asphalt Paving Works will serve as a guide by the Site Engineer together with the Asphalt team along the course of their work in order to achieve an acceptable quality of workmanship and attaining the optimum results with less time and effort: 7.1 GENERAL

The Asphalt Pavement is composed of Asphalt Wearing Course of 50mm thickness at Area 1(Jizan) and Area 2(Asir) and a thickness of 75mm shall be laid out at Area 3(Sharura) and Area 4(Aradah).

7.2 SURVEY LAYOUT

7.2.1 The surveyor will make sure that base finishing level is established in accordance with the line grade cross-sections and profile so as to avoid over placement and/or under placement of Asphalt Wearing Course Pavement.

7.2.2 The Surveyor in coordination with the site engineer shall stake out the limits and extent of the Asphalt Paving works and regularly check the Asphalt thickness as paving progresses and inform immediately the operator and the SE if significant variation from acceptable tolerance exceeded the design grade level.

7.3 TEST METHODS AND MINIMUM SAMPLING FOR ASPHALT PAVEMENT MATERIAL

7.3.1 Asphalt Pavement material shall be tested as specified in the project specifications as shown on the table below:

MOT reference Section


Page 5 of 9

4.03 Aggregates For Bituminous Surface Treatments And Seal Coats

Sieve analysis AASHTO T 27 One per production day

One per source to be tested in lab

Flakiness AASHTOT11


One per source to be tested in lab

Loss by abrasion AASHTOT 96 One per production week


Soundness AASHTOT 104 One per production week


Stripping AASHTOT 182 One per source In place or in source, To be tested in the lab.

Liquid limit (2) AASHTOT 89 One per production week


Plasticity index (2) AASHTO T 90 One per week during production and stockpiling


Sand equivalent (2) AASHTO T 176 One per week during production and stockpiling


Loss by abrasion AASHTOT 96 One per week during production and stockpiling


Stripping AASHTOT 182 One per week during production and stockpiling


Aggregates for Bituminous Sand Sub-base Courses and Open Graded Sub-bases Corse (Hot bines)

Sieve analysis AASHTOT 27 One per week during production and stockpiling


Bituminous sand sub-base courses

Marshall Mix Design AASHTO T 245 One set per plant per production day

In place OR in the stockpile

Marshall stability AASHTOT 245 One per source In place OR in the stockpile to be tested in the lab

Effect of water AASHTO T 165 One per plant per production day


Extracted Asphalt AASHTO T 164 One per plant per production week



AASHTOT 30 One per (5000) cu. meter.


Thickness AASHTOT 168 One per (5000) cu. meter.


Page 6 of 9

Field Density AASHTOT 166 One core per (1,000) sq. meter


Aggregates for Bituminous Base Corse (Stockpiled)

Sieve analysis AASHTOT 27 One core per (1,000) sq. meter


Fractured faces ASTM D 5821 One per week during production and stockpiling


Sand Equivalent (2) AASHTO T 176 One per week from the cold feed during mix production


Plasticity index (2) AASHTOT 90 One per week from the cold feed during mix production


Soundness AASHTOT104 One per week from the cold feed during mix production


Loss by abrasion AASHTO T 96 One per source In place or in source, To be tested in the lab.





Aggregates for Bituminous Base Course (Hot bins)

Striping AASHTOT 182 One per week during production and stockpiling


Sieve analysis AASHTOT 27 One per source In place or in source, To be tested in the lab.

Mineral filler Sieve analysis AASHTOT 37


from each bin

Bituminous Base Marshall Mix Design AASHTO T 245 One per source per 500 ton filler

In place Randomly as directed by engineer.

Marshall Stability AASHTO T 245 One per source In place to be tested in the lab

Effect of water AASHTO T 165 One per plant per production day


Extracted Asphalt content

AASHTO T 164 One set per plant per production day



AASHTOT 30 One per (5000) cu. meter.


Specifications of Source of coarse and Fine Aggregate

Sand Equivalent AASHTO T 176 One per (5000) cu. meter.


Soundness AASHTOT 104 One per week during production and stockpiling


Page 7 of 9

Friability and Deleterious Material

AASHTOT 112 Randomly test OR as directed by engineer.


Specifications for Aggregate as a Blend to Match Super Pave Requirements

Angularity of Coarse Aggregate

ASTMD 5821 One per (10,000) cu. meter Of concrete


Angularity of Fine Aggregate

AASHTOT 304 –Method A

One per week Per source During production and stockpiling to be tested in the lab.

Flakiness of Aggregate

ASTMD 4791 One per week Per source During production and stockpiling to be tested in the lab.

Structural Ratios of Aggregate

Resistance of Compacted Bituminous Mixture to Moisture Induced Damage for Super pave

AASHTOT 312 One per production week


Evaluation of Strength and moisture Sensitivity

AASHTOT 283 As required in specification

Take from H. Bins

7.4 BASE SURFACE PREPARATION

7.4.1 The base surface to be treated with bituminous prime coat shall be prepared by removing dirt and other foreign materials and bringing the surface into saturation by lightly spraying with water.

7.5 BITUMINOUS PRIME COAT APPLICATION

7.5.1 The rate of application of bituminous prime coat conforms and/or within the range specified in the Job Mix Design of 0.50 to 1.75 liters per square meter as specified.

7.5.2 The applied Bituminous Prime Coat shall be left undisturbed for a period for at least 24 hours and must be closed to traffic prior to asphalt paving.

7.6 FURNISHING

7.6.1 Asphalt Plants shall be established by the SBG (main contractor). 7.6.2 The furnishing of Asphalt Pavement shall comply with the Job Mix Formula’s

submitted by SBG (main contractor) in accordance with the project specifications and as approved by the Consultant.

7.7 TRANSPORTING AND PLACING

7.7.1 The Asphalt Wearing Course (Superpave PG 70-10) shall be spread by an Asphalt Paver on a prepared base fully treated with Bituminous Prime Coat of thickness 50mm for Region 1 and 2 and 75mm for Region 3 and 4.

Page 8 of 9

7.7.2 Bituminous Asphalt Paver equipment shall be of type which conforms to the technical requirements specified in the project technical specifications and as approved by the consultant.

7.8 TRIAL SECTION

7.8.1 A trial section of 500m² shall be constructed. 7.9 TOLERANCES:

Allowable tolerances for compacted layer shall of the following:

ALLOWABLE VARIATION FROM DESIGN THICKNESS (in mm)




Longitudinal Grade over 25m length +0.1%

8. QUALITY:



8.2 Approved Drawings. All relevant drawings such as Base elevations and line grade cross-sections shall be approved by the consultant prior to commencing work.



Page 9 of 9

9. SAFETY:




PE, SO, QCI

SO, QCE

Documents

Inspection and Test Plan fro Road