design review checklist

Roads BranchPublic Works Department Malaysia

Jalan Sultan Salahuddin50582 Kuala Lumpur

Arahan Teknik (Jalan) 20/98

5.0m5.0m

7.0m7.0m

Design Review Checklistfor Road Projects

Design_Review Checklist For Road Projects

Cawangan Jalan, Ibu Pejabat JKR, K.L

Forword

Proper road design and construction require intimate knowledge in many specialized fields of civilengineering. Basic requirements of road design are::

- technically practical and cost effective- environmental and instituitional acceptability- social and political acceptability

Good engineered road design should comply with the above basic requirements so that the designcan be Implemented without encumbrance and road users including pedestrians can use roads withease, comfort, safety and no unexpectations.

In order to achieve the objective of producing good engineered designs, 28 Arahan Teknik, manu-als and guidelines for various road design aspects have been published by Cawangan Jalan, IbuPejabat JKR, to assist road designers.

To ensure the deliverables of road design ie drawings, works specifications and bills of quantitiesfor road projects are properly produced by suitably qualified engineers and compiled with all theArahan Teknik and departmental policies, a comprehensive Road Design Review Checklist is veryimperative.

It Is hoped that this Road Design Review Checklist will be useful to those engaged upon thedesign review for road projects.

It is also necessary to emphasize that this Checklist is a current guidance document and, as such,its recommendations should be adopted with cautions and good engineering judgement as the thedepartmental policies and requirements may change from time to time. Users of this checklist areencouraged to give feedback and to comment at any time to Cawangan Jalan on the contents ofthe Checklist, so that improvements can be made to the future editions.

FOR INTERNAL USE ONLY

( DATO' IR DR. WAHID B. OMAR ) Pengarah Cawangan JalanIbu Pejabat JKR Malaysia Sept. 1998.



Semua Pengarah JKR Negeri

Semua Pengarah Unit JKR.

Dato'/Tuan,

Penggunaan Bahan/Barangan Dan Per'khidmatan Tempatan Dalam Proiek Pembinaan Jalan

Dengan hormatnya perkara tersebut di atas adalah dirujuk.

Sepertimana yang Dato'/Tuan sedia maklum semua bahan/barangan dan perkhidmatan yang digu-nakan dalam kerja-kerja pernbinaan jalan mestilah menggunakan bahan/barangan dan perkhid-matan tempatan. Ini adalah selaras dengan Surat Pekeliling Perbendaharaan Bilangan 6 Tahun. . 1997 yang satu salinan disertakan unruk makluman dan rujukan.

Bahan/barangan yang selalunya digunakan dalam pembinaan jalan ialah seperti 'bridge joints/bear-ings, woven and non woven geotextile, prefabricated vertical drains, steel piles, guardrail, roadmarking material, traffic control device, slope erosion/protection materials, street lighting and associated parts, pavement enhancement chemicals works and additives, etc.' mestilah meng-gunakan bahan/barangan keluaran tempatan.

Sila pihak tuan maklumkan ke pejabat ini dengan segera sekiranya pihak tuan telah menggunakanatau akan menggunakan bahan/barangan yang diimpot supaya justifikasi penggunaan tersebutdapat disediakan dan kelulusan bertulis dari Perbendaharaan Malaysia diperolehi.

Kerjasama serta tindakan segera Dato'/Tuan dalam menjayakan arahan Kerajaan ini amatlah diperlukan.

Sekian, terima kasih.

'BERKHIDMAT UNTUK NEGARA'

Sava yang menurut perintah,

(DATO' IR DR. WAHID B,. OMAR)PengarahCawangan Jalanb.p. Ketua Pengarah Kerja Raya JKR Malaysia.


(42)dlm.PKR(J) Rb.Rb.1/1/3 Jld.319 Januari 1998.



CONTENTS

TITLE PAGE FOREWORD CONTENTS

1. DESIGN REVIEW CHECKLIST

2. GUIDELINES FOR PREPARATION OF ROAD DESIGN REPORT

3. GUIDELINES FOR SITE INVESTIGATION WORKS

4. GEOTECHNICAL DESIGN CRITERIA FOR ROAD WORKS

5. GARISPANDUAN UNTLIK POLISI DASAR KE ATAS KEPERLUAN KTMB BAGI PROJEK JAMBATAN MELINTAS1 LALUAN KERETAPI

6. REINFORCED FILL STRUCTURES: DESIGN CRITERIAAND REQUIREMENTS

7. LIST OF ARAHAN TEKNIKJGUIDELINES PUBLISHED BY CAWANGAN ]ALAN, JKR MALAYSIA

8. ROAD KERB DETAILS

9. STANDARD SPECIFICATION OF GEOTEXTILES





DESIGN REVIEW CHECKLISTDESIGN REVIEW CHECKLIST



Design Review Checklist for RoadProjects

The main purpose of design review is to checkand to ensure the design deliverables consistingof drawings, BQ L Specifri;:ation are satisfac-tory with particular reference to the followinggeneral aspects:- safety: complying with all relevant JKR

Arahan Teknik and codes of practice with respect to adequate FOS against all modes of failure and durability requirements

- functional: adequate road and junction capacity for the designed life; road profile above designed flood level etc.

- cost effectiveness: optimum cost and with in budget

- aesthetic: all structures and road side furniture should be pleasing and aesthetic in appearance.

- constructibility: ease of construction; minimum temporary/abortive works; skills and machines/plants easily, available.

- maintainability: no problem to access for maintenance; min maintenance.

- environmental: minimum inconvenienceand hazard to road users during construction and operation; min community severance.

- legal/statutory: comply with all local by laws and regulations set by authorities

- Government and departmental policy: comply with the latest government & department policy.

l. Design ReportDesigner and checker should have adequate experience and qualification to carry out the specific design activity.

Qualification and experience of all Designers, Checkers and approval for major design activities should be checked by URJ Zon Head. Any un-qualified personnel should be rejected and replaced. Major work items, basis ofthe estimated quantities, locations etc should be included. All Designers should be P. Eng with adequate experience for the design works Involved. If the designer for a design activity is not a P.Eng, the checker must be a P.Eng with at least 10 years of relevant experiences and a letter to JKR with the following details:"I,xxxx, l/C nnnn have checked the design criteria /calculations, Drgs xxx, B.Q (items ........)and relevant spec and have found the design is in good order and comply withgood engineering practice MS? BS? andJKR Arahan Teknik ........Comments on the design calculations, drawings, RQ, specifications should be included".Other design details especially the basis of design and estimated quantities should be checked and documented according to URJ's "Garispanduan Penyediaan Laporan Rekabentuk untuk Projek jalan".

2. Earthwork2.1 Removal of unsuitable material under

road embankments or culverts should bebased on design and on SI results. Statement such as "Depth of removal of soft or unsuitable will be decided at site by the SO" is not acceptable. Table showing location (chainages), height of embankment, depth of removal with design cross sections should be includedon Drg. Criteria of removal based on technical need should be clearly stated on drawings (for cases where detailed SIis not available or feasible).

2.2 Piled embankment as ground treatment for road embankment on soft and swampy ground should be avoided and replaced by more cost effective measures wherever posslible. Design




and cost comparion for various ground treatments and slope stabilization shouldbe carried out to justify the recommendation. Unit cost should be based on quotations from several specialist contractors. When the cost andscope of ground treatment and slope stabilization works are significant, say RM5juta or more, alternative design may be allowed; but the acceptance criteria shall be clearly specified on Drg and specifications. Generally the design criteria should be the post construction settlement should be less than 100mrn in5 years or less. (Refer to Geotechnical Design Criteria for Road Works).

2.3 Earthwork design(a) The following notes should be specified

in the earthworks design drawing/specification:"The Contractor shall submit detailed weekly programme, time-location chart and construction sequences with details of constructional plants deployment for SO's prior written approval before commencement of earthworks for each location/hill/valley. Intercepted drain andother drains if specified or directed by the SO should be constructed first with proper permanent or temporary outlet before bulk excavation for roadway or filling is allowed to proceed. Slope protection such as hydroseeding or turfing or as specified or directed by the SOshall be carried out immediately within 14 days after the bulk excavation or filling is initiated. All cut slopes shall be graded smooth by suitable grader. For cut slopes to be hydroseeded, suitable horizontal grooves (Not vertical grooves) should be constructed. The necessary bench/berm drains shall be completed with proper temporary or permanent outlet before it is allowed to proceed the earthworks to the next berm/ bench. If the Contractor fails to comply with any of these requirements, the SO reserves the right to order stop work and the contractor shall be held

responsible to rectify at his own cost for all the defects/failures due to whatever factors/ causes within the defect liability period".

(b) Quantities for common excavation, rockexcavation and imported material fill should be clearly justified. Basis of estimation should be made known to ]KR in writing especially for projects with excavation exceeding l x 101m3.

(c) Estimation of rock quantities should be based on some geological evaluation, rock profile based on SI or seismic survey and site inspection. Generally for hilly/ mountainous terrain, rock excavation may be around 10% of the total cut volume while for rolling terrainit may have 2°% to 5% rock excavation.

(d) The volumes of cut and fill should as faras possible balance one another.

(e) Generally the slopes for cut and fill sections should be 1:1 and 1:1.5 respectively. Slope for rock section should be 1:4 to 1:8. The designer shall check the stability of slopes based on technical analysis. FOS required should be at least 1.2 (Refer to Geotechnical Design Criteria for Road 'Works).

(f) In addition to typical cut and fill cross sections, designed cross sections with specific typical details and specific need for certain chainages should beprepared.All cross sections should be categorised and designed accordingly.

3. Drainage3.1 The designs of surface drains, sub -

surface drains, culverts and slope protection etc should comply with ]KR guidelines (KT41/86, KT42/86, KT46/86 8t KT47/86). The schedule of culverts including culvert no, location, type & size, estimated length, invert levels for outlet 8t inlet, etc. should be shown on Drg. Similarly, schedule of




surface drains including type of drains, locations, estimated gradient, length etc. should also be shown on Drg.

3.2 No CMP is allowed except when the following 3 condit ions are fully complied:

a) culvert size exceeds 2.5m diam or equivalent 3

b) cast insitu box culvert is not possible or practical because the waterway cannot be diverted or too costly to divert the waterway.

c) access is very difficult or no proper access is available

4. Pavement Surface Evenness/lrregularities & DesignClass of surface evenness should be shown on Drawing and BQ. (Refer Table 4.14 ]KR Standard Road Spec).

Class SRI should be adopted for all R4, R5, R6 new Roads. Class SR2 should befor urban road and the design speed is less than 60 km/hr. SR3 should be for R1 Road.

It is suggested that each traffic lane has to be tested longitudinally. Transverse direction should be tested at 100m spacing. The full extent of the area which does not comply with the spec shall be made good based on acceptable method of rectification approved by the SO. A BQ item "To carry out all necessary Quality control tests for pavement works including surface evenness test - L.Sum" should be Included. (See Para 9.4).

Design life of pavement should be 10 years as recommended in Arahan Teknik5/85, but for major road where the projected ADT up to 10 years exceeding10,000 per lane, the design life should be 20 years. Basis of design parameters

such as ADT, % of commercial vehicles,annual growth rate, equivalence factor, subgrade CBR shall be, elaborated and justified.

5. Concrete/Structures 5.1 Piling Works

Bakau piles are riot allowed in ]KR project (arahan KPKR).

Local product (`f/T rebars or H piles etc)should be used as reinforcement for micropiles. All precast concrete piles (spun/RC/prestressed) should comply with MS 1314 Part 1. Environmental problems of piling works should be adequately addressed especially in built-up areas eg. No diesel hammers in City areas; only non-displacement piles near railway lines or built-up areas etc.

Pile schedule including locations of piles, types 8t no. of piles, estimated pilelengths, design load, test load etc. shouldbe shown on Drg. Criteria of determining founding levels of piles should also be specified on Drg.

5.2 All bridge designs especially the flood level, free board and hydraulic capacity should be cleared from ]PS. Demolition of existing bridge or major culvert should be justified. Structural and hydraulic capacity, foundation condition etc should be assessed before making recommendations. Adequate and appropriate deck drainage should not be overlooked. Artist's impression of the bridge should be prepared to check the aesthetic aspect. All bridge structures hould be checked by bridge engineers ofat least 5 years bridge design experienceand have published some technical papers. Scope of checking should at least include suitability of structural layout, max flood level, compliance of geometric requirements, structural and foundation design, drainage and bridge furniture etc. Design report including




bridge proform based on JKR guidelinesfor bridge/structure should be submitted for approval.

5.3 Concrete Finishes

All concrete finishes shall be free from defects such as honeycomb, porous concrete, laitance, uneven surfaces etc. The dimensions of the finished concrete shall be within the tolerable limits specified.

The defective finishes shall be rejected or rectified with satisfactory measures recommended by specialist and approved by the SO.

All exposed concrete surfaces of the complete structure affected directly or Indirectly by the rectification works have to be painted with 2 coats of acrylic paints approved by the SO.All the costs involved In the rectificationworks have to be borne by the Contractor.

The above requirements are to deter contractor from producing shoddy works.

5.4 Bar schedule for all R.C works should be included on Drags.

6. Traffic diversion/managementThe Consultant has to prepare a practical traffic diversion plan where appropriate so as to ensure minimum inconvernence to road users. eg during construction stage, no of traffic lanes and capacity should not be reduced especially during the peak hours; the existing profile of road, if possible, should not be reduced or raised significantly ( > 0.3m) unless proper diversion is arranged etc. The Contractorshall engage a full time safety officer with at least, with SPM qualification andmin 5 year working experience in road construction to supervise and maintain

all traffic diversion and safety matters. The Contractor has to provide and maintain the approved traffic diversion plan in good order at ,all time (no pothole, good road marking, adequate sign boards, traffic barrier/cones/New Jersey Barrier, blinker light etc). If the contractor fails to comply with these requirements within 2 hours after SO's oral or written instruction, the SO or his representatives reserve the right to order stop work under Clause xx and/or to engage any other third party to carry outany of the works deemed necessary by the SO and all the cost incurred including at least 25% administrative cost shall be borne by the Contractor and will be deducted accordingly from the Contractor's interim payment. These requirements should be included in Specand Drgs to ensure satisfactory implementation of traffic diversion plan which should be prepared bar qualified traffic engineer.

7. Services relocation plan should be properly prepared. Type, size or capacityof the buried or overhead utility/serviceswith their respective locations should be shown on Drgs. These details should be based on information furnished by the relevant utility agency plus site inspection plus trenching or other reliable probing or testing. All necessarydetails and billed items should be included. The affected utility agencies should give due coorperation to help consultant to procure all the necessary details fast; otherwise all the necessary testings and cost of preparation can be passed to the utility agencies to pay. This is in line with PM Department's circular that all costs involved in services relocation within ROW have to be fully borne by the affected utility agencies.

If the utility agencies choose to carry outthe relocation/protection works by themselves, the following points should be




clearly made known; to the utility agency concerned in writting as early as possible:

- the scope, specification and plan of services relocation works should be agreed by ]KR so as to reduce interface problems during construction

- the utility agency and/or his Contractor/agent will be fully responsible to pay and reimburse the full cost. to JKR or JKR Contractor if the relocation work is delayed, or the relocation works are not done according to JKR Spec orthe relocation works have damaged the complete works by the JKR contractor.

8. Land AcquisitionLand problems with particular reference to the following should be highlighted:

- no, location and type of squatters within ROW/Government land (if any)

- no of private lots, land use and area to be acquired

- no, size/area, and type of buildings eg factory, shop, hall, timber house, mosque, kull, temples, school etc.

- no, size and species of trees affected by construction

The cost and time/programme to resolvethese problems should be highlighted to JKR in writing and shown on drgs (verified by surveyor if possible). The cost for LA including compensation for buildings should be based on advice by-PTG and JKR district office.

Preparation of LA plan shall comply with Arahan Teknik (Jalan) 7/85. Check with JKR District/State as well as

state OPEN and Town and Country Planning Department about roadside development plans which should be incorporated into the design.

9. Miscellaneous

9.1 No imported material to be incorporatedin the design unless prior written approval from Treasury and MITI have been procured.

9.2 Road kerbs should not exceed 150mm high. New JKR kerb design should be adopted. Embankment kerb drain (shall u drain) should be used instead of half circle drain.

9.3 Interlocking blocks for raised walkway or under the flyover should be replaced by cast insitu or precast concrete slab if found necessary.

9.4 All Consultants should be constantly reminded to take note of the following:

Use JKR Standard Spec with necessary addendum but QC tests and necessary subsequent rectification (if necessary and appropriate) for each section of works Spec should be proposed and included in Addendum Spec. BQ according to sequence of spec should bepreferred. BQ should include items for the QC tests. The requirement that all QC tests should be checked, witnessed, verified and endorsed by a P.Eng should be indicated in BQ and Specification. Requirements for QC test to ensure good quality works expressed in Spec a BQ for earthworks, drainage works, pavement, road furniture etc should be included. (See enclosure).

9.5 Estimated quantities should be justified by detail take off, and audited by independent person. Built up rate shouldbe included. Quotations from few suppliers or specialist contractors for each major items should also be




included as part of the basis of the estimated cost.

9.6 Sources of supply for important construction materials should be identified and assessed for, availability and quality eg. where to procure sand, stone, premix, imported fill, bricks, precast piles/culvert pipes/kerbs etc for the estimated quantities should be identified and assessed etc. Quatations for unit price for these quantities from the nearby suppliers should be assessed. The design SHOULD not be accepted if a satisfactory report about sources of supply of major materials has not been prepared.

9.7 All accepted Working Drawings for tender should be endorsed by P. Eng (Director of the Consulting firm) after the final Design Review.

9.8 Road Safety Audit Report for the detail design especially the junction design, U-turns etc should be submitted and accepted before the Design Report. Road Safety Auditor can be from the same organisation except that he/she must have all the following qualifications and experience:(i) have at least 5 year road design

experience or have published some technical papers/reports about road safety or have presented a technical talk about road safety/traffic management inseminar/conference (at least national level).

(ii) a P.Eng

(iii) have attended a road safety course conducted by IEM/REAM/ university/ IKRAMor- have been accepted as a road safety auditor for several road projects.

9.9 In addition to road safety audit, all

geotechnical & structural designs should be checked, audited and endorsed by experts who should have allthe following qualifications &experience:-(i) have at least 10 years working

experience or a Ph.D holder In the relevant field of specialization.

(ii) a P.Eng

(iii) have published some relevant technical papers in the relevant field of specialization In seminar/conference (at least national level).





GUIDELINES FOR PREPGUIDELINES FOR PREPARAARATION TION OF ROF ROOAD DESIGN REPORAD DESIGN REPORTT




GARIS PGARIS PANDUANDUAN AN PENYEDIAAN LAPORAN PENYEDIAAN LAPORAN REKABENTUK UNTUK REKABENTUK UNTUK

PRPROJEK JOJEK JALANALAN

KETUA PENGARAH KERJA RAYAJABATAN KERJA RAYA,JALAN SULTAN SALAHUDDIN, 50582 KUALA LUMPUR.



Garispanduan PenyediaanLaporan Rekabentuk untuk

Prorjek Jalan

1. TuiuanTujuan garispanduan ini ialah untuk membantu Konsultan yang dilantik oleh JKR menyediakan laporan Rekabentuk mengikut format tertentu dan mengandungi data-data penting untuk rujukan kelak. JKR akan menyemaksebelum menerima clan rnendokumentasikannya. Ini adalah untuk mempastikan semua rekabentuk adalah di-buat mengikut amalan kejuruteraan yangbaik dan disemak oleh jurutera yang bertauliah serta berpengalaman yang mencukupi.

2. Kandungan LaporanRekabentukKonsultan dikehendaki mengemukakan salinan deraf kepada Pengarah Cawangan Jalan untuk disernak dan diluluskan sebelum menyediakan 3 salinan laporan muktamat untuk tujuan dokumentasi dan simpanan JKR. Laporan Rekabentuk ini mestilah di-sediakan setelah rekabentuk telah disiapkan.

Isi kandungan laporan mestilah mengandungi perkara-perkara berikut :-

a) Introduction

- Purpose of the report- Background and brief

description of the project- scope of the project (length,

std,majorstructures/ bridges / walls etc, estimated cost etc.)

b) Technical Proposal

- Methodology of design for major design components.

- Programme (time input and design activities)

- Main technical problems, specialists input, and

conceptional solutions- Traffic studies/analysis &

findings.- EIA (problems, impact and

mitigation measures etc).- Scope of survey and site

investigation.- Manual of maintenance and

operation (if any).

c) Design Checklist certification

The Consultant has to cover all items stated in Lampiran A with full details.

d) Design Concept, Calculations andAnalysis

The following important road design elements should be furnished with design concept, std, design parameter, calculations analysis etc:

- Cut slope stability analysis- Fill slope stability and

settlement analysis- ground treatments (if any)- slope stabilization works (if

any)- Bridges/viaducts/flyovers/

major culverts - Retaining walls- Pavement Design- Drainage Design- Geometric Design- Earthworks Design and

Planning

Guidelines to prepare the above are given in Lampiran B,C,D, D1 & E.

e) Road Safety Audit

Copy of the road safety audit checklist and result should be enclosed. Auditor's name and his/her qualification should be clearly stated. Comments on howall the issues raised by the auditors are dealt with should be




given.

f) Geotechnical Report

Generalized. subsoil profile and important properties of the road and a geological Map showing the important geological formation traversed should be included. Locations and nature ofgeotechnical/geological problemsshould be highlighted. (see Lampiran r and G for guidelines).

g) Services / utilities Relocation

Type and scope of services/utilities relocation required should be stated. Methods and sequences of relocation and cost involved for each type of utility should be elaborated.

h) Material Source Study ReportStudy on important construction materials such as sand, laterite, suitable fill, crushed rocks etc. should be carried out in respect tothe required quantities, qualities, possible sources, costing etc. Possible cost effective sources along or around the alignment should identified.

i) List of Drawings

List of drawings and subject matter (drawing titles) should be included.





Lampiran A

Road Design Checklist/Certification

(shall be filled by the consultant/designer and approved by Pengarah Jalan/JPK

before: calling tender)

1. Project:

2. General Description of the WorksBriefly describe scope of works including class of road, nature of works (upgrading, improvement, new road, interchange ....... ); length of road; estimated cost for construction, land acquisition, services relocation, Professional costs and miscellaneous, implementation programme if available etc.

3. Records of Designers/checkers/ approvalDesigners, checkers and director who approves the design with their respective brief CV & post in the consulting firm together with their approximate man-month input for the project should be given for the following important design activities:-a) Overall planning & road design

b) Road alignment selection & Geometric design

c) Highway engineering and junction or interchange design

d) Road drainage &, hydrology

e) Bridge design

f) Geotechnical investigation and design (slope stability foundation etc.).

g) Pavement evaluation/design

h) Road safety design/audit

i) Other special structures

j) BQ, Quantities estimation

k) Land Acquisition Plan preparation

l) Specification & tender documents preparation.

m) Others

4. Design Justification for Major Works ItemsLocations (chainage), ;ustification for the design or quantities adopted to show the basis used or assumed, construction control criteria at site etc. shall be given for the following



major works items:-- Rock excavation (locations, quantities & basis of estimation)

- Common excavation (locations, method of estimation)

- Removal of unsuitable materials below embankment, culvert and cut formation (locations, quantities, basis of estimation & field control criteria).

- Bridge/retaining walls (quantities should be in Nos and surface area) and foundation types (quantities & basis of the design).

- Ground treatment (locations, quantities, type of treatment & basis of selection).

- Slope stabilization works (locations, quantities, type of treatment & basis of selection).

- Major culvert (>1.5 m size)

- Pavement (thickness of pavement elements & surface area).

- Other special structures

5. Confirmation/certificationThis is to certify that the above mentioned road design works have been carried out with reasonable and due professional skill, care and diligence by competent engineers as stated above.

...................................... ............................................. (Name;

I/C: ............................................................................

Designation & Name of Consulting Engineer Firm

P. Eng. Chop




Example

Road Design Checklist

1.0 Project: Mernbina dan Menyiapkan Jalan Masuk ke Pelabuhan Baru.

2.0 General Description of the Works-The project consists of:-- Construction of 12 km of JKR R05 dual two highway of which 8 km is new

alignment and the remaining 4 km is existing R03/RO4 2 lane road to be upgraded.

- 2 bridges i.e. bridge over Sg. ABC of 120 m long (3 spans) and Bridge over Sg.CDEof 80 m long (3 span).

- One diamond interchange

The estimated cost for the project is as follows:-a) Construction cost : RM120 juta.

b) Land acquisition (40,000 m2) = RM20 jLong houses for 50 squatters = RM2j

c) Services relocation TNB = RM2jTMB = RM0.5jJBA = RM1.0j

d) Professional fees (design & supervision) = RM7.0j

e) Miscellaneous (SI, Survey etc.) = RM1.0j

Total RM153.5j

This project is scheduled to be implemented in 1996 and completed within 2 years.

3.0 Records of Designers/checks/approvalThe designer/checkers/approval for various important design activities are as follows:-

1. Project Director:- Ir Othman Ali

Designer Checker Approval

2. Chief Road Designer : Ir Lim AB - -

3. Geometric design }4. Drainage design } Ir Ali Hassan Ir Lim AB Ir Othman Ali 5. Traffic design }6. Road safety design }




7. Geotechnical design Ir Tan SV Ir Bala }8. Geological design En. Rajo Ir Wong MY } Ir Othman

} Ali

9. Bridge/Structure design Ir Lee YY Ir Ho AB }10. Spec. & Bo Ir Khoo XX Ir Razali

11. Land acquisition plan Ir Ali Hassan Ir Choo KK12. Services relocation Ir Soo TT } Ir Mazlan } Ir Tan YY13. Street Lighting/Traffic Ir Soo TT }

Signal14. Landscaping design En. Ahmad Ali En. Azman

Brief CV of the key designers/checkers are as follows:-1. Ir Lim AB : 35 years working experiences including 20 years of

BE, P.Eng.FIEM road design and supervision works.FICE, CEng He is an associate director of the Co. Has published about 50

technical papers on road design and construction.

2. Ir Othman Ali : Director (Roads) of the Co.BE, M.Eng, Has more than 35 years of working experiences.FIEM, P.Eng. Has published several technical papers about road

engineering in international conferences.

3. Ir Ali Hassan : Senior road engineerBE, M. Eng Have successfully designed five road projects of moreMIEM, P.Eng. than RM100 millions. Has more than l0 years experiences in

roads.

4. Ir Bala : Geotechnical SpecialistBE, M. Eng More 20 years in geotechnical design. PublishedMIEM, P. Eng. more than 100 technical papers about geotechnical

engineering.

5. En. Wong MY : Senior GeologistB.Sc. More than 10 years experiences in geological engineering.

6. Ir Ho AS : Senior Structural EngineerBE, P.Eng, MIEM Has successfully designedMISTruct E, MICE, CEng. more than 100 bridges/structures.

Has more than 10 years experiences in structural design.

7. Ir Razali : Senior Contract Engineer(B.Sc., MIEM More than 15 years workingMBA, P.Eng) experience in site supervision and contract management.

8. Ir Choo KK : Senior Road Engineer(B.Sc., MIEM More than 10 years road supervision &P.Eng.) design experience.




9. Ir Mazlan : Senior Electrical EngineerBE, MIEM, P.Eng, More than 12 years working experience.

10. En. Azman : Specialist in Landscaping(B.Sc) More than 10 years working experience.

11. Ir Tan SV : Geotechnical Engineer(BE, M.Sc, MIEM 5 years working experience in Geotechnical P. Eng.)works.

12. En. Rajo : Engineering Geologist(B.Sc) More than 5 years experiences.

13. Ir Lee YY : Bridge/Structure Engineer(BE, MIEM, P.Eng) More than 4 years experiences in bridge design.

14. En. Khoo XX : Civil Engineer(BE) 2 years experience

15. En. Soo TT : Electrical EngineerBE : 2 years experience

16. En. Ahmad All : T.A10 years experiences

4. Design Justification for Maior Works4.1 Rock Excavation

- Estimated quantity = 12,000 cu.mMainly at Ch. 2,000 rn and 8,000 m; based on boreholes, seismic survey and site inspection fx studies by geologist.Definition for rock is according to JKR Standard Spec. for Road Works.

4.2 Common Excavation- Estimated quantity = 1,000,000 cu.m

Mainly near Ch. 2001), Ch. 4000, Ch. 8000 and Ch. 11000 (See longi plan).

4.3 Removal of Unsuitable Material- Below embankment Ch. 1500 - 1800 = 5000 cu. m- Culverts at Ch. 4000, 4800 & Ch. 10,200 = 880 cu. m

Total quantity = 5,880 cu.mEstimated based on BH3, 5 & 9 and 507 JKR probes. All very soft silty or peaty clay should be removed or strata with JKR probes less than 30 blowsift. should be removed for embankment height less than 5m. Expected thickness of soft material between Ch. 1500 - 1800 is about 2 m.

4.4 Bridges/walls

- 2 bridges, total area = 4,500 m2.68 Nos. bored piles of 600 mm diam & capacity 150 ton are used. Geological for




mation : Shale (SPT > 50) at 5 m bgl.

- RE walls = 2000 m2 for approach to flyover at diamond interchange.

4.5 Ground Treatment

Sand replacement mainly at Ch. 1500 - 1800; about 5,000 m3.

This method is the most cost effective to solve stability and settlement problem. EPS embankment (35,000 m3 EPS) is used at Ch. 14,000 & 14,300 where embankment is 3 rn -5m high and soft subsoil is more than 7m. Piled embankment is more expensive. Vertical drain is too slow & also needs extra land for stabilizing berms. Detail report given to Cawangan Jalan and has been accepted.

4.6 Sloge StabilizationSoil nail and gunning method are used to stabilize cut slope at Ch. 11,000 - 11,200 to avoid chasing the slope and ensure FOS > 1.5. 100 mm diam soil nails of 12 m long to 18 rn are used (850 Nos.), area = 2,500 m2.

The cut slope consists of highly weathered shale/mudstone/sandstone and is highly unstablafrom geological point of view; presence of unstable relict joint and bedding.

4.7 Major culvertCh. 4000, box culvert 1.8 x 2 m Ch. 4800, CMP culvert 3.5m diam. Ch. 10,200, box culvert 1.8 m x 2m

All the above major culverts are not founded on piles. All unsuitable materials are replaced with sand/laterite.

4.8 Pavement Works

40 mm ACWC = 200,000 m2

70 mm ACBC = 195,000 m2

320 mm Base Course = 195,000 m2

150 mm subbase = 195,000 m2

Design life is 20 years and design subgrade CBR = 5%

5. CertificationThis is to certify that the above mentioned road design works have been carried out with reasonable and due professional skill, care and diligence by competent engineers/specialists as stated above.

(Ir Othrnan Ali)I/C No. A 591100BP.Eng. : M19999 Date :




Lampiran B

Cut SlopeAll cut slopes or hill exceeding 1 benches or more than 10 m vertical height should be designedand checked by expehenced geotechnical engineers. Design inventory for EACH cut slope shouldinclude the following details for documentation.

1. Location (chainage)

2. Design parametersCu - short term analysis for cohesive soilC1, Ø1 - long term analysis

water table where?

Give justification/basis for the above important parameters including summarised soil investigation and lab test redsults. Geological report especially identification of geological formation,presence of unstable geological features should be included. These should be shown on typicalcross-sections. Decision must be made whether to assume hydrostatic or other pore water pressure distribution in the slope, justification of whitih shall be made based on sound site investigation and monitoring scheme.

3. AnalysisMethod of analysis used or name of established/well known software package used in analysisshould be stated. Details of print out should not be included unless requested by JKR.

FOS obtained for each slope should be stated for each design assumption.

Prefer to present the analysis in table form (include chainage, design parameter used, FOS obtained). Justification for parameter used should be given below the Table. Typical cross-section for each designed slope should show W.T, geological information and subsoil profile etc. Sensitivity analysis with hydrostatic head and etc. should be carried out.

Analysis must also be made on the performance of existing cut slopes within the vicinity of the area of similar geology and topography. This helps in the evaluation of the strength parameters used in design. References should be made to techniques used in applying the resistance envelope theory and back analysis.

If geological condition is unfavourable, it is recommended that stereonets are plotted and analysis is made to identify the most probable mode of failure.

Sensitivity analysis must be carried out with regards to the changes in the shear strength parameters and pore water pressure conditions; the latter shall be checked for changes in hydrostatic head and/or R values.

Refences concerning the analysis should be indicated.




4. Slope stabilization works (if any)As para 3 above, but stability analysis should be carried for two or more types of stabilization methods. Explain why the particular option is recommended. Brief description of the system & works specification should be included.

Brief description of the cost analysis conducted shall be made to justify the stabilization scheme selected. Special attention must be given to the effect of hydrogeology, topography and geomorphology on the long term performance of the proposed scheme. Attention must also be given to ease of construction and maintenance of the chosen scheme.

5. Instrumentation/monitoring worksTypes, extent and purposes of instrumentation and monitoring works during construction and operation stages should be clearly specified and justified.

Guidelines on maintenance must be clearly outlined and relevant standards shall be used and clearly specified. For example, guidelines on lift-off tests and other maintenance and monitoring works to be carried out on permanent anchors shall refer to BS 8081 or equivalent.

6. Other important informationa) Designer: name, acadermic qualification, P.Eng. No, No. of years of

working experiences.

b) Checker/Approval: name of director, acadermic qualification P.Eng No., no. of years of working experiences.

c) Engineering geologist: name, acadermic qualification and no. of years of working experiences.

d) Specialist Consultant if (any)

Note: One of the above should be a specialist in geotechnical engineering with not less than 10 years experiences in geotechnical works.




Lampiran C

Fill SlopesAll fill slopes exceeding one berm or more than 6 m should be thoroughly designed and checkedagainst stability and settlement. For embankment on soft or unstable ground stability and settle-ment checks should be carried out irrespective of height.

Design inventory for each embankment should include the following details.

1. Location (s)

2. Design parameters

Cu - for fill body and supporting ground C1, Ø1

Water table?

Cv, Cc, CR - consolidation properties

Give justification/basis for the above parameters adopted. Show the typical cross-section with design data and generalised subsoil profile.

3. AnalysisMethod of analysis/calculaticns OR name of soft-ware package used. Detail print out not necessary unless requested by JKR.

FOS for slip failure and bearing capacity should be given/estimated by using established methods.

Post construction settlement in respect to total settlement and differential settlement should be estimated.

Acceptance criteria should be justified.

4. Ground Treatment (if any)As Para 3 above, but stability and settlement analysis should be carried out for few options of treatments. Explain why the particular type of treatment is adopted. Furnish with cost comparison. Furnish specification for the system and materials adopted.

5. Instrumentation/monitoring worksTypes and extent of instrumentation and monitoring works during construction and maintenance stages should be clearly specified and justified.

6. Other informationSee para 6 Lampiran B.




Lampiran D

Bridge/Viaducts/Flyover

Name of Structure* River name, chainage no, stn.cc-tural no (if any). Design Code/Practice* Design loadings* Structural design* Foundation design* Bridge accessories Goint, bearing, parapet etc.)* Hydrology and hydraulics.

Explanation of Design Concept * Structural type/system &. material used* Span arrangement, fxity etc.* Vertical and lateral clearances* Construction method and maintenance aspects * Aesthetics

Specific Requirements (where relevant) * K'TM* Port Authority * DOE* JPS Detailed Design * Design assumptions* Design analysis

(to name softwares used for hydrology, hydraulic and structural design. However no printout to be enclosed unless requested by JKR)

Foundation DesignAs per Lampiran D1.Important information should include:-

* Generalized subsoil prnfile.* Structural & geotechnical capacity of the foundation system proposed.* Justification for the foundation system.* Analysis of working load on piles (vertical, horizontal & bending stress/load requested by

JKR. Input/assumptions used and important working loads predicted should be stated).* Construction control.




Lampiran D1

Guidelines for Pile Foundation Report Preparation(Geotechnical)

Suggested guidelines for preparation of the report are given below and the guidelines are not considered to be exhaustive or intended to restrict the scope of the report in any manner.1. Objective

2. IntroductionTypes of structure and loading.

3. Site Condition3.1 Surface condition

- topography : hilly, rolling, flat or fill ground

- types of vegetation

- any swamp or waterlogged areas?

- nearby structures with particulars reference to distance, height, types of structure, types of foundation and their performance.

- land drainage paterns (rivers, tidal level, flood levels etc).

3.2 Subsurface condition- geological information

- scope of S.I. carried out

- generalized subsoil properties and profile

- ground water (undersirable salt contents, possible fluctuation of water table etc.).

- comments or evaluation of S.I. results.

3.3 Other relevant information- geophysical data, if any

- aeriai photo, if any

- nearby S. I. results, if any

- nearby curdrop of rock, if known

- nearby deep excavation, if known

- buried structure (water pipes, sewer pipes, cables etc.).




- nearby quarry, railway etc.

- approach road condition

- etc.

4. Foundation analysis. and recommendations4.1 Selection of types of foundation

- state types of foundation recommended and reasons/criteria based.

- if piles are used, analysis leading to conclusion on that particular type of pile should be shown (use chart or table).

- also state whether the pile are frictional, end-bearing or both.

4.2 Estimation of ultimate loads- state method/forrnula, assumptions, and correlation of soil parameters

(Quote reference).

- design perimeters used should be clearly stated. Analysis to obtain design parameters should be shown in Appendix.

- for big pile group, check block failure and group efficiency with particular reference to frictional piles. Negative friction may need to be considered if in compressible subsoil where the ground is likely to settle.

- states FQS used to derive allowable loads of piles.

4.3 Settlement Analysis- estimate elastic and consolidation settlement for the pile group and assumptions

should be clearly stated.

- detailed analysis to obtain. design parameters should be shown in Appendix. Possible ground settlement due to fill on soft subsoil?

4.4 Load Testing Requirement- state nos. of tests required

- method of test and details

- criteria of acceptance of load results (it different from JKR Standard Specification).

4.5 Associated designs- if there are major cut and fill slopes, state stable slope inclination, slope

protection, surface drainage, subsoil drainage, retaining walls etc. if necessary.




- any soil improvement?

- general drainage design if geotechnical properties are affected.

- check how the above problems which may affect loading in piles.

4.6 Constructional advice- extent and degree of supervision

- possible site problerns and how to overcome

- special precautions necessary to ensure design considerations are fulfilled.

- methods of construction.

- special precautions against possible damages to nearby structures.

5. ConclusionBrief summary of foundation recommendation.

6. ReferenceList of references.




Lampiran E

Pavement Design- Design life (for major road should be ;20 years unless otherwise specified by JKR).

- ESAL & subgrade CER -- justification/basis for these values should be explained.

- Design calculation (Arahan Teknik).

Drainage DesignShould be based on JKR's guidelines for the return periods. Use JKR std. drain types. Globaldrainage requirements should be checked.

Geometric DesignRoute locations, comparison of various alternative routes and explain why the particular route ischosen.

Junction design and traffic analysis Capacity analysisRoad safety features

Earthworks Design and Planning- Terrain & alignment conditions of the chosen route.

- Geology of the route chosen.

- Generalized subsoil profile

- Identify locations and quantitie=s of cut, fill and rock

- Identify sources suitable fill material and their properties

- Compaction control : % of compaction required, moisture content CBR of subgrade etc. Make; sure the proposed spec. is adequate for the purpose and also achievable frcrr; the proposed sources.

- Protection of earthrvorks : fill formation, cut and fill slopes.

- Machines requirements

- Tolerances of earthvvrork

- Quality control plan

- etc.




Lampiran F

JKR Guidelines for Preparation of Geotechnical Report for Road Proiects

These guidelines are not considered to be exhaustive or intended to restrict the scope of the reportin any manner.

The geotechnical report snail basically consist of the following chapters/paragraphs:-a) Objective

To state precisely and concisely the intents and purposes of the report.

b) IntroductionGeneral/brief description of the project with particular reference to estimated project cost, scope of works, length of road, no of traffic lanes, class of road, terrain traversed, major structures involved etc. A topo plan showing the alignment and terrain, vegetation, swamp etc. should be included.

c) Subsoil ConditionsBrief description with plan showing types of geological formation traversed by the proposed alignment.

Scope of site investicfation and summarized subsoil properties.

A longitudinal secticsn showing the generalized subsoil profile with classified subsoil strata and typical properties, water table etc. Generalized subsoil profile for important structures shell also be included.

d) Geotechnical AnalysisClassification of geotechnical problems/design concepts. Justifications for each geotechnical design criteria and design policy, instrumentation works should be included. A table showing summaries of the design (enclosed) should be included. Detailed design calculations for structural foundations, slope stabilization and ground improvernent works and cost/technical comparison analysis of various design options shall be included in Appendix.

e) List of referencesRelevant references should be listed or enclosed.

f) AppendixDetailed calculations, photos, drawings/sketches etc.





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Guidelines For Planning Scope ofSite Investigation Works For Road

Projects

by Ir Neoh Cheng Aik Jurutera Penguasa Kanan, Cawangan Jalan

JKR Malaysia

AbstractSite investigation is an essential, part of geot-echnical design process. Intimate knowledge ofIhr,-; test techniques and possible geotechnicalproblems arise from ground conditions withpart rular' reference to problems on stabilityand df:formation or displacement of slopes andfounrations are essential for planning the scopeof site investigation (SI) works. This paperintends to suggest some guidelines for planningthe scope of SI for road projects. Only generalprinciples and rationale underlying the siteinvestigation practice are presesited.

GeneralSite Investigation (SI) is the exploration or dis-covery of the ground conditions to enable engi-neers to make informed design decisions. Thiswill avoid or reduce the likely risks of unex-pected hazards being encountered during andafter construction. The main purpose of SI is todetermine within practical limits, the depth,thickness, extent & composition of each dis-tinct subsoil stratum; the depth & compositionof ground water; the strength, compressibilityproperties of soil/rock stratum and other groundfeatures information as required by geoieahni-cal engineers to perform appropriate cost effec-tive design.

All site investigation (SI) works should complywith BS 5930, BS 1377 and JKR Standard,Specification for SI works. All deep boringshould be rotary wash boring with adequatecapacity and accessories to perform the worksspecified. The extent of site investigation main-ly depends on the character and variability ofthe subsoil and ground water, and the amountof existing information available. However itshould be noted that subsoil conditions of aroad alignment are very sensitive to geological

conditions, and so the spacing and location ofboreholes/test pits/types of tests should be moreclosely related to the detailed geology of theproject area and the geotechnicalproblem/analysis required to be carried out.

The planning of SI works should be carried outby suitably qualified geotechnical engineersafter review of the project brief/route location:desk study and a preliminary field inspection.All the quality SI works should be closelydirected, monitored, supervised and reported bygeotechnical e,igineers. Additionalscope of SI may be found necessary after somepreliminary SI results are made available.

Filling AreasThe purpose of SI in filling areas is mainly tocheck bearing capacity and assess settlement ofthe ground, overall slope stability and providenecessary soil data for design of ground treat-ment works (if found necessary).

For filling areas where embankment is high (>6 m) or the ground is swampy and consists ofcompressible soils, adequate number of bore-holes and other relevant field tests should becarried out to determine the subsoil conditionwith particular reference to:-

the geometry of the subsoil strata both transversely and longitudinally, (usually one or two borehoies in addition to three ormore Deep Sounding (DS) or piezocones are used to determine the generalized subsoil profile for deposited formation at each stretch of soft ground. For residual soils areas, hand augering (HA) and deep boring(DB) plus JKR probes are performed instead of DS).

the nature of these subsoil strata, their basic physical properties or index properties (moisture content, liquid limit, plastic limit, sieve analysis, SG, organic content), shear strength (Cu, C', o') and compressibility (Cc, Cv, Mv). At least two undisturbed samples per distinct soft strata per borehole plus field & lab testing are preferred.




Stationary piston samplers should be used for taking samples from soft strata. Additional penetration vane shear and pressure meter tests are invaluable to obtain representative strength and consolidation properties of the soft ground. The extent of site investigation in embankment areas should be sufficient to produce adequate characterization of site conditions and properties to assess slope stability, to predict amount and rate of settlement and to design the necessary cost effective ground treatment.

regime of ground water (and seepage). and its variation (by HA/DB and piezometers) .In, the case of sizeable project on subsoil consisting of very compressible organic clay, instrumented trial embankments incorporated with ground improve-ment techniques may 1-iave to be carried out to ensure the design is cost effective.

Generally, the depth of boreholes should extend through all compressible or unsuitable soil or unstable laminated weathered rock at shallow depth (< 6 m) which is likely to encounter instability and settlement problems due to the surcharge load ofthe filling. A a practical guide, boreholes should only ba terminated after reaching very stiff/dense strata ('two consecutive SPT values exceeding 20) for soft ground areas such as in coastal alluvial soils. In residual soil areas, at least one borehole should be extended until very hard/very dense strata (SPT value exceeds 50).

For filling on steep sloping ground, more boreholes should be carrie=d out to determine the presence of unstable so;f/rock horizons, i.e. the character and orientaVon of all structural discontinuities, e.g. joints, sheared zones, laminated bedding, foliationetc. Detailed geological mapping may also be required.

For low embankment in res:dual soil areas,one or two hand augering plu,: a few JKR probes are sufficient for design.

Cut AreasThe purpose of SI in cut areas is to procuregeological information (soil/rock, interface),soil properties and water table conditions 'farslope stability checking and design of slope sta-bilization works when necessary. The SI for cutareas to be pontential borrow areas is to deter-mine soil properties, (compaction properties)and assess the suitability as construction mate-rial specified.

For cut areas, adequate soil investigationshould be carried out to determine the type ofsoils (soil classification, index and strengthproperties from on quality samples etc.) andground water level and its uariation and fluctu-ation (by Casangrande stand-pipe or pneumaticpiezometer). Infiltration, erosion and terraincharacteristics aspects are very important forslope design. This is for assessment of the sta-bility of slopes and drainage requirements.

Exploration to a minimum depth of 2 m to 3 mbelow the proposed formation level is neces-sary for ;proper assessment of possible sub-grade strength and drainage conditions. Forsedimentary rock areas, in addition to geologi-cal mapping, at least three boreholes per majorhill should be carried out to determine thestratigraphical formation, the presence of defec-tive or unstable geological structural disconti-nuities and its strength properties. Seismic sur-vey may have to be carried out for major roadprojects passing through mountainous areasinvolving massive and deep excavation This isto ensure that more geo logical information aremade available for slope stability assessmentand also the quantity of rock excavation can beestimated with reasonable accuracy. Foamdrilling and Mazier sampling are only requiredfor high quality undisturbed samples in determining the shear strength of the residual soils.

For generalized subsoil profile purpose of thewhole alignment (including in filling areas), thespacing of boreholes or hand augering forhighway projects should be 60 m - 600 m. Forroad alignment passing through the same typeof geological formation, less number of bore-holes are required or spacing should be 500 m




interval or more. For road alignment passing through complex, variable/different geologicalformations, more borehofes at closer spacingare necessary. JKR probes should be carriedout near the HA positions and filling areas toverify the consistency of the subsoil.

At least one test pit (2 m deep or more) shouldbe carried out at each major cut area whichform major sources for filling. Bulk samplingfor classification test, CBR, dispersion andcompaction test should be carefully planned forstudy on suitability and availability of fillingmaterials.

Bridges and StructuresFor major structures like bridges, major cul-verts and retaining walls, at least two DeepBoring should be carried out at each site orminimum one borehole per pier or abutment ormaximum spacing of borehole should be 60 m.Additional boreholes should be allowed forbridge approach embankments especially onsoft ground or high embankment areas. Otherbasic requirements are as follows:-

Bore DepthAll boreholes should be rotary wash boring. Boring shall only be terminated after 5consecutive SPT exceeds 50 OA 5 consecutive SPT exceeds 30 if the bore depth alsoexceeds 60 m or refer to designer for advice and direction. Boring also can be terminated if rock is encountered:-

* Suitable triple tube core barrel of NMLC or NMLCsizes should be used for rotary rock coring.

Field TestSPT shall be carried out at 1.r rn interval unless otherwise stated by the designer. In case of soft ground, vane shear test shall toe carried out instead of SPT and interval of testing should be 'm interval.

Undisturbed samples, (UD samples) or preferable stationary piston samples shall be taken at, soft clay strata (alternate to SPT/vane test) for consolidation/shear test especially for boreholes at abutment/ approach to abutment.

At least 3 water samples (from river and orfrom UD samples) shall be taken for chemical test (pH, So4 & chloride contents).

All soil classification test (natural moisture content, Atterberg limits, & sieve analysis etc.) shall be carried out for all typical disturbed sample at various distinct strata.

Photographs (at least 5 nos.) shall be taken to give general site conditions, access (terrain and vegetation etc.), river/stream bank,& water flow conditions, boring machine set up, typical soil/ rock samples.

SI ReportThe factual. SI report should be prepared andchecked by a suitably qualified engineer. Thereport should include but not limited to the fol-lowing:-

Terms of Reference, purpose and scope of SI. Methodology, procedure & equipment (Type, model etc.) used.

General relevant information (geological setting, topography, vegetation & other relevant surface features).

Record of time & date of bo, ing operation and ground water observation.

Borelogs (field borelogs shah be corrected,checked & certified by geotechnical engineer).


Rock Type Min. Core Length

Igneous rock (granite) and bore depth <24m or recovery ratio R/r<50% Igneous rocks, bore depth >24m Shale/schist/slate/sand-stone, Recovery ratio R/r< 50% Shale/schist/slate/sand-stone, Recovery ratio R/r> 50% Lime stone R/r> 50% and no cavity Lime stone R/r < 50% or with cavity Other rocks R/r > 50% Other rocks R/r < 50%

4.5m

3.0m

6.0m

3.0m

6.0m

9m – 21m

4.5m

6.0m



Piezometer records.

Summary of lab testing results.

Photographs showing general site conditions, typical soil and rock samples..

Plan showing actual boreholes/te st locations with coordinates or chainages & A.L.

Generalized subsoil profile along the alignment showing soil strata, ground water, laband field test results, rock etc.

* Logging of bore logs should be prepared by a suitably qualified technician or geologist! orengineer. Soil and rock description should be strictly according to BS 5930.

Common SI Methods (a) JKR Probes

Results are used to determine thickness of unsuitable material to be removed and also for preliminary design of embankments. Usually carried out near HA or DB positions and filling areas to verify the consistency of subsoil of medium strength up to maximum of 12 m deep.

(b) Hand Augering (HA)Used in soft to stiff cohesive soils or sandysoils above water table. Usual spacing is 60 m - 600 m. Maximum depth is about 5 m. Very extensively used for road projects because extensive samples along the alignment can be obtained at a relatively fast and cheap price for the basic and index properties; used for identification, classification and correlation of engineering properties such as permeability, strength and deformation etc.

(c) Deep Boring (DB)Boreholes are advanced by power rotary drilling. Borehole sizes of NW or HW are preferred. Invaluable to determine stratigraphical formation and subsoil properties in cut and filling areas.

Usual spacing is 60 m - 600 m. Field tests

such as SPT vane shear, (for soft to stiff strata) permeability & pressure meter tests can be carried out in the boreholes. Disturbed and undisturbed samples can be taken for various laboratory tests to determine strength and deformation properties. Piezometers can also be installed in the borehole to monitor the ground water conditions. SPT tests are usually carried out at 1.5 m interval. For soft clay and residual soils strata, stationary piston and Mazier samplers are respectively used to take quality undisturbed samples for laboratory strength tests.

Continuous soil sampling (Swedish or Delft Samplers) is specified if identification of soil fabric or depth of changes in distinct strata & properties are required. For uniform subsoil, more sampling for labtests; but for erratic subsoil more field testsshould be carried out.

(d) Deep Sound(DS) - 100 kN/200 kN capacity This is the static Dutch Cone PenetrometerTest. It is usually used to supplement Deep Boring results in filling areas which are fluvial or soft formation. Not suitable for boulder or gravel abundant subsoil. The results can be used to correlate and ascertain strength & deformation properties etc. of the subsoils. Useful and adequate to determine subsoil profile. Piezocone tests is preferred.

(e) Test Pit & Bulk SamplingUsually up to 2 m deep. For visual inspection of subsoil strata, soil type and strength (by pocket penetrometer). Bulk sampling for lab tests (soil classification, CBR & compaction tents). Undisturbed block samples also Grin be obtained for strength testsin the laboratory.

Concluding RemarksIt is hoped that the above suggested briefguidelines are useful and helpful to road engi-neers to plan their scope of site, investigation. Itis vital to identify and understand adequately




the possible associated risks and geotechnicalproblems to b-:~ encountered before planning aproper SI scheme for a road project. Purposeand scope of tests can only be determined afterthe possible geotechnical problems are known.Scope of Si works when planned by differentengineers tend to be varied ')ecause thereare an infinite number of conditions to be metand the process of planning also leaves manyareas where individual engineering judgement,knowledge and experiences must be applied.Therefore it is important to realize that it isimpossible to provide an exhaustive step bystep guidelines applicable to all possible casesfor engineers who are not familiar with geot-echnical design.

Referencesa) BS 5930 (1981) SITE INVESTIGATIONb) BS 1377 (1990) METHODS OF TEST

FOR SOILS FOR CIVIL ENGINEERINGPURPOSES.

c) JKR STANDARD SPECIFICATION FOR SITE INVESTIGATION WORKS (1990).

d) NEOH C A (1990), IKRAM LECTURE NOTES ON SITE INVESTIGATION.




Appendix H

TERMS OF REFERENCE FOR

ROAD SAFETY AUDITPROPOSAL FOR CONSULTANCY SERVICES.

1.0 Road Safety Audit Objective.The objective of Road Safety Auditing is to identify road safety deficiencies at various stages in the development of road projects, so that they can be eliminated at the most opportune time to reduce costs and minimise disruption to design and construction progress.

Road Safety Audit will be carried out in accordance with the Guidelines prepared by JKR and shall include audits at the following stages of the project:

Stage 1 Audit - At the Planning and Feasibility Stage of the Project Development.The Stage 1, Audit will be carried out towards the end of the planning phase and, where a number of alternative proposals are being considered for the project, an audit is to be made of each alternative. the results of which (to the extent relevant) should be included in the evaluation process.

The Stage 1 Audit may be omitted on the approval in writing of JKR’s Supervising. Engineer for minor projects involving only reconstruction or rehabilitation of and existing road, intersection or interchange, or otherwise where them is little or no significant planningphase in the project.

Stage 2 Audit - At the Preliminary Design Stage, when the Functional Layout has been prepared and land acquisition requirements are being determined.

The project development shall be not proceed into the detailed design stage before resolution of each of the road safety items identified in the Stage 2 Audit.

Stage 3 Audit - At the Detailed Design Stage.This audit trust be done: at an appropriate stage towards the end of the detailed design, or assoon as it is possible to determine the safety implications of the design anti when changes can be made at the most opportune time to avoid costly redesign. This may necessitate separate audit checks as various elements of the project reach the desired stage of design. The project shall not proceed to the construction stage until each of the road safety items identified in the Stage 3 ikudit have been resolved.

Stage 4 Audit - At the Construction Stage.Audit at this stage shall include two distinct aspects as follows:

Audit of Traffic Management through and in the vicinity of the project during the construction phase. This shall include audit of traffic managernernt arrangements, both by checking the relevant plans prior to the -works commencing and by site inspections within 24 his of the star of construction of any particular `stage construction to ensure that the traffic operation through and around the works is safe and




effective for all road users.

Audit of the project itself, at appropriate times during the construction when aspects which influence the ultimate safety of road users are being finalised and when actioncan still be taken to correct any identified safety deficiency. In particular the audit shall include a final detailed check of the project just prior to it being `opened to traffic'.

Stage 5 Audit - At the operational stage of the projects, generally towards the end of the prescribed `maintenance period'.

2.0 Use Of Road Safety Audit Check Lists.The Road Safety Audit Guidelines issued by JKR include detailed `Check Lists' for each of the above stages of Audit. These Check Lists should be used as a guide and `reminder' of the items to be considered and it needs to be recognised that they do not necessarily providea complete list of the issues or points to be checked. It is the auditor's responsibi ity to critically examine all aspects of the project which may have adverse safety implications, considering carefully the needs of all road user groups.

3.0 Road Safety Auditors.Road Safety Auditors for the project shall be nominated by the Contractor / Consultant and shall be approved b;. MR, as the `Client' who will consider and make the final decisions on the audit reports. The auditors must be independent of project planners, designers and construction companies involved in the project and have no business or other company associations with them. The names, qualifications and other background experience relative: to Road Safety Auditing, of all personnel who will be undertaking the various stages of audit must be submitted to the Client and only these people shall undertake the audit. The. client reserves the right to disallow the involvement of any person who is considered to have insufficient qualification or experience in all or part of the various audit stages.

4.0 Reporting Of The Road Safety Audit.Each stage of the Road Safety Audit shall be reported, in writing, generally as set out in the JKR Guidelines and shall be submitted to the Client within 2 weeks of the audit C38 being done or otherwise as agreed in writing.

The report should sptocifically describe the safety deficiencies, potential or real, which havebeen identified along with the relevant references to accepted standards, practices and road safety principles. The points should be illustrated wherever practicable by 'marking-up' on the plans or other relevant drawings and / or by colour photographs of the items concerned. The report m.ay include the auditors suggestions for eliminating or otherwise treating the safety problem identified, but this is not an essential requirement.

The report should not be simplly a. copy of the `Check List' annotated with `ticks' or `crosses' or `yes' / 'no' answers, or in any other way submitted as the Safety Audit Report.

5.0 Response To Road ` al'erti Audit ReportWithin 2 weeks of he submis:;ion of a Road Safety Audit Report, JKR ( the Client) shall provide a written response to the audit report, indicating the action to be taken by the contractor in respect to each of the issues or items raised by the Audit.




REAM Technical Committee (TCS ) GEOTECHNICS

GUIDELINES FORGUIDELINES FORSITE INVESTIGASITE INVESTIGATION TION WWORKSORKS

Ir Neoh Cheng AikPWD Malaysia




Guidelines for Site InvestigationWorks

1. IntroductionThe basic purpose or objerive of site Investigation Is to acquire all necessary ground Information and data to enable a safe, practical and economical geotechnical or foundation Cesign to tie prepared. Site Investigation Is an essential part. of the geotechnlcal design process. Intimate knowledge of the test methods and possible geotechnlcal problems that can arise from ground condltlons with particular reference to problems on stability and deformation or displacement of slopes and foundations are essential for panning the scope of site Investigation (SI) works.

This guideline is intended to assist engineers to plan and implement Site Investigation (SI) Works for road projects so as to ensure that the S1 results are complete, adequate, accurate and reliable according to usual good engineering practice. Sound knowledge of SImethods, insitu et laboratory testing, equipment, procedures coupled with understanding of typical potential geotechnical problems for road works will ensure proper Sl methods and appropriate tests for the situation are selected to achieve the targeted purpose of SI.

This guideline also Identities the typical geotechnical Issues or problems for roadembankments, cut slopes and common road structures In typical geological formations. Scope of SI and suitable SI methods including relevant types of field tests, samples and laboratory tests to procure the appropriate design parameters for the geotechnical problems identified are subsequently discussed. General procedure of SI works including preparation of SI report Is also Included. Decision-making process of SIis presented by the flaw chart In Figure Iwhich Indicates the stages of an

Investigation, the action regr,lred, and those who should have responsibility forcarrying out the actions.

The planning of SI works should be carried out by sultably qualified,geotechnlcal engineers after review of the project brief/route location, desk study and fleldinspection. All the quality SI works should be closely directed, monitored, supervised and reported by qualified geotechnical engineers registered with Board of Engineers Malaysia.

2. Desk StudyBefore planning Sl works, the following desk studies should be carried out first:- Project brief with site & location

plan (to check overall details of structures & nature of project, loads, bearing capacity, settlement & stability requirements of slopes, walls, bridges & other superstructures). Usual geotechnical design criteria for road works are shown In Appendix A.

- Topo map (to assess terrain, access site/environment conditions).

- Geological map (to evaluate geological formation et characteristics)

- Aerial photo (to study site conditions, land use etc.)

- Other relevant records and information.

- An evaluation of performance of existing road or structure In the Immediate vicinity of the proposed alignment or site, relative to the foundation, material and environment.

- A review of all available information on the geologic history and




formation of rock, or soil or both and ground-water conditions occurring at the proposed alignment or location and In the Immediate vicinity.

These Information plus site reconnaissance or walk-over survey by designer or engineers involved in SI are crucial toobtain basic knowledge of site conditions and project concept designs. The need, purpose and the likely geotechnlcal issues or problems can then be identified and subsequently used to determine or design the scope and methods of SI works. Through SI, the knowledgeof behaviour of the ground and Its spatial variability can be obtained for the necessary geotechnlcal design and construction.

3. Scope of SIScope of SI for a project depends on what Is known about the site and what geotechnical data are required for geotechnical design or evaluation of geotechnical issues or problems.

The following information has to be procured before scope of SI can be planned:- likely or possible or anticipated

geotechnical issues or problems to be encountered In design & construction -establish the purpose & need for SI

- what Information Is required

- extent, areas et depth of ground to be investigated

- time et site constraint

The extent of SI mainly depends on the character and variability of the subsoil and ground water and the amount of existing Information available. However,it should be noted that subsoil conditionsof a road alignment are very sensitive to

geological conditions and so the spacingand location of boreholes/test pit types of tests should be more closely related tothe detailed geology of the project area and the geotechnlcal problem/analysis required to be carried out.

Common SI methods and fist of relevantlab and field test methods are given in Appendix B. List of abbreviations used Is given In Appendix C.Some typical geotechnical porblems andusual applicable SI methods and tests for typical road works are given in the following sections.

3.1 Road Embankment on Soft/Weak GroundCoastal alluvium or deposited soil formations or swamps are typical soft/weakgrounds. Trrplcal geotechnical problems in such areas are settlement and stability.Usual geotechnical design and checking are bearing (short & long term), slope stability (local & global, short & long term), amount and rate of settlement (primary & secondary consolidation, elastic deformation). Geotechnical designs are usually carried out to check whether the design criteria as shown in Appendix A can be complied and subsequently carry out the necessary designs of ground improvement works. Important data to be acquired through SI are:- subsoil profile showing they

thickness of various compressibleand firm strata, Water Table (WT)etc. Deep Sounding/Deep Boring (DS/DB) plus continuous sampling are necessary If accurate profile is required. Spacing of DS/DB should be in the range of 60m to 300m. DS/DB can be supplemented by Geonor Vane tests and JKR probes. Usually one or two boreholes plus two or more DS or plezocones are used to determine the generalized subsoil proille for each stretch of soft




groused. Criteria to terminate depth of bore hole are:(a) until 10 SPT exceeding 10

or until 10 Insitu vane shear nests exceeding 50 kPa if the height of embankment is less than3m.

(b) until 5 SPT exceeding 20 or 5 insltu vane shear tests exceeding 75 k.Pa if the height of embankment Is 3m to 5m.

(c) until 2 SPT exceeding 50 or 2 SPT exceeding 40 (for depth exceeding 30m)if the height of embankment Is more than 5m.

(d) at least one borehole along, the soft stretch should be extended until 2 consecutive SPT exceeds 50 or until I .5m rock coring, whichever come first.

- consolidation parameters for settlement analysts (Cc, Cv, Mv, Pc etc. from consolidation tes6 usingquality undisturbed samples obtained by stationary piston samplers). These consolidation properties also can be supplemented by correlation values from DS or piezocones tests.

- shear strength parameters for stability and bearing analysis or ground improvement design (Cu from insitu vane shear tests or undisturbed samples, C' & Ø' from triaxial tests usingquality undisturbed samples ....)

- Index properties (LL, PL, PI, M/C, gradation, organic contents etc) for soil classification and engineering property correlations etc.

- see Appendix D for applicability of various tests for various engineering properties.

3.2 Road Embankment on Rolling & Hilly TerrainsThe main geotechnical problems and relevant SI methods and tests are:(a) Check the stability of embank

ment body (local slope stablity); usually unsaturated soil, and the design parameters especially the shear strengths are from compacted samples using bulk samples taken at least one or two samples at 1.5m deep from major cut areas or borrow pits; assessment on suitability of fill material fromrelevant major cut areas (HA, testpits & bulk samples for compactlon/CBR & classification tests to get Index properties for engineering property correlations).

(b) Check global stability of embankment: bearing check of supporting ground (DB/SPT to obtain shear strength parameters of supporting ground based on engineering property correlations. JKR Probes, HA and piezometer etc are used to supplement DB/SPT). Spacing of boreholes for low embankment (h < 6m) and high embankment should be 300m - 600m and 100m - 300m respectively. DB should be supplemented by at least one HAplus few JKR probes. Depth of borehole should be until 5 SPTexceeding 20 if embankment height is less than 6m OR until 5 SPT exceeding 30 if the height ofembankment is more than 6m. SPT should be carried out at 1.5m Interval. Classification tests for all disturbed samples especially those from the top bm should be carried out.




(c) Stability check of supporting ground is very Important when the embankment is on sloping ground or is very high eg 12m high or more. More DB/HA/3KRProbes plus site Inspection etc to Identify possible unstable faulted/sheared geological formation, laminated bedding, foliation, colluvium, water seepage ground etcshould be carried out. Depth of borehole should be until 3m (or more) rock coring especially for the case of sedimental rock formation.

(d) Refer Appendix D for applicable tests for relevant parameters.

3.3 Cut AreasUsual purposes of SI in cut areas are:(a) to assess the slope stability and

obtain soil data for the design of slope stabilization works if found necessary. Usualily DB Is carried out to procure information such as subsoil profile, weathering profile, WT conditions by piezometers and shear strength parameters (from SPT' based on engineering property corelacuons or triaxial tests from quality undisturbed samples ie Mazier samplers)., For major high cut areas and unstable geological formations (sheared/faulted zone or colluvium areas or relict joints etc) more DB Is required. Refer Appendix D for applicable SI methods and tests.

DB is usually supplemented by geophysical surveys and/or HAplus JKR probes etc.

(b) to determine the suitability of cut material as filling material for embankment.(HA, test pits, bulk samples plus JKR probes or DE for classification tests, com

paction/CBR tests and shear strength parameters from compacted samples etc).

(c) to determine the bedrock profile, rock condition and to determine rock type and Its quantity (by siteInspection, geological mapping, seismic survey or DB)

Spacing DB/HA in cut areas is usually 60m to 600m depending on type of geological formation. For stable formation and low cut areas of less than 6m high, bigger spacing or HA only is acceptable.For sedimentary rock areas especially at cut height exceeding 12m, at least 2 boreholes per major hill should be carried out to determine the stratigraphical formation, the presence of defective or unstable geological structural discontinuities and Its strength properties. Seismic survey to supplement DB may have to be carried out for project passingthrough moutalnous areas.

DB in cut areas is usually terminated after 1.5m rock coring or at least 3m below the design formation level, whichever comes first., For highly fractured sedimentary rock of RQD less than 25% or boulder abundant formations, at least 3m coring should be specified.

3.4 Pavement EvaluationTests relevant for pavement evaluation of the existing road for upgrading worksare test pits plus bulk samples, water table monitoring, Insitu plate bearing, field density, DCP (Dynamic Cone Penetration) & CBR tests. These tests are carried out at about 200m to 1000m interval after pavement condition inspection/surveys/traffic count survey. Falling weight Deflectorneter or Benkiman Beam tests at 50m to 200m Interval depending on the severity of pavement conditions may also need to be specified.




3.5 SI for StructuresPurposes of SI for structures such as bridges, walls, major culverts etc are for foundation design and construction with particular reference to capacity, settlement and constructibility assessment.

At least 2 DB should be carried out at each site or minimum one DB per pier/abutment or one DB per 60m spacing especially for erratic or unstable geological formation areas (limestone, boulder abundant areas, faulted/sheared zone etc). Borehole could be terminated after 5 consecutive SPT exceeding 50 or10 consecutive SPT exceeding 30 if the bore depth is more than 60m or refer to designer for direction. If rock Is encountered coring shall be carried out and minimum core length depends on type & condition of rock. Suggested minimum core lengths are as follows:

For structures on soft ground, insitu vane shear tests and undisturbed sampling for shear strength and consolidation tests should be carried out. These test results are necessary for foundation design, stability analysis, and construction/temporary works design. Pressuremeter and plate bearing tests may be specified If detail fractured rock conditions (stiffness and deformation)

are required for bearing design eg rock socket design or shallow foundation design. See Para 3.4, Appendix D, D 1 & E for additional guidance.

Preparation of "Summary of Scope of SIWorks’ and an illustrated example are enclosed in Appendix H.

4. Procedure4.1 The guidance given in Para 3 above can

be used to determine the locations, numbers and types of SI methods or boreholes or Insitu testing requiredbasing on the need and purpose of SI established from the desk study. Size of boreholes depends on the size of soil &rock samples required. Size of samples depends on types of soils/rocks and types of tests required.Common 51 method; are JKR Probe, HA, MHEI, DB, DS (IOT/20T), Piezocone, DO, Sampling, Test Pits, Geonor Vane, continuous sail sampling, SBP, seismic surveys, etc. Methods, procedure and equipment for SI methods,.testing should comply with standard JKR Sl Spec. and relevant MS/BS/ASTM standards. Standard borehole or casing sizes commonly usedare 75 rnm, 100 mm, 150 mm. Usually size NW casing or borehole 'ss specifiedfor DB except when extensive and high quality large undisturbed samples airy. required ua determine accurate consolidation properties and shear strength for stability and settlement analysis.

Guidance on selection of SI methods, spacing and depth of boreholes, types ofAcid and lab tests etc have been discussed. Appendix E & E 1) also provide some guidance in specifying the methods of sampling and applicability of common field tests.

4.2 The sequence of SI methods or boring or Insitu testing at criteria of terminationof boreholes should be clearly stated In the document for Sl contractor, Phasing


Rock Type Min. Core Length

Igneous rock (granite) and bore depth <24m or recovery ratio R/r<50% Igneous rocks, bore depth >24m Shale/schist/slate/sand-stone, Recovery ratio R/r< 50% Shale/schist/slate/sand-stone, Recovery ratio R/r> 50% Lime stone R/r> 50% and no cavity Lime stone R/r < 50% or with cavity Other rocks R/r > 50% Other rocks R/r < 50%

4.5m

3.0m

6.0m

3.0m

6.0m

9m – 21m

4.5m

6.0m

Min core size should be 52mm diam (NMLC or HMLC or equivalent



of SI programme may be necessary for large/complicated projects (Preliminary & detall SI works).

4.3 Some guidances to determine the frequency & types of insitu tesdng/sarnpling in the bureholes are: Vane shear test- very suitable for very soft to stiff

clay to obtain undrained strength

SPT- Suitable for almost all soil types

except very soft clay and coarse gravel; disturbed samples (35 mm diameter) are procured from the test for field Identification/descilptiori of soil types and subsequent lab classification and index properties tests. SPT Is usually carried out at a change of strata or 1.5m interval except when undisturbed sampling or vane shear test or pressuremeter test is required. SPTmay be: carried out at 1.0m Interval If detailed Information is required eg. for shallow foundation at deep excavation works.

Pressuremeter test- Menard or self Boring type; suit

able for most soil types and soft rocks except soft organic soil 8t hard rock; useful to obtain accurate bearing capacity, stiffness and compressibility properties; costly at slow test; usually carriedout only when duality undisturbed samples or disturbed samples are difficult to procure but important for the design e.g. highly fractured soft rock, sandy material etc.

Packer test- Single or double Packer test Is

sometimes carried out in rock strata to assess the amount of

grout that rock will accept, to check the effectiveness of grouting, to obtain a measure of fracturing of rock, to give an approximate permeability of rock.

Undisturbed sampling- thin wall open tube sampler, 50

mm, 75 mm or 100 mm diam; area ratio is about 10%; suitable for soils having some cohesion unless they are too hard or too gravelly.

- stationary piston thin wall sampler 50mm, 75 mm or 100 mm diam; suitable for very soft to firm clay when strength and consolidation properties are required.

- Denison sampler for stiff to very stiff cohesive soils and sandy soils (SPT - 4 To 20).

- Quality requirements of samples (Appendix G).

- Mazier sampler, 50 mm and 74mm diam; suitable for residual soil when strength tests are required; careful air foam drillingtechnique is preferred to ensure high sample quality.

- Delft (29 mm or 66 mm diam) orSwedish (68 mm diam) continuous soil samplers for soil fabrics & stratigraphical/profiling evaluation.

4.4 If rock is encountered or rock coring is required, determine the size, length at type of coring (or criteria of coring).- Double tuba swivel type (30 mm,

42 mm, 54 mm diam, TNW 61 mm diam) could be used In most rocks.

- Triple tube core barrels (NMLC, 52 mm diam or HMLC, 64mm diam) should be used for weak,




weathered or fractured rocks.

- wire line barrels for rock coring at great depth.

- BW or larger drill rods are preferred If bore depth exceeds 20m.

4.5 Prepare BQ, Spec., Costing & Works programme (Std. JKR BQ at Spec. should be used).

4.6 Determine procedure, extent of supervision at monitoring of SI works (supervisor and drillers should have CIDB cerdflcates).

4.7 The proposed scope of SI should be checked or audited by an expert before Implementation. Ensure rellabie/reputable SI contractor registered with CIDB Is engaged. Check the proposed works programme and ensure all equipment proposed comply with relevant standards.

4.8 Determine scheme of laboratory testing including types of lab tests for- disturbed samples (mainly for

basic & Index properties tests). Soil classification tests shall be carried out: for all typical disturbed samples at various distinct strata.

- undisturbed samples (mainly for engineering property tests)

- water samples (mainly for chernical nests). At least 3 water samples from river for bridge project shall be taken far chemical tests (pH, S04, Chloride etc).

- block samples (mainly fear engineering property tests)

- bulk samples (mainly for compaction/CBR tests plus classification tests)

4.9 Usual Important laboratory tests;

- Important geotechniced properties from lab. tests are:-BASIC PROPERTIES (colour, natural moisture content, sg, porosity, void, reactivity etc.) for soil description,classification & correlations.

INDEX PROPERTIES (LL,, PL, PI, SL, particle size distribution, organic content etc) for soil description, classification 8t correlations with engineering properties.

CHEMICAL PROPERTIES (total dissolved salts,sulphate ex chloride contents; pH valueetc) for corrosion & durability assessment of foundations.

ENGINEERING PROPERTIES (shear strength, stiffness, compressibility, compaction/CBR, permeability etc.) for analysis anddesign. Engineering properties can be obtained front insitu testing and laboratory tests on undisturbed samples. The results from the Insitu anti laboratory testing should be viewed as complimentary and then compared with the recommended data from the published literatures before adopting as design parameters. For Iniformsubsoil, more! elaborate lab testing should be done, but If the subsoil is complex. or erratic, more insitu testing is more meaningful.

- classification & index tests from disturbed & undisturbed samples are mainly for classification, Identification & simple preliminary correlations for shear strength parameters & other engineering properties/behaviour.




- shear strength tests from block samples and undisturbed samples (UU, CU, CKUC, CIUC, CIUE, CD triaxial tests, direct shear test,UCS etc.) are for analysis and design.

- consolidation ex permeability tests from undisturbed samples orblock samples are for settlement analysis and seepage evaluation

- compaction/CBR tests from bulk samples coupled with Index properties are for fill suitability evaluation and stability analysis etc.

5. Common SI MethodSI method and the type of equipment or sampler required. for a SI job depend onthe nature of terrain, access, type of geological formation and intended use of the data.

Experience plus engineering judgement are required in selection of SI method. Common SI methods are briefly outlined as follows:

(a) JKR ProbesResults can be used to determine thickness of unsuitable material to be removed and also for preliminary design of embankments.Usually carried out near HA or DB positions and filling areas to verify the consistency of subsoil of medium strength up to maximum of 12m deep.

(b) Hand Augering (HA)Used In soft to stiff cohesive soilsor sandy soils above water table. Usual spacing Is 60m - 600m. Maximum depth Is about 5m. Very extensively used for road projects because extensive open

tube samples of 50 mm to 100 mm diam along the alignment can be obtained at a relatively fast and low price for the basic and Index properties; used for Identification, classification and correlation of engineering properties such as permeability, strengthand deformation etc. HA is particularly valuable In connection with ground-water determination.

(c) Deep Boring (DB)Boreholes should be advanced bypower rotary drilling with adequate capacity for the spefified depth of drilling i.e open hole rotary drilling or casing advancement drilling method. To avoid disturbance of the underlying soilstratum, only side discharge of flushing medium (water) from drilling rod bits is allowed; bottom discharge from casing should not be permitted.Borehole size of NW or HM are preferred. For borehoes deeper than 20m, rods with a stiffness equal to or greater than BW drill rods but less than 10 kg/m shouldbe specified. Invaluable to determine stratigraphical formation and subsoil properties in cut and filling areas.

Usual spacing Is 60m - 600m. Field tests such as SPT, vane. shear, (for soft to stiff strata) permeability and pressure. meter tests can be carried out In the boreholes. Disturbed and undisturbed samples can be taken for various laboratory tests to determine strength and deformation properties. Piezometers can also be installed in the borehole to monitor the ground water conditions. SPT tests are, usually carried out at l .5m interval. For soft clay and residual soils strata, sta




tionary piston and Mazler samplers are respectively used to takequality undisturbed samples for laboratory strength tests.

Continuous soil sampling (Swedish or Delft Samplers) is specified if identification of soil fabric or depth of changes in distinct strata and properties are required. For uniform subsoil, more sampling for lab tests; but for erratic subsoil more field testsshould he carried out.

(d) Deep Sound (DS) - 100 kN/200 kN capacity

This Is the static Dutch Cone Penetrometer Test. Is is usually used to supplement Deep Boring results In filling areas which are fluvial or soft formation. Not suitable for boulder, or gravel abundant subsoil. The results can be used to correlate and ascertain strength and deformation properties etc. of the subsoils. Useful and adequate to determine subsoilprofile. Plezocone tests Is preferred.

(e) Test Pit, Bulk Samples & BlockSamplesUsually test pit can be up ro.2rn deep. Visual Inspection of subsoill .strata, soil type and strength(by pocket penetrometer) can be carried In test pit. Bulk samples (about 50kg) for lab texts (soil classification, CBR arrd compaction tests) can be collected. Undisturbed block samples also can be obtained for strength tests In the laboratory.

(f) Motorised Hand Boring (MHB) MHB or commonly called wash boring or percussion drilling con

sists of a tripod with block & tackle or motor driven winch. The borehole is advanced bychopping while twisting rods and washing with pump-circulated water. It Is simple, portable and can be used in all types of soils except those containing big boulders. Progress is slow when encountering very stiff/dense material especially when deeper than 10 m. MHB can be adopted easily at locations where access isdifficult. Normally casing is used and max. depth of boring is about20m.

SPT, vane shear test and undisturbed sampling (only soft to medium soil) can be carried out In the borehole at the required depth.

(g) Geophysical SurveySometimes geophysical survey is used to supplement borehole results. The seismic refraction method with muldgeophones reception of seismic wave of signals originating from explosives or hammer blows (for shallow investigation only) can be used todetermine the approximate rock profile and geologic features eg faults etc. The electrical resistivity method for measuring the resistance of soil to a direct or alternating current is also useful In determining depth to rock, evaluating stratified formations where a denser stratum overttes a lesser dense stratum. Corroslvity of soil and geological features and cavities can also be determined.

6. SI ReportThe SI report submitted by the SI Contractor registered with CIDB should be checked to ensure the following




items are included/complied:

The factual SI report should be prepared, checked and certified by a suitably qualified geotechnical engineer or engineering geologist.

It should include but not limited to the following details.(a) Introduction

State for whom the SI works was done, the nature at scope of SI, purpose of SI and period on time over which SI was done.

(b) Site DescriptionDescribe access, terrain, vegetation, land use, geological Information etc. about the site.

(c) Field WorksAccount for SI methods, testing, procedures, types and models of equipment used (quote standards used). Problems encountered In testing er sampling; date & time of SI.

Weather conditions.

Photos showing site & testing process/conditions.

Plan showing site & boreholes/testing locations.

(d) Bore Logs(field borelogs should be corrected & checked)Title of Investigation/project.Location reference/borehole no and sheet no.

Name of Super visor/driller.

Date of boring, type of boring, make of plants/tools

GL/RL; Depth to ground water

and raising or lowering of level Including: dates and times measured.

Type, size & depth of casing; drilling fluid.

Size, type and design of core bits, core barrel & reaming shell used.

Types of Insitu testing, sampling and rock coring details (R/r, RQD, types of sampler).

Depth, date and time of boring disruptions and termination of boreholes.

Any change to drilling fluid or drilling fluid return.Legends & symbols for subsoil profile.

Soil/rock description of each straturn & thickness/levels shall be made In accordance to BS 5930.

A typical engineering borelog is shown in Appendix GI.

(e) Summary of all important lab.test results for each borehole with reference to sample NO & RL.

(f) Generalized subsoil profile - Drg.

(g) Appendix - plan/drawing; photos for site conditions, plant/machine set up, typical rock samples, typical soil samples etc.

7. Concluding RemarksIt is hoped that this guideline for Site Investigation works Is useful and helpfulassist geotechnical and road engineers to




plan and execute a proper Site Investigation works. Experience In geotechnical engineering design plus sound knowledge of SI methods and procedures are crucial to ensure that, proper SI methods and tests are selected to achieve the targeted purpose of SI.

The scope of SI works for a project depends mainly on what is known aboutthe site and the nature of the project ie the possible geotechniral problemsand issues likely to be encountered during construction at service. The scope ofSI works may also need to be changed In the light of new discoveries during the process of SI.

Scope of SI works when planned by different engineers of different background,training and experience tends to be varied because there is an infinite number of conditions to be met and the process of planning also leaves many areas where Individual engineering judgement, knowledge and experience must be applied. Therefore It Is Important to realize that It Is Impossible to provide an exhaustive step by step guidelines applicable to all possible cases for engineers who are not familiar with geotechnical design.

8. References8.1 BS 5930 (1981), Site Investigation

8.2 GEO HONG KONG (1993), Guide to Site Investigation

8.3 JKR Standard Specification for Site Investigation Works (1990)

8.4 NEOH CA (1997), Guidelines For Planning Scope of Site Investigation Works For Road Projects, IEM Bulletin August 97

8.5 NEOH CA (1990), Site Investigation, IKRAM Lecture Notes


8.6 SI STEERING GROUP. Site Investigation In construction series. Thomas Telford UK, 1993.




Project Initiation

Preliminary Engineering Assessment- Project Brief- Scope of Works- Design Criteria- Define Project Work Plan

Preliminary Project Appraisal- Desk studies- Site reconnaissance

- Identify likely geotechnical issues & problems- Determine design parameters required- Prepare preliminary SI programme & budget

Send SI proposal to client for approval

OK

- Design or determine scope of SI- Prepare of tender/contract documents, BQ & Spec

Audit by Expert

OK

OK

- Execute SI programme- Determine scope of Lab tests- Direct, supervise and monitor SI works

Additional SI ?

NO

Prepare factual SI report

End

NOTOK

YES

NOTOK

Fig. 1 : Flow-chart for SI works




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long

face o

f w

all

Geo

guid

e 1 (19

83), G

EO

Ho

ng K

ong

12 m

m a

long a

xis o

f pile

at pile

head a

t desig

n lo

ad

± 5m

m p

er m

etr

e h

eig

ht

- 5 y

ears

po

st co

nstr

uctio

n s

ett

lem

ent < 100 m

m (o

r 10

% o

f estim

ate

d u

ltim

ate

sett

lem

ent)

(Fo

r em

bankm

ent w

ithin

10 m

fro

m b

ridge a

butm

ent, the a

bo

ve s

ett

lem

ent crite

ria s

ho

uld

be reduced to

15%

)

MA

XIM

UM

PE

RM

ISS

IBLE

MO

VE

ME

NT

S

Geo S

pec 1

(19

89

), G

FO

Ho

ng K

ong

BS

8081

BS

8004

BS

8004

12 m

m a

t W

ork

ing L

oad

Ext

ern

al S

tabili

ty

As 4

abo

ve fo

r rigid

reta

inin

g s

tructu

res

B

S 8

004

- T

ota

l po

st co

nstr

uctio

n s

ett

lem

ent < 4

00 m

m

GE

OT

EC

HN

ICA

L D

ES

IGN

CR

ITE

RIA

FO

R R

OA

D W

OR

KS

at pile

head a

t desig

n lo

ad

BS

8004

12 m

m a

long a

xis o

f pile

38 m

m o

r 10

% p

ile s

ize

at pile

head a

t tw

ice d

esig

n lo

ad



Appendix B

List of Lab & Insitu Tests

1. Soil Classification Tests. BS 1377: Part 2: 1990Moisture content, Liquid limit, Plastic: limit, Plasticity index, linear shrinkage, particle size distribution. (These tests are from disturbed samples such as split spoon samplers (SPT), bulk samples etc).

2. Chemical & Electro-chemical tests: 135, 1377 Part 3: 1990Organic matter content, Mass loss on ignition, Sulphate content of soil and ground water, Carbonate content, Chloride content, Total dissolved solids, pl-i value, Resistivity and Redox potential.

3. Compaction-related tests: BS 1377 : Part 4(These tests are from bulk samples)3.1 Dry density - moisture relationship (2.5 kg/4.5 kg hammer)

- Soil with sorre coarse gravels- vibrating method

3.2 Moisture conditon value (MCV) 3.3 CBR tests

4. Comoressibility, Permeability and DurabiliryTests: BS 1377: Part 54.1 1-D conso test4.2 Swelling and collapse tests4.3 Permeability by constant head 4.4 Dispersibility

5. Consolidation ez Permeability Tests in Haydraulic Cells & with pore Pressure measurements: BS 1377: Part 65.1 Consolidation Properties using hydraulic cell5.2 Permeability in hydraulic conso cell5.3 Isotropic conso properties using triaxial cell5.4 Permeability in a triaxial cell

6. Shear Strength Tests (Total Stress) BS 1377 : Part 76.1 Lab vane shear6.2 Direct shear box (small)6.3 Direct shear box (large)6.4 Residual strength6.5 Undrained shear strength (UU)6.6 Undrained shear strength (multi loading)

7. Shear Strength Tests (Effective Stress) BS 1377: Part 87.1 CIU with pore pressure measurement7.2 CD with pore pressure measurement

8. Insitu Tests: BS 1377: Part 9Field Density (cone, sand replacement & balloon), CBR, SPT, Plate Bearing, Vane shear (Acker, Geonor, cylindrical), DS (Static Dutch cone), Peizocon Test, etc.These tests are from undisturbed samples (thin wall samplers,Mazier samplers,block samples etc).




Appendix C

List of Abbreviations/Symbols

ASTM = American Society hor Testing Arid MeterialsBS = British StandardBQ = Bills of QuantitiesCc = Compression IndexCv = Coef..of Consolidation

C1 = Effective Cohesion Cu = Cohesion. CBR = California Bearing RatioCIDB = Construction Industry Development BoardCU = Consolidated Undrained Triaxial TestCD = Consolidated Drained Triaxial TestCIUC = Consolidated Undrained Compression Triaxial Test With Pore Pressure

Measurement (Effective stress)CIUE = - Ditto - extensionCkoUC = Consolidated Undrained Compression At Ko ConditionsDB = Deep Boring (rotary drilling)DS = Deep Sounding (Static Dutch Cone Penetrometer) GL = Ground LevelHA = Hand AugerHMLC = 65 mm Triple Tube Core Barrel (DCMA)JKR = Jabatan Kerja RayaLL = Liquid LimitM/C = Moisture ContentMv = - Coef. of CompressibilityMHB = Motorized Hand Boring (Wash Baring/Percussion Drilling)MS = Malaysian StandardNW = N Size Casing (101.6 mm diam)NMLC = 52 min Triple Tube Core Barrel (DCMA)pH = Acidity IndexPL = Plastic LimitPI = Plasticity IndexPC = Effective Preconsolidated PressureRL = Reduced LevelRQD = Rock Quality DesignationR/r = Recovery RatioSI = Site InvestigationSPT = Standard Penetration TestTNW = 61 mm Double Tube. Core Barrel (Atlas Copco)UU = Unconsolidated Undrained Test gives undrained shear strength (total

stresses)UCS = Unconfined Compression StrengthWT = Water Table





APP

ENDI

X D

APPL

ICAB

ILIT

Y O

F CO

MM

ON

FIEL

D O

R IN

SITU

TES

TS

Soil

Soil

type

Prof

ile

H. R

ock

S. R

ock

GrSa

ndSi

ltCl

ayPe

atØ

CuM

vCv

K

1Pe

netro

met

er

1.1

JKR

Pro

beX

CX

XC

BB

BB

XB

XX

X1.

2 S

PTA

B

XB

BA

AA

AB

BX

XX

1.3

DS

(CPT

)B

AX

XB

AA

AA

CB

CC

X1.

4 P

iezo

cone

(CPT

U)A

A

XX

AA

AA

AB

BA

AB

1.5

Fla

t Dila

tom

eter

BA

XX

CA

AA

AB

BC

CX

1.6

Res

istiv

ity P

robe

CC

XX

CA

AA

AB

CX

XX

2V

ane

Shea

rB

CX

XX

XB

AB

XA

XX

X

3PB

Pre

ssur

emet

erB

BC

AB

BB

AB

XB

BC

X

4SB

Pre

ssur

emet

erB

BC

BB

BB

AB

BB

BB

B

5Co

ntin

uous

Soi

l Sam

plin

gA

AX

BB

AA

AA

CB

BB

C

Lege

nds

:-

A

= s

uita

ble/

usef

ulO

= e

ffec

tive

fric

tiona

l ang

leK

= c

oef.

of p

erm

eabi

lityB

=

mod

erat

eCu

= u

ndra

ined

stre

ngth

C

= d

oubt

ful

Mv

= c

oef.

of v

olum

e co

mpr

essi

blity

X

= n

ot s

uita

ble

Cv=

coe

f. of

con

solid

atio

n

FIEL

D TE

STS

Rock

SOIL

PAR

AMET

ERS

SOIL

TYP

E




Ap

pe

nd

ix D

1S

I M

eth

oG

eo

ph

ysi

ca

l su

rve

yG

eo

ph

ysi

ca

l Lo

gg

ing

So

un

din

g

A a

pp

lic

ab

le

Sc

op

e &

pu

rpo

se

of

SI

B s

up

ple

me

nta

ry

by

ty

pe

of

roa

d s

tru

ctu

re

or

ma

y b

e

Ide

nti

ty s

oil

& r

oc

k w

ea

the

rin

g p

rofi

leA

A

BA

BB

BA

BA

B

ap

pli

ca

ble

suit

ab

ilit

y o

f c

on

stru

cti

on

ma

teri

al s

urv

ey

A

BB

BB

BA

AA

sub

gra

de

inv

est

iga

tio

nro

ck

BB

(aft

er

ex

ca

va

tio

n)

soil

BB

BA

BA

Sta

bil

ity

roc

kA

B

BA

BB

BB

AB

soil

A

BB

BB

BB

BA

BB

BA

BB

AB

BB

BA

B

Ide

nti

ty s

oil

& r

oc

k w

ea

the

rin

g p

rofi

leA

B

BB

BB

B

suit

ab

ilit

y o

f c

on

stru

cti

on

ma

teri

al s

urv

ey

A

BB

BB

B

surf

ac

e d

ep

osi

tA

A

BB

BB

AB

AB

BB

B

roc

k p

rop

ert

y (

stre

ng

th e

tc.)

A

AB

AA

AB

BA

AB

AB

BA

ge

olo

gic

str

ata

(fa

ult

etc

)A

A

BB

BA

AA

AA

AA

AB

BB

see

-pa

ge

BB

AA

BB

AB

AB

BA

BA

lulu

sB

BB

san

d g

rav

el

BB

B

san

dy

so

ilB

BB

B

cla

ye

y s

oil

BB

BB

BB

B

san

dy

so

ilB

BB

BB

BB

cla

ye

y s

oil

BB

BB

BB

AA

BB

san

dy

so

ilA

A

AB

BB

BA

B

cla

ye

y s

oil

A

AA

BA

BA

AA

B

pe

at

A

AA

BA

BB

AA

AB

fou

nd

ati

on

fo

r p

ipe

cu

lve

rt, r

eta

inin

g w

all

(to

e w

A

BB

BB

AB

AB

BB

B

stru

ctu

res

wit

hm

ou

nta

ino

us/

roll

ing

BB

AB

BB

AB

A

sma

ll-m

ed

ium

fla

t (g

en

era

l)B

AB

BA

BB

AB

BA

sca

lefl

at

(so

ft)

BA

BA

AB

AA

A

mo

un

tain

osu

pp

ort

ing

str

ata

BB

AB

AB

BB

AB

AA

/ro

llin

ge

xc

av

ati

on

BB

AB

AB

AA

A

stru

ctu

res

larg

e s

ca

le e

xc

av

ati

on

BB

AB

AB

AB

AA

A

wit

hsu

pp

ort

ing

str

ata

BB

BB

AB

BA

BA

BB

AB

A

larg

efl

at(

ge

ne

rae

xc

av

ati

on

BB

BB

AB

BA

BA

BB

AB

AA

sca

lee

xc

av

ati

on

be

low

wa

ter

BB

BB

AB

BA

BA

AA

A

sup

po

rtin

g s

tra

taB

AA

AA

BA

AB

AB

A

fla

t(so

ft)

ex

ca

va

tio

nB

AA

AB

BA

AA

BA

A

ex

ca

va

tio

n b

elo

w w

ate

r le

ve

lA

AA

BB

AA

AA

BA

SC

OP

E O

F S

I &

MET

HO

D

Ele

ctr

icS

eis

mic

mo

un

tain

ou

s

roll

ing

/fla

t

fla

t(so

ft)



Appendix E

Common Samplers

Type of Samplers Remarks1. OPEN DRIVE SAMPLERS 1. No piston; penetration by static thrust or

1.1 Split-spoon for SPT dynamic impact; suitable for almost all1.2 Thin-wall sampler types of soils except gravelly soils or1.3 Thick wall sampler hard/dense materials. (50mm, 75mm, 100mm, I:50mm).

2. THIN-WALL SAMPLER WITH 2. The most reliable sampler to procureSTATIONARY PISTON undisturbe soft to stiff cohesive soils; area (50mm, 75mm, 100rnm, 150mm) ratio is usually about 10%. The inside

clearance ratio shall be 0.5 to 1 %. Mainly for shear strength 8t consolidation tests.

3. DENISON SAMPLER 3. No piston; suitable for stiff to very stiff(Double tube with this: wall tube) cohesive soil and sandy soil (SPT = 4-

20); open drive sampler

4. MAZIER SAMPLER 4. Triple tube sampler; usual core size (74mm) 74mm diam & PW casing Is required; air

foam drilling technique is preferred to procure high quality undisturbed samples from residual soils. Not suitable for gravelly soils.

5. FOIL CONTINUOUS SAMPLERS 5. With stationary piston; suitable for minor(DELFT 29mm, 66mm OR SWEDISH stratification ie sand seams because of SAMPLER 68mm diam) continuous samples of 5 to 8m can be

procured.Continuous samples for soil fabrics & stratigraphical or profiling evaluation etc.

6. BLOCK SAMPLING 6. Blocks of soil (200 to 350mm cubes) cut from test pits; Need careful sealing and handling. Mainly for triaxial, shear box & permeability tests.

7. ROTARY ROCK CORE SAMPLERS 7. Double tube core barrels for strong rock (Grade 1 or 2): 30mm; 42mm; 54mm; TNW, 61 mm; T2-76, 62mm.Triple tube core barrels for fractured rock; HMLC, 52mm; HMLC, 64mm

Notes: 1. Std. sampler size (UK) : 50, 75, 100, 150, 250 mm diamStd. sampler size (LIS) : 1 1 /2, 2, 2 1/2, 3, 4, 5 inches diam

2. Samples should be labelled, handled, transported and extruded carefully in accordance with BS 5930.





Appendix F List of Standard sizes of Drilling Rods Core Bits & Casing

ASTMD2113

DCMA E,A,B,N,H,P = 1 ½“, 2”, 3”, 4”, 5”

Core size (mm) T2-76 62

Double TNW 61 WF series (BS4019) Tube T2-101 84 WT series ( CDDA) T6-101 79 WM series (DCMA) Craelius T or K serius

NMLC 52 (Atlas Copco) Triple HMLC 64 Tube 3C-MLC 76 C-MLC 102

TABLE 1 : Core Bit Sizes Outside Diameter Inside Diameter Site Designation

in mm in mm RWT 1.16 29.5 0.375 18.7 EWT 1.47 37.3 0.905 22.9 EWG, EWM 1.47 37.3 0.845 21.4 AWT 1.88 47.6 1.282 32.5 AWG, AWM 1.88 47.6 1.185 30.0 BWT 2.35 59.5 1.750 44.5 BWG, BWM 2.35 59.5 1.655 42.0 NWT 2.97 75.3 2.313 58.7 NWG, NWM 2.97 75.3 2.155 54.7 2 ¾ x 3 7/8 3.84 97.5 2.69 68.3 HWT 3.89 98.8 3.187 80.9 HWG 3.89 98.8 3.000 76.2 4 x 5 ½ 5.44 138.0 3.97 100.8 6 x 7 ¾ 7.66 194.4 5.97 151.6

K3 – 76 48 Tb – 76 57 K3 – 86 58

TABLE 2 : Casing Sizes Outside Diameter Inside Diameter Site

Designation in mm in mm Threads per in. Will Fit Hole Drilled with Core Bit Size

RW 1.144 36.5 1.19 30.1 5 EWT, EWG, EWM EW 1.81 46.0 1.50 38.1 4 AWT, AWG, AWM AW 2.25 57.1 1.91 48.4 4 BWT, BWG, BWM BW 2.88 73.0 2.38 60.3 4 NWT, NWG, NWM NW 3.50 88.9 3.00 76.2 4 HWT, HWG HW 4.50 114.3 4.00 101.6 4 4 x 5 ½ PW 5.50 139.7 5.00 127.0 3 6 x 7 ¾ SW 6.63 168.2 6.00 152.4 3 6 x 7 ¾ UM 7.63 193.6 7.00 177.8 2 - ZW 8.63 219.0 8.00 203.2 2 -

TABLE 3 : Drill Rods Rod and Coupling Outside Rod Inside Diameter Coupling Bore, Threads Site

Designation in mm in mm in mm per in RW 1.09 27.7 0.72 18.2 0.41 10.3 4 EW 1.38 34.9 1.00 25.4 0.44 11.1 3 AW 1.72 43.6 1.34 34.1 0.63 15.8 3 BW 2.13 53.9 1.75 44.4 0.75 19.0 3 NW 2.63 66.6 2.25 57.1 1.38 34.9 3 HW 3.50 88.9 3.06 77.7 2.38 60.3 3



Appendix G

Quality of Samples (After ROWE)


Quality Typical SamplingClass Procedure

1 - Remoulded properties Laboratory data on Piston thin walled- Fabric in situ soils sampler with water- Water content (classification tests balance- Density and porosity & engineering- Compressibility & deformation properties) Mazier sampler with- Effective strength parameters foam drilling- Total strength parameters- Permeability* Block samples- Consolidation*

2 - Remoulded properties Laboratory data on Pressed or driven thin- Fabric in situ insensitive or thick walled- Water content soils sampler with water- Density and porosity balance- Compressibility and deformation*- Effective strength parameters* Mazier sampler- Total strength parameters*

3 - Remoulded properties Fabric examination Pressed or driven thin- Fabric A * 100% recovery. and laboratory data or thick walled Continuous on remoulded soils samplers. Water B * 90% recovery. balance in highly Consecutive permeable soils.

4 - Remoulded properties Laboratory data on Bulk and jar samplesremoulded soils. (from SPT splitSequence of strata samplers)

5 None Aproximate sequence Washings (washed of strata only samples)

Properties Purpose

Items changed from original German classification (7th. Int. Conf. Soil Mech. Foundn. Engng. Mexico 1969).



Appendix H

Summary of Scope of SI Works

Summary of Scope of SI Works should include the following details: 1. Brief Project description and objectives of SI.

2. SI Methods & Location {Scope of SI Works)- Types & methods SI & the quantities should be indicated- Locations of SI sho1n,n on Drawings should be indicated

3. Criteria of Terminating BoreholesCriteria of terminating boreholes or other Sl methods should be clearly indicated eg in Cut Areas, in fill areas (in soil ground/swamp and residual soil areas) and in structure areas.

4. Field testing & sampling criteriaTypes & frequency of various field tests & sampling should be indicated.

5. Laboratory TestingTypes of lab testing & the selection criteria should be indicated.

6. Special requirementsSpecial requirements about S1 methods, testing & sampling if any should be clearly mentioned.

Examples or case histories of Scope of SI Works for road projects are enclosed.

Scope of SI works are based on "Guidelines for planning SI works for Road Projects"




Project Jalan ABC (Example)Scope of SI Works

1 . ObjectivesThis project involves in construction of a new R5 highway of about 30km through rolling to hilly terrains with some localized swamps and 5 bridges. The alignment traverses through sedimentary shale and granitic formations. Preliminary geological and terrain evalution studies show that potential slope instability areas are at KM5, KM9 and KM 12.

The main objectives of SI are:- To determine generalised subsoil profile for the proposed road alignment (earth

work planning & rock estimation)

- To identify unstable soil formation and water table (water bearing zones and free water table depth) in cut areas (colluvium, faulter or sheared zones) for stability analysis & pavement or subsoil drainage design

- To obtain subsoil propertes and water table for embankment design & necessary ground treatment

- To determine suitability of fill and borrow sources

- To obtain subsoil properties; for foundation design for structures

2. SI Methods & Locations- Rotary wash boring (NW & HW casings) - 33 Nos

- Rotary wash boring (air foam drilling technique) - 10 Nos (for Mazier samples)

- Trial pits & bulk samples/block samples - 10 locations (1.5mx 1.5mx2.Om deep)

- JKR Probes - 200 locations (Until 12m deep or until 400 blows/300mm)

- Hand Augers - 20 Nos Locations of the above are shown in Drg. Nos A 100

Locations of the above are shown in Drg. Nos A100Works Spec: JKR Std. Spec. for SI Works (1980).

3. Criteria of Terminating Boreholes 3.1 Cut Areas

Boreholes should be terminated after 3 consecutive SPT exceeding 50 or after 3m rock coring or the max depth (about 3m below formation level) specified below, whichever




comes first:BH21, 131-1213, BH35, BH40 - Max depth = 15mBH4, BH30, BH38 - Max depth = 25mBH 15, BH31, BH25, BH26, BH39 - Max depth = 30mBH 11, 131"124, BH33, BH42 - Max depth = 35mBI-141 - Max depth = 40mLocations of borehoies to be selected to Instal prezometers (Casangrande type) will be decided at the site by the Designer.

3.2 In Fill AreaBoreholes In filing areas should be terminated as follows: 3.2.1 Alluvial or Soft or Swampy Areas:

(a) until 10 SPT exceeding 10 or until 10 Insitu vane shear tests exceeding 50 kPa If the height of embankment is less than 3m.

(b) until 5 SPT exceeding 20 or 5 Insitu vane shear tests exceeding 75 kPa if the height of embankment is 3m to 5m.

(c) until 2 SPT exceeding 50 or 2 SPT exceeding 40 (for depth exceeding 30m) if the height of embankment is more than 5m.

at least one borehole along the soft stretch should be extended until 3 consecutive SPT exceeds 50 or until 3m rock coring.

3.2.2 Residual Soil Areas:(a) until 5 SPT exceeding 20 If the height of embankment is loss than 6m.

(b) until 5 SPT exceeding 30 If the height of embankment is more than 6m.

3.3 Bridges & StructuresLocations of boreholes (BH 5, 6, 7 & BH 12 & 13) are shown in the Drg A 100. Estimated depths are given in the BQ.

Boring should be terminated after 5 consecutive SPT exceeds 50, or, 5 consecutive SPTexceeds 30 if the borehole depth also exceeds 60m. Boring should also be terminated if rock Is encountered. Rock corings shall be carried out as follows:





Rock Type Min. CoreLength

Igneous rock (granite) and bore depth <24m or recovery 4.5m

ratio R/r<50%

Igneous rocks, bore depth >24m 3.Om

Shale/schist/slate/sand-stone, Recovery ratio R/r< 50% 6.Om

Shale/schist/slate/sand-stone, Recovery ratio R/r> 50% 3.Om

Lime stone R/r> 50% and no cavity 6.Om

Lime stone R/r < 50% or w ith cavity 9m - 21m

Other rocks R/r > 50% 4.5m

Other rocks R/r < 50% 6.Om

Min core size should be 52mm diam (NMLC or HMLC or equivalent) 4.

4. Field Testing & SamplingSPT should be carried out at 1.5m interval except when taking undisturbed samples or where soft cohesive stratum is encountered where Insitu vane shear test should be carried out (at 1.0m to 1.5m interval) instead of SPT.

Typical undisturbed sanr,ples from soft to firm strata using thin walled stationary piston samplers should be taken (ruin 63.5mm diam).

Typical undisturbed sarriples from residual soils using Mazier samplers with detachable inner liner (74mm diarn) should be taken at selected boreholes shown in the Drg. or as directed by the Designer. Air foam drilling technique should be used.

5. Laboratory TestingField borelogs should be sent to the Designer as soon as each borehole is completed. This is to enable the cieslgner to determine as early as possible the types of lab tests required. This is also to enable the Designer, after examination of the field borelogs, to determine the adequacy of SI (to add or to omit scope of SI).

As a general guide, typical disturbed samples from Hand Augers and SPT samplers from each borehole should be selected for classification tests which Include natural moisture content, liquid limit, plastic limit, plasticity index, and particle size distribution (excluding; sg, pipette/ hydrometer tests and other chemical tests unless otherwise specified or directed by the Designer).

Typical undisturbed samples from soft to firm strata may be selected for odeometer tests/UU/CIU tests etc.Typical undisturbed samples from residual soils may be selected for CIU/CD tests. Water samples are for PH & salt contents tests.Bulk samples from trial pits are mainly for classification, compaction 8t CBR tests. Block samples will be mainly for trlaxial tests (CIU/CD).



GEOGEOTECHNICAL DESIGN CRITERIA TECHNICAL DESIGN CRITERIA FOR RFOR ROOAD AD WWORKSORKS





DE

SIG

NM

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UM

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TE

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L

1. U

nre

info

rced S

lopes

1.1

Lo

cal &

glo

bal s

tabili

ty1.2

75 y

rs

(cut &

fill

slo

pes)

1.2

Bearing (fill)

2

2. R

ein

forc

ed o

t tr

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d2.1

Lo

cal &

glo

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tabili

ty1.5

76 y

rs

s

lopes (no

t o

n s

oft

(cut &

fill

slo

pes)

g

round

2.2

B

earing (fill)

1.5

3. P

erm

anent A

ncho

rs3.1

Tensile

Resis

tance

275 y

rs

3.2

R

esis

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t S

oil

G

rout In

terf

ace

3

3.3

C

reep/c

orr

osio

n

4. R

igid

Reta

inin

g4

1 O

vert

urn

ing

1,8

75 y

rs15

mm

alo

ng

1 : 1

50

Str

uctu

res

4.2

S

lidin

g1.6

face o

f w

all

alo

ng face o

f w

all

4.3

O

vera

ll S

tabili

ty1.5

4 4

B

earing

2

5.

Rein

forc

ed fill

walls

/ 1

: 10

0

str

uctu

res

BS

8006

120 y

rs±

15m

m fro

m refe

rence a

lignm

ent

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DRAF PINDAAN OKTOBER 1998

GARIS PGARIS PANDUANDUAN UNTUK AN UNTUK POLISI DPOLISI DASAR KEAASAR KEATTAS KEPERLAS KEPERLUUAN AN

KTMB BKTMB BALI PRALI PROJEK JOJEK JAMBAMBAATTAN AN MELINTMELINTASI LALASI LALUUAN KERETAN KERETAPIAPI

JABATAN KERJA RAYAIBU PEJABAT JKR

JALAN SULTAN SALAHUDIN 50582 KUALA LUMPUR


Draft



Polisi Dasar atas Keperluan KTMB bagi Projek Jambatan Melintasi Laluan Keretapi

1.0 Tujuan1.1 Tujuan garis panduan ini adafah untuk memaklumkan keperluan serta syarat-

syarat yang ditetapkan oleh Kereltapi Tanah Melayu Berhad (KTMB) bagi projek-projek jambatan JKR yang melintasi laluan KTMB.

2.0 Later Belakang2.1 Di dalam melaksanaka.n projek-projek infrastruktur, sama ada pembinaan jalan

baru ataupun menaikkan taraf jalan sedia ada, pihak JKR kerap mendapati ianya melibatkan lirtasan ke atas laluan keretapi.

2.2 Apabila perkara ini berlaku pihak JKR mengikut lazimnya akan merujukkan cadangan mereka kepada. KTMB untuk mendapatkan ulasan serta kelulusan. Biasanya pelan tatatur serta lukisan-lukisan kejuruteraan yang berkaitan akan dikemukakan kepada KTMB. Berdasarkan cadangan ini pihak KTMB akan memberikan ulasan serta syarat-syarat yang perlu dipenuhi oleh JKR.

2.3 Sejak kebelak angan ini JKR mendapati banyak ketidakseragaman timbul didalam keperluan serta syarat-syarat yang diberikaan oleh KTMB. Perbezaan amat ketara di antara satu projek dengan projek yang lain dan menyebabkan JKRberada didalam dilema untuk mernenuhi keperluan-keperluan tersebut. Perkara ini menjadi lebih ketara dm kr.itikal sejak projek `KTMB Double-Tracking' dilaksanakan. JKR khuatir di dalam rnemenulu keperluan KTMB ini, ketidakseragaman akan dikesan oleh pihak Odit dan JKR akan dipersalahkan di dalam hal ini.

2.4 Rezab Bersama (Common Reserve)JKR mempertikaikan tindakan KTMB yang menetapkan syarat yang perlu dipatuhi oleh JKR memandangkan.TKR juga mempunyai hak keatas rezab tersebut. Pihak Kerajaaa perlu memutuykan pihak mana yang berhak ke atas commonreserve ini.

2.5 Oleh yang demikian JKR mendapati amat perlu supaya satu polisi dasar ditetapkan oleh kerajaan bagi keperluan-keperluan yang kritikal bagi memudahkan kedua-dua pihak melaksanakan tanggungjawab masing-masing. Perkara ini juga perlu ditetapkan bagi menjamin kedua-dua pihak mernperolehi kos pembinaan yang ekonomik.

2.6 Keperluan-keperluan yang; dianggap kritikal oleh JKR meliputi perkara-perkara seperti `Flagging charge', `Insurance Policy', kelegaan pugak dan mendatar (Horizontal dan vertical clearance) serta kerja.-kerja perlindungan (protection works) yang perlu disediakan.

3.0 Keperluan - Keperluan KTMB3.1 Flagging Charges3.1.1 Tuntutan ini berlaku hanya apabila Zon keselamatan KTMB dimasuki. Zon keselamatan

KTMB adalah ditetapkan sebagai kawasan yang berada di dalam ketinggian 6 m mene




gak di atas landasan dan jarak 10 m mendatar dari garis tengah landasan (within 6 m above the track and 10 m from the centre line of the track).

3.1.2 Kakitangan KTMB perlu berada ditapak bina bagi mengawal/menghadkan hadlaju normal keretapi kepada 10km/jam.

Tuntutan bukan bagi keseluruhan tempoh projek tetapi hanya pada masa-masa ya.ng sebenar diperlukan sahaja dan kadar yang digunakan adalah tetap. Kadar i:ni telah digunakan oleh KTMB selama 10 tahun.

Kadar yang dituntut adalah 2 (man) x RM50/hari

3.2 Inconvenience charges3.2.1 Penutupan sementara atau pengawalan halaju normal keretapi mengganggu kelancaran

jaclual perjalanan.

3.2.2 KTMB mahu mempastikan landasan keretapi sentiasa selamat. JKR perlu menjelaskan aktiviti kerja yang akan mengganggu perjalanan keretapi supaya k:os ke atas bayaran kesulitan dapat ditaksirkan.

3.2.3 Kadar 'incovenience charges' akan dibayar kepada KTMB mengikut Garis Panduan yang dikeluarkan oleh Jabatan Keretapi Malaysia.

3.3 Insurance CoveragePihak KTMB menetapkan supaya satu polisi insuran untuk tujuan `damage & potential loss of income' disediakan oleh JKR bagi melindungi kerja-kerja melibatkan laluan mereka semasa pembinaan.

KTMB tidak akan mengem:&an'Insurance Coverage' yang berasingan jika `All Risk Insurance' yang disediakan oleh JKR di dalam kontrak utama meliputi:(a) Kerugian yang ditanggung oleh KTMB akibat daripada kelewatan perjalanan

keretapi (train delay) disebabkan oleh akitiviti-aktiviti yang berkaii.an dengan projek.

(b) Kerugian pendapatan (loss of income)‘All risk insurance' yang disediakan dalam kontrak JKR didapati wajar dan cukupuntuk tujuan ini. Oleh itu JKR berpendapat bahawa kos tambahan untuk satu insuran polisi yang berasingan adalah membazirkan dan tidak diperlukan.

3.4 Kelegaan Pugak (Vertical Clearance)3.4.1 Kelegaan P.Igak ada.lahi kelegaan yang diperlukan dari landasan keretapi ke bahagian

paling bawah struktur jambatan yang merentangi landasan keretapi.

3.4.2 JKR menghadapi rruisalah besar di dalam perkara ini di mana pihak KTMB kerapkali mengubali kelulusan asal di atas kelegaan pugak. Penambahan kelegaan pugak ini bukan sahaja meningkatkan kos pembinaan jambatan dengar, bariyak teta.pi juga menyukarkan JKR untuk menyediakan cerun yang selarnat yang memenuhi kriteria Arahan Teknik Jalan terutama jika jambatan ini terletak. berhampiran dengan persimpangan.




3.4.3 Keperluan maksimum KTMB bagi kelegaan pugak dari sudut kejuruteraan Elektrik adalah 6.1m bagi landasan yang mempunyai sistem `catenary'. Ketinggian pugak kabe adalah 4.4m. Amalan KTMB buat masa ini untuk landasan ya.ng tiada talian elektrik kelegaan pugak adalah 6.Om dari paras landasan. Bagi landasan berelektrik kelegaan pugak adalah 7.0m.

3.4.4 Kelegaan Fhigak yang telah dipersetujui untuk digunapakai adalah seperti berikut .

3.4.4.1 Kelegaan Pugak 7.0 m adalah diperlukan bagi struktur jambatan yang merentangi laluan keretapi yang telah merrlpunyai sistem elektrifikasi iaitu di Lembah Klang (laluan Sentul ke Pelabuhan Klang dan laluan Seremban - Rawang).

3.4.4.2 Sekiranya Kelegaan Pugak 7.0 m yang diperlukan bagi struktur jambatan yang merentangi laluan keretapi yang telah mempunyai sistem elektrifrkasi tidak dapat dipenuhi oleh pihak yang; bertanggungjawab membina jambatan tersebut kerana sebab-sebab teknikal dan sebagainya yang munasabah, pihak KTMB akan memberi pertimbangan berdasarkan projek ke projek.

3.4.4.3 Kelegaan Pugak 6.1 m adalah diperlukan bagi struktur jambatan yang merentangi laluan keretapi yang belum mempunyai sistem elektrifrkasi.

3.5 Kelegaan Mendatar (Horizontal Clearance)3.5.1 Kelegaan mendatar yang telah dipersetujui adalah 25m. Ini telah mengambilkira

jarak antara landasan dari tengah ke tengah yang mempunyai talian elek.trik iaitu 4.7m dan jarak zon keselamatan minima dari tengah landasan k:e rezab KTMB memberi jumlah lebih kurang 17m kelegaan mendatar bagi laluan `double tracking'.

3.5.2 Bagi laluan berhampiran stesyen, di mana kelegaan mendatar 25m tidak mencukupi dare KTMB memerlukan kelegaan mendatar yang lebih, KTMB hendaklah mengemukakan justifikasi lengkap berhubung dengan kelegaan yang diperlukan dan ianya hendaklah diluluskan oleh Jabatan Keretapi Malaysia.

3.6 Parapet Wall3.6.1 KTM bersetuju merlggunapakai lukisan `New Jersey Barrier' dan `Parapet Wall'

yang telah disediakan oleh JKR pada jambatan merentangi laluan keretapi yang telahdisediakan untuk projek Jalan Lingkaran Dalam Johor Baluu, Johor untuk. digunapakai bagi lain-lain projek jambatan merentangi laluan keretapi. `New Jersey Barrier'dan `Parapet Wall' ini telah direkabentuk dengan inengambilkira faktor keselamatan pengguna jalanraya atau jimbatan dan juga keselamatan laluan keretapi di bahagian bawah jambatan tersebut.

3.6.2 `New Jersey Barrier' dan `Parapet Wall' pada jambatan merentangi laluan keretapi yang digunapakai tersebut telah direkabentuk dengan mengambilkira perkara-perkara berikut(a) Kenderaan ttidak rnudah jatuh ke atas landasan KTMB.(b) Pejalan kaki - pejalan kaki tidak sewenang-wenangnya boleh melompat dari

pada jambatan berkenaan.(c) P'ejalan kaki-pejalan kaki tidak mudah melakukan perkara-perkara yang




boleh mendatangkan bahaya kepada mereka dan kerosakan harta benda. termasuk melontar objek ke kawasan laluan keretapi.

(d) Keperluan standard rekabentuk geometri jalan seperti jaraj pandangan (sight distance) dan faktor keselamatan pengguna jalanraya/jambatan dengan penggunaan New Jersey Barrier.

3.6.3 Ketinggian Parapet: Wall adalah 1.8 m.

3.6.4 `Approach, road' ke jambatan hendaklah mempunyai New Jersey Barrier bagi menghalang kenderaan daripada terjatuh kedalam kawasan laluan keretapi.

3.7 Kerja-Kerja PerlindunganPagar keselainatan sementam perlu disediakan 50m sebelum dan 50m selepas lokasi jambatan melintasi landasan. Ini adalah untuk keselamatan pekerja semasa kerja pembinaan dijalankan bagi menghalang pekerja dari memasuki landasan keretapi. Ketinggian pagan hendaklah 6m.

4.0 Prosedur Melaksanakan Projek Lintasan Keretapi4.1 Permohonart kepada KTMB

4.1.1 Segala bentuk perirlohonan pembinaan jambatan melintasi landasan keretapi perlu dialamatkan kepada:

Jabatan Pengurusan Hartanah Tkt. 1 , Blok Annexe Selatan Bangunan Stesen Keretapi Jalan Sultan Hishamuddin 50621 Kuala Lumpur

4.1.2 Permohonan hendaklah dalam bentuk 9 set dokumen-dokumen yang mengandungi perkara dibawah:-4.1.2.1 Lukisan Kejuruteraan

Lukisan kejuruteraan berserta rekabentuk konsep hendaklah mengandungi lukisan susun atur tapak yang menunjukkan kelegaan pugak dan ufuk cadangn pembinaan jambatan itu. la hamslah menunjukkan bentuk peparitan yang akan disediakan bagi membolekan pihak KTMB mengetahui cara mengeluarkan air larian permukaan, bentuk struktur jambatan, jenis cerucuk yang digunakan.

4.1.2.2 Lukisan Ukur TanahPelan susun atur dan keratan bujur bagi landasan keretapi 1000m sebelum dan 1000m selepas jambatan melintasi landasan keretapi.

4.1.2.3 Program kerja yang menjelaskan jadual kerja pembinaan yang akan dilaksanakan dikawasan sekitaran landasan keretapi.

4.1.2.4 `Method Statement' bagaimana kerja-kerja akan dijalankan dikawasan tersebut. Antara lain perkara-perkara yang perlu adalah kaedah bagaimana pembinaan jambatan akan dijalankan, kaedah penanaman cerucuk, jenis mesin yang akan digunakan. Aktiviti-aktiviti yang ada kaitan




dikawasan rezab KTMB hendaklah dinyatakan juga. Ini bagi anggaran koskesulitan dapat ditaksirkan.

4.1.3 Salinan surat pen;nohonan kepada KTMB hendaklah dihantar kepada Jabatan Keretapi Malaysia.4.1.3.1 Salinan surat permohonan tersebut hendaklah disertakan

bersama:a) Pelan susun atur jambatan yang merentangi laluan kere

tapi.b) Pelan Keratan rentas di bahagian bawah jambatan.

4.1.3.2 Salinan surat permohonan hendaklah dialamatkan kepada:Pengarah TeknikalJabatan Keretapi MalaysiaBlok B, Tingkat 2, Wisma SemantanJalan Gelenggang50490 KUALA LUMPUR

4.2 Tempoh Permohonark Dam Kelulusan.4.2.1 Permohonan untuk melaklanakan jambatan merentangi laluan keretapi hendaklab dike

mukakan kepada KTM Berhad tidak kurang dari lima (5) minggu sebelum kerja -kerja pembinaan dijalankan.

4.2.2 KTM Berhad akan Inemberikan kelulusan untuk melaklsanakan kerja-kerja pembinaan dalamntempuh tidak lebih daripada lima (5) minggu dari tarikh permohonan dikemukakan kecuali bagi kes-kes yang luar biasa.

4.3 Koordinasi Antara Agensi Terlibat.Koordinasi antara JKJt, KTMB dan Jabatan Keretapi Malaysia akan dibuat dari masa kemasa semasa perin,gkat rekabentuk sehinggalah pembinaan struktur lintasan keretapi bagi melicinkan Fperjalanan projek dan mengurangkan gangguan kepada perjalanan keretapi.

5.0 Tarikh Berkuat Kuasa & Gunapakai5.1 Peraturan yang ditetapkan dalam garis panduan ini adalah berkuat kuasa serta-merta.

5.2 Panduan ini boleh digunapakai oleh lain-lain jabatan atau agensi Kerajaan yang berkaitan.

5.3 Sebarang persoalan b.rkai.tan dengan pelaksanaan mana-mana peraturan seperti yang ditetapkan dalarn garis panduan ini, hendaklah ditujukan kepada:

Jabatan Kerja Raya Malaysia Cawangan JalanIbu Pejabat Jabatan Kerja Raya Jalan Sultan Salahuddin50582 Kuala Lumpur.




JABATAN AUDIT NEGARA(National Audit Department) Telefon : 03-2946422

JALAN CENDERASARI Telefon : 603-2930264

50518 KUALA LUMPUR Kawat : AUDITNEGARA, K.L.

MALAYSIA (Cable)

Ruj. Tuan :

Ruj. Kami : (16)dlm. Audit/Ps:JKR/726/4 Jld.III

Tarikh : 24 Oktober 1998

Ketua Pengarah Kerja RayaIbu Pejabat Jabatan Kerja RayaJalan Sultan Salahuddin50580 Kuala Lumpuru.p. Puan Ir.Nafisah bt Hj.Abd Aziz

Cawangan Jalan.

Puan,

Garis Panduan Untuk Dasar Terhadap Keperluan KTMB Bagi Projek-projek Jambatan Melintasi Laluan Keretapi Dengan segala hormatnya perkara tersebut di atas adalah dirujuk.2. Pada pandangan Audit, perkara yang penting dalam menetapkan garis panduan ini adalah

penetapan prosedur-prosedur teknikal dan pentadbiran yang perlu dipatuhi oleh Jabatan Kerja Raya (JKR) dan juga Keretapi Tanah Melayu Berhad (KTMB) dalam pelaksanaan projek Lintasan keretapi. Pihak Audit kurang bersetuju terhadap bayaran Flagging Charges dan Inconvenience Charges yang diminta oleh KTMB. Berikut adalah sebab-sebabnya:i. Tiada sebarang peraturan atau undang-undang yang sedang berkuatkuasa

Setakat ini tidak ada sebarang peraturan atau undang-undang yang membenarkan bayaran. pampasan kepada orang awam atau mana-mana pihak lain dalam pelaksanaan projek-projek infrastruktur Kerajaan Persekutuan akibat dari gangguan kepada pihak- pihak yang berkenaan ketika sesuatu kerja sedang dilaksanakan.

ii. Tanggungjawab KTMB terhadap Pembangunan Infrastruktur Negara Sebahagian bestir modal wham KTMB dimiliki oleh Kerajaan Persekutuan. Maka dalam usaha Kerajaan Persekutuan membangunkan infrastruktur negara yang mana memberi faedah kepada sernua pihak, adalah kurang munasabah bagi KTMB untuk tidak mahu memikul sedikit kos (flagging charges & inconvenience charges) bagi membuktikan bahawa KPAB juga prihatin terhadap pembangunan infrastruktur negara.

iii. KTMB dapat menjimatkan kosPembinaan jambatan melintasi laluan keretapi bukan sahaja memberi faedah kepada orang awam, tetapi juga secara langsung menjimatkan kos dan masa kepada KTMB. Iniadalah kerana KTMB tidak perlu lagi menempatkan pekerja-pekerjanya bagi mengawal




lalulintas ketika keretapi melintasi lintasan berpagar. Gaji dan kemudahan yang perlu disediakan bagi pekerja-pekerja yang berkenaan adalah penjimatan kepada KTMB.

iv. Tuntutan KTMB akan menjadi precedent kepada pihak lainJika inconvenience charges dibayar kepada KTMB dalam urursan kerajaan melaksanakan projek-projek pembangunan kerana ado elemen gangguan kepada KTMB, ITiaka pihak-pihak lain juga akan membuat tuntutan yang sedemikian terhadap kerajaankerana telah mengalami gangguan. Maka bayaran kepada KTMB akan menjadi satu precedent kepada pihak-pihak lain. Mengikut amalan, di setiap lintasan keretapi berpagar, KTMB terpaksa menghalang lalulintas sementara waktu bagi membenarkan keretapi melintasi jalan raya. Dalam kes-kes sedemikian tidak pernah timbul permintaan inconvenience charges oleh mana-mana pihak lain terhadap KTMB.

v. Gangguan tidak dapat diukur dalam nilai wangKerugian yang telah dialami oleh KTMB akibat daripada kerja-kerja yang sedang dilaksanakan oleh kerajaan tidak dapat ditentukan ataupun ditaksirkan. Pihak Audit hanya bersetuju KTMB menuntut kerugian dalam keadaan-keadaan yang berikut:- Sekiranya terdapat litigasi oleh pihak swam terhadap KTMB yang berpunca dari

kerja-kerja yang dijalankan oleh JKR secara langsung.- Laluan keratapi langsung tidak dapat digunakan.- Bilangan. keretapi yang boleh lalu setiap hari terpaksa dikurangkan akibat kerja-

kerja JKR.

vi. Flagging charges pada RM50/hari bagi duo orang pada masa-masa sebenarnya diperlukan merupakan sate petty claim. Biarkanlah ini menjadi satu sumbangar. kecil oleh KTMB terhadap pembangunan infrastruktur negara oleh kerajaan.

3. Dengan sebab-schab yang tersebut di atas pada pendapat Audit, adalah tidak wajar sama sekalibagi KTMB meminta kerajaan membayar KTMB kerana terdapat sedikit gangguan terhadap laluan keretapi. Apa yang amat penting demi menjaga keselamatan terhadap orang avvam donharta benda kerajaan ataupun KTMB, ialah mengadakan prosedur-prosedur teknikal don pentadbiran bagi KTMB don JKR mematuhi, supaya kerja-kerja pembinaan jambatan melintasi laluan keretapi dapat dilaksanakan dengan lancar, selamat don mengakibatkan kesulitan yang paling minimum kepada inana-mana pihak.

Sekian,terima kasih.

‘BERKHIDMAT UNTUK NEGARA’

‘AUDITAN BERKUALITI MENINGKATKAN AKAUNTABILITI’


Saya yang menurut perintah,

(PRANCES SOOZA)Ketua Cawangan Audit Kerja RayaBahagian Audit Kerajaan PersekutuanB.p.Ketua Audit Negara Malaysia




1. This kinematic envelope is based on a speed of 120 Kph and incorporates the following track tolerances :-

1.1 Track alignment 25mm 1.2 Vertical track tolerance 25mm 1.3 Cross level error 15mm

2. This kinematic envelope allows for vehicle bounce of 25mm

3. The clearance indicated are based on straight and level tracks; allowances must be made for superelevation and curvature (End throws/centre throws)

± ±

±



REINFORREINFORCED FILL STRCED FILL STRUCTURESUCTURES




Reinforced Fill Structuresby

Ir Neoh Cheng Aik

1. IntroductionReinforced fill structures mean structures with vertical or near vertical face (B > 70°) which compresses tensile and shall include any connections and any facing ensure stability.

There has been an increasing extensive use of reinforced fill structures to replace conventional R.C. Walls for roadprojects in Malaysia since early 80'. There are at least 5 different reinforced fill structure systems available In Malaysia market. The rehability and durability aspects of these systems with particular reference to reinforcing elements, fills, facings, connections etc are quite doubtful due to lack of acceptance criteria and approval procedure.

This paper will briefly discuss the foundamental concept of reinforced fill structures, compare the differences between various common systems available and subsequently propose minimum design requirements for reinforcedfill structures.

2. Foundamental ConceptFig. l - shows effect of reinforcement

on a soil element.

Fig.2 - shows typical forms of reinforcement.

Table l Checklist for investigation of reinforcement products.

Fig.3 - Definitions and types of walls and abutments.

Fig.4 - Design procedure for reinforced soil walls

Fig 5 - Minimum sizing of reinforces fill structures.

Fig.6 - Min FOS against various ultimate limit states - external stability.

Fig.7 - shows serviceability limit states external and internal stability.

Table 2 Usually accepted tolerances for faces of reinforced fill structures/walls.

3. Types of Reinforced Fill StructureReinforced Fill StrucL-ure systems such as RE Walls, Nehemiah Walls, Wetsoll Walls, Muld Anchor Wall, Keystone Walls etc have been commonly used. Acomparison with particular reference to the facings, fasteners, connections, reinforcing elements, fills etc are given In Appendix A.

4. Proposed Design Criteria4.1 Design life:(a) For bridge abutments walls and

bridge approach walls: 120 years

(b) For retaining walls: 70 years

(c) For Temporary Works: 5 years or service life expected

4.2 FOSSee Pos Slim Lojing

4.3 Reinforcing element (steel)Carbon Steel Strip to BS 1449: Part 1: 1972 either quality KHR 34/20P or KHR 54/35P. Shall be hot-dip galvanised (BS 729: 1986) and minimum zinc coating 610g/m1(85 microns). The sacrificial steel thickness allowance for each surface of galvanised steel component should be 0.75mm.




4.4 FillBasically sand with the following properties shall be use Max size 150mm%passing l0mm BS sieve >25%passing 600 microns > 8%passing 63 microns 0-10pH 5-10resistivity (ohm-m) >10chloride ion content <0.02%Total sulphate content <0.2%Total sulphide content <0.03%

4.5 FacingsR.C types of various shapes

4.6 ConnectionsConnections between facing and reinforcing element shall be(a) Precision hexagon bolts,

screws and nuts which shall be made from steel alloy Grade 8.8 to BS 3692: 1967

(b) Black hexagon bolts, screws and nuts which shall comply with BS 4190:1967. The strength grade shall not less than 4.6 for bolts and screws and 4.0 for nuts.

(c) Plain washers shall be of either Form A or Form E to BS 4320: 1968 and shall be made from cold-rolled carbon steel stripCS4 complying with BS 1449: Part 1: 1972

(d) Dowels and rods (BS 4449: 1984) or Grade 50B complying with BS 4360:1979All steel shall hot-dip galvanised to BS 729:1972 and minimum zinc coating shall be 610g/mz (85 microns).




B5 8006.

Design philosophyLimit state design, with load factors and material factors

GeneralLoad factors ffs applies to weight of structure and earth pressure behind (here:

fts - 1.5)fq applies to traffic load and induced earth pressure (fq = 1.5)

Material factor fm material factor: fm = (fmss*fm12)*(fm21*fm2:) to take account of...

fm11 manufacturing variationsfm12 extrapolation of data and confidence of long-term capacity

assessment fm21 construction damagefm22 rate of environmental and aging degradation

Ramifications of failure, fn to take account of economic ramifications of failure (fo = 1.0 to 1.1)

Long-term base strength TBDesign tensile load TD < TB / (fm *fn) where TD includes load factors

i.e. practically: (frs; fq)*Tal < To / (fm *fo)

Galvanized steel strip reinforcement(width w)

Design thickness Ec = En - Es (nominal thickness-sacrificed thickness)

Sacrificed thickness Es = 0.9mrn for 70 yrs service life; 1.5mm for 120yrsLong-term base strength TB = w* Ec *au (au = rupture stress)Material factors (En > 4mm) fm = (fm11*fm12)*(fm21*fm22) = 1.5Allowable tensile load Tassow S w*E:*au /[(fts: fq)*fm*fn]= w*Ec*au /(1.5* 1.5* 1.0)

Tauow S 0.414*( %,*Ec*au)

Polymeric reinforcementsLong-term base strength TB= extrapolated tensile creep rupture strength at end of serv

ice life TCRMaterial factors fm11 > 1.0 depending on quality control and tolerances

fm12 > log(td/tt) depending on consistency of products testedwhere to =design service life, ti = duration of real time creep tests

fm21 to be derived from trials, plus assessment of long term effects fm22 to be assessed, depending on polymer, soil chemistry. tempera

ture, state ofstress, design service life etc..Allowable tensile load Taw% s Tctt / [(frs: fq)*fm*fn) = TCR /[1.5*fin* 1.0) Tatsow 5

0.67*Tcx / [(fmst*fmr2)*(fm21*&_2)J




AASHTO (Interim 1994)

Design philosophyWorking stresses (no load factors)

Galvanized steel strip reinforcements (width w)Allowable stress 0.55 ay (sy = yield stress)

Design thickness EC = En - Es (nominal thickness-sacrificed thickness)

Sacrificed thickness (until end of design service life)1/ galvanization (86p) 15u/side/yr for first 2 years, 4g/side/yr for subsequent years2/ steel (Es) 12p/side/yr after zinc depletion (i.e. 1.42mm for 75 yrs serv

ice life) Allowable tensile load Tallow s w*Fu*0.55Fy

Tassow S 0.5.5*(w*Ec*ay)

Polymeric reinforcementsLimit state tensile load T1 highest load level at which no failure can occur within design

service life

Factors FC "factor of safety" with respect to construction damage. to be determined by tests (1.05 < FC < 3.50)

FD "factor of safety" with respect to environmental and aging losses, to be based on product specific data (1.1 < FD < 2.0)

FS overall factor of safety to account for uncertainties in structure geometry, externally applied loads, fill properties, reinforcementmanufacturing ,variations (FS = 1.78)

Allowable tensile load Tallow s: Ti/QFC*FD*FS) Tallow s 0.56*Ti/(FC*FD)





GARISPANDUAN & ARAHAN TEKNIK (JALAN) JABATAN KERJA RAYA MALAYSIA

Garispanduan dan Arahan Teknik (Jalan) yang telah diterbitkan oleh Unit Rekabentuk Jalan, Cawangan Jalan, boleh dibeli daripada:- Cawangan Pengurusan Tender dan Harta Bahagian Kewangan dan Akaun Blok A, Tingkat Bawah Kementerian Kerja Raya Jalan Sultan Salahuddin 50580 Kuala Lumpur. Tel: 4684316 Pembayaran hendaklah dibuat dengan kiriman wang (money order) atau postal order atas nama Ketua Akauntan Kementerian Kerja Raya 1 Harga Garispanduan & Arahan Teknik (Jalan) 14 Arahan Teknik (Jalan) 10/86

Arahan Teknik (Jalan) 1/85 (Pindaan 1/89) A Guide To The Design of Cycle Track ......... RM2.00

Manual On Design Guidelines of Longitudinal Traffic Barrier ............................ RM2.00 15 Arahan Teknik (Jalan) 11/87 A Guide To The Design of At-Grade 2 Arahan Teknik (Jalan) 2A/85 Intersections ................................................... RM11.00 Manual on Traffic Control Devices: Standard Traffic Signs ................................... RM8.00 16 Arahan Teknik (Jalan) 12/87

A Guide To The Design of Interchanges ........ RM10.00

3 Arahan Teknik (Jalan) 2B/85 Manual on Traffic Control Devices: 17 Arahan Teknik (Jalan) 13187

Traffic Sign Applications ............................... RM5.00 A Guide To The Design of Traffic Signals ...... RM9.00

4 Arahan Teknik (Jalan) 2C/85 18 Arahan Teknik (Jalan) 14/87 Manual on Traffic Control Devices: Model Terms of Reference For Detailed Temporary Sign And Work Zones Ground Survey And Engineering Design Control .......................................................... RM10.00 of Roads RM3.00

5 Arahan Teknik (Jalan) 2D/85 19 Arahan Teknik (Jalan) 15/97 Manual on Trat Control Devices: Intermediate Guidelines to Drainage

Road Marking And Delineation .................... RM4.00 Design of Roads ............................................. RM30.00

6 Arahan Teknik listen) 2E/87 20 Note Teknik (Jalan) 19/97 Manuel on Traffc Control Devices: Intermediate Guidelines to Road Reserve Guide Signs Design And Application ............ RM9.00 Landscaping ................................................... RM20.00

7 Arahan Teknik (Jalan) 3/85 (Pindaan 1/88) 21 Construction Supervision Manual for

Garispanduan Untuk Memproses Pembangunan Contract Roadworks ....................................... RM60.00

Tepi Jalan Persekutuan................................. Tidak dijual 8 Arahan Teknlk (Jalan) 4/85 (Pind.1997) 22 Guidelines for Inspection A Testing of

Application for The Installation of Public Road Works .................................................... RM30.00

Utilities Services Within the Road Reserve First Scheduler - Guidelines For JKR Engineers Tidak dijual 23 A Guide to the Visual Assessment of Second Schedule - Instruction To Applicants... RM11.00 Flexible Pavement Surface Conditions RM20.00 9 Arahan Teknik (Jalan) 5/85 24 Interim Guide to Evaluation and

Manual On Pavement Design ..................... RM2.40 Rehabilitation of Flexible Road Pavement ..... RM20.00

10 Arahan Teknik (Jalan) 6/85 (Pindaen 1/88) 25 Interium Guide on Idendifying, Prioritising Guidelines for Presentation of and Testing Hazardous Locations on Roads

Engineering Drawings ................................... RM5.00 in Malaysia ...................................................... RM30.00

11 Arahan Teknik (Jalan) 7/85 26 Guidelines for the Environmental Impact

Garis Panduan Untuk Penyedaian Pelan Assessment of Highway/Road Project ........... RM45.00

Pengambilan Balik Tanah Bagi Projek

Jalan Persekutuan ......................................... 27 Standard Specification for Road Works ......... RM22.00

12 Arahan Teknik (Jalan) 8/88 28 Road Safety Audit A Guide On Geometric Design of Roads ...... RM9.00 Guidelines for the Safety Audit of Roads



Minit Mesyuarat Defination Rock, Unsuitable Material & Concrete Road Kerb Yang Diadakan Pada 17 Mac 1998

di Bilik Mesyuarat,Cawangan Jalan,Ibu Pejabat JKR,Kuala Lumpur

1. Yang Hadir1. Dato' Ir Dr. Wahid b. Omar - Pengarah Jalan (Pengerusi)2. Ir Neoh Cheng Aik - JPK (R)3. Ir Chin Wei Cheng - Tim. Pengarah (Caw. SKP)4. Ir Rohani bt Razak - JPK (J)5. Ir Wong Wai Cheng - JPK (Projek)6. Ir Goh Chee Eng - PPK (HPU)7. Ir. Abu Harith b. Hj. Shamsudin - PP (Caw. Bangunan)8. Pn. Tan Kim Lian - Jurukur Bahan Kanan (Caw. Kontrak dan

Ukur Bahan)9. Cik Noriha Derin - Wakil LLM10. Ir Kamalaldin Abd. Latif - PPK (Standard)11. Pn. Aishah Othman - PPK (Pelbagai)12. Dr. Azmi b. Hassan - PPK (Senggara)13. Pn. Nafisah bt. Abd. Aziz - PPK (Zon Selatan)14. Ir Baharanuddin Che Zain - PPK (Zon Utara)15. Ir Kamil Puat b. Nil - PPK (Zon Timur)16. Pn. Roziyah bt. Ismrail - PP (Jurukur Bahan)17. Pn. Naelah bt. Mat Kasa - Jurutera Awam (Standard)

2. Tujuan MesyuaratTujuan mesyuarat ialah:-1. Membincang definition baru untuk 'rock & excavation of rock'.

2. Membincang definition of unsuitable material and removal/replacement ofunsuitable material.

3. Membincang cadangan baru concrete road kerb.

3. Definition of Rock & Excavation of RockIr Neoh explained various typical definitions of rock by geologist, engineers & QS. For works specification purpose, definition of rock should be :-- SIMPLE easily understood by contractors & site supervisors; only simple test by

equipment easily available; no expert knowledge is required in interpretation.- PRECISEclear-cut, objective and specific in nature; minimum personal discretion is

required in interpretation & decision.- REALISTIC realistic in reflecting cost of excavation & time (within a reasonably

accurate margin).Ir Neoh also informed that when rock is encountered in bulk excavation, it can usually be loosened by:-- drilling & blasting (use explosives or chemicals)- ripping (use D7, D8 or DO).- excavating by powerful hydraulic excavator (effective and practical only for soft

rock)




- pneumatic tools (slow, < 5m3/hr).- wedges & sledge; hammers (very slow, practical only for small quantity of rock).- combination of the above.Cost effective method for rock excavation depends on:-- type of rock- degree of weathering- joints/discontinuities (spacing)- zon (intact/sheared/faulted) - quantities/volume- time constraint- environmental and site constraintsIr Neoh briefed the meeting that the existing JKR Spec. for definition of rock is basically any hard material that CANNOT be ripped by a tractor of 20 tonnes & 200 bhp. With ripper. In other words, any hard material that can be ~ ripped by the specified tractor with ripper is NOT rock and this included grade 3 and 4 rock which can be ripped and then excavated by large excavator or shovel; but the output is quite low (5 to 20 m3/hr) and the unit cost can be in the range of RM5 to RM15 per metre cube.

The main complaints about the, existing JKR Standard Specification for rock excavation are:-- Excavation of rock does not include excavation of hard material which requires rip

ping or large excavator. Excavation of hard material can be 2 to 5 times more costly than common excavation.

- Work delay due to dispute on whether the excavation is rock or common. Ir Neoh suggested 2 proposals or amendments to the existing JKR Standard Specification for Road Works Subsection 2.2.1 (f), (g) about definition of rock and hard materials and Subsection 2.2.3.7 about excavation of rock.After detailed discussions 4 possible proposals are included for further consideration (see Lampiran A).

Proposal 1Basically this proposal recommended 3 types of excavation for earthworks:-(a) Rock Excavation - rock is defined as hard material that cannot be ripped by

track-type tractor with ripper of 20 tonnes & 200 bhp. (the existing definition remains unchanged).

(b) Hard Excavation - any hard material that requires to be loosened by track-type tractor with ripper (20 tonnes & 200 bhp) or track type hydraulic excavator (30 tonnes and minimum 165 flywheel hp.).

(c) Common Excavation - excavation that can be effectively excavate by normal excavators, shovel (> 10 m'/hr.).

This proposal did not change the definition of rock in the existing specification except that the excavation of rippable material such as grade 3 or 4 rocks were classified as hard mate rial/excavation.

PROPOSAL 2Basically this proposal changes the definition of rock to include hard material and 3 types




of excavations in earthworks are:-(a) Class 1 Rock Excavation shall include loosening the rock by drilling and blasting

with suitable explosives or chemicals.

(b) Class 2 Rock Excavation shall include loosening the rock by ripping with a track type tractor with ripper (20 tones & 200 bhp) or using track-type hydraulic excavator(> 16.5 flywheel horse power & 30 tones).

(c) Common ExcavationExcavation of materials that cannot be classified as rock.

Proposal 3This proposal has 2 types of excavation i.e.:-(a) Rock Excavation - Rock is defined as hard material that in the opinion of the

S.O. requires to be loosened by blasting.

(b) Common Excavation - Excavation of all materials that cannot be classified as rock i.e. excavation of materials which in the opinion of the S.O., no blasting is required.

Proposal 4This proposal combined the concepts of Proposal 1 & 3 and also has 3 types of excavation for earthworks i.e.(a) Rock Excavation - Rock is defined as hard material that required to be loos

ened by blasting AND in the opinion of the S.O. cannotor not practical be ripped by tractor with ripper (20 tones,200 bhp).

(b) Hard Excavation - Hard material, in the opinions of the S.O. requires to be loosened by tractor with ripper (20 tones, 200 bhp) OR track-type hydraulic excavator (min. 30 tones, 165 fly wheel hp.)

(c) Common Excavation - Excavation of any materials which cannot be classified as rock or hard material.

Dato' Pengerusi directed that the above 4 proposals with details should be referred to Pengerusi Jawatankuasa Spesifikasi for final selection as soon as possible.

Tindakan : JPK (R)

4. Definition of Unsuitable MaterialIr Neoh informed the rriieeting that the excavated material/soil from cut or borrows may be unsuitable as a fill material because it is too peaty (low shear strength, etc.) or too wet or contains undesirable/hazardous materials, etc. Generally the definition for unsuitable material as given in Subsection 2.2.1 (d) of the existing JKR Standard Specification for Road Works is satisfactory except that the so defined unsuitable material may be suitable asa fill material for low embankment especially when the moisture is low. Slight amendment is proposed as shown in Lampiran B.




5. Removal of Unsuitable MaterialThe amount or depth of unsuitable material required to be removed and replaced before construction of embankment or culverts depends on:-- conditions/shear strength of the subsoil- height of embankment- method and rate of filling- tolerable limit of post construction settlementThe details about locations/chainages and the respective design depth for removal & replacement of unsuitable material should be clearly shown on drawings if detail SI is available, otherwise criteria to determine depth of removal of unsuitable material for various possible cases should be indicated on drawing. Drawings with notes such as "actual depth of removal of unsuitable material to be decided at site by the S.O." without indicating the design criteria is not acceptable and usually ends up a lot of VO and disputes.

Backfilling of the void created by the removal of unsuitable material SHOULD be carried out immediately with SUITABLE MATERIAL. In case the Contractor does not backfilI immediately, sand backfill may be necessary if the void created by the removal of unsuitable material is full of water due to rain or high water table & permeable sub-soil. In such case, the additional cost (if any) due to backfiliing with sand instead of suitable material should be borne by the Contractor. The amended specification for subsection 2.2.3.4 (Removal of Unsuitable Material to take care of these situations is shown in Lampiran B).

6. Replacement of Unsuitable Material Under Standing WaterFree draining material such as sand and crushed rock or mixture shall be used to fill up the void due to removal of unsuitable material if the area is under standing water -eg. ponds/lakes or water course if the pumping or water diversion is not practical. Subsection 2.2.3.5 of the Specification is amended as shown in Lampiran B.

7. Standard Concrete Road KerbsKerbs are used to delineate the edges of carriageway, to separate carriageway from pedestrian areas, to support the edge of the pavement etc. The existing Std. JKR Road Kerbs for Road works are shown on Drg. No. KPKR/J/R/STD/AM 311. These kerbs are classified into .4 types i.e. barrier, semi-barrier, mountable & semi-mountable. These kerbs are 225 mm to 75 mm high. The proposed new road kerbs are more user-friendly and generally lower, 150 mm to 40 mm in height as shown in Lampiran C.

The drainage outlets are part of the drainage design and not included in the road kerb details.

Barrier type should riot be used for high speed road; it is recommeded for raised footpath (pedestrian ) along the road with operating speed less than 70 kph.

Mountable kerb is applicable for traffic islands (on the approach noses of exposed islands); pedestrian or footpath crossing near traffic junctions etc.

Semi-mountable kerbs are the standard kerb to be used for delineation and drainage on all intersections etc.

Ir Neoh explained that the proposed new design of road kerbs has incorporated the follow




ing features directed by ICPKR:-1) The new kerbs are generally lower & more user-friendly.

2) The new kerbs are more. pleasing and have better aesthetic appearance.

3) Kerb size and joint tolerances are clearly specified to ensure consistent quality and aesthetic appearance.

8. PenutupThe definition of rock, unsuitable material and road kerbs were presented and discussed. The proposed amendments to the Standard Specification for Road Works will be referrer,) to Pengerusi Jawatankuasa Spesifikasi for final decision.

Suggestions and comments, if any were requested to send to Cawangan Jalan as soon as possible.




Appendix A

Proposal 11. Definition of rock as given in Sub-section 2.2.1 (f) maintains.

2. Replace Subsection 2.2.1 (g) by the following:-

(g) Hard MaterialThis shall mean any hard artificial material or material found in ledges or masses in its original position which would require to be loosened with a track-type tractor with mounted and drawn ripper as described in Subsection 2.2.1 (f) or a track-type hydraulic excavator of minimurn 30 tonnes in weight and minimurn.165 flywheel horse power or approved pneumatic tools. The tractor or excavator shall be in good condition and operated by experienced personnel skilled in the use of the equipment. Hard material shall exclude individual masses less than 0.5 cubic metre.

Proposal 21. The whole Sub-section 2.2.1 (f) for definition of Rock shall be replaced and read as fol

lows:-(f) Rock

Rock shall mean hard material found in ledges or masses in its original position which can only be loosened either by blasting or by ripping using track-type tractor of more than 20 tonnes and 200 brake horse power or approved pneumatic tools or, if excavated by hand, bywedges and sledge hammers. All equipment used shall be in good condition and operated by experienced personnel skilled in the equipment.Boulders or detached rock pieces shall only be regarded as rock if they individually exceed C1.5 cubic metre.

2. Add the following after first paragraph of Sub-section 2.2.3.7 Excavation of Rock:-2.2.3.7 Excavation of Rock

Excavation of rock for the purposes of payment shall be classified as follows:-CLASS 1 Rock Excavation shall include loosening the rock by drilling and Wasting with suitable explosives or by suitable chemical blasting approved bythe S.O. and CLASS 2 Rock Excavation shall include loosening the rock by ripping with a track-type tractor of more than 20 tonnes and net horse power rating of 200 brake horse power or more or by using track-type hydraulic excavator of more than 165 flywheel horse power and 30 tonnes weight or other suitable equivalent means approved by the S.O.

Proposal 31. Replace Subsection 2.2.1 (f) by the following:-(f) Rock

Rock shall mean material hound in ledges or masses in its original position which would normally, in the opinion of the S.O., have to be loosened by blasting




Boulders or detached pieces shall only be regarded as rock if they individually exceed 0.5 cubic metre.

Proposal 41. Replace Subsection 2.2.1 (f) & (g) as follows:-(f) Rock

Rock shall mean material found in ledges or masses in its original position, or artifical hard material, which would normally have to be loosened either by blasting or by pneumatic tools or, if excavated by hand, by wedges and sledge hammers and which in the opinion of the S.O. is not practical or incapable of being loosened by 100 mm ripper penetration or more with a track-type tractor With mounted and drawn ripper of the following description:-i) Tractor Unit: Equipment with a minimum weight of 20 tonnes and net horse power

rating of 200 brake horse power or more. The tractor unit is to be in good condition and operated by experienced personnel skilled in the use of ripping equipment;

ii) Ripping Unit : The ripper to be attached to the tractor shall be the most efficient paralllelogram type recommended by the tractor or ripper Manufacturer. The ripper shall have a single shank in good working condition with sharpened cutting point.

Boulders or detached pierces shall only be regarded as rock if they individually exceed 0.5 cubic metre.

(g) Hard MaterialThis shall mean material found in ledges or masses in its original position or any hard artificial material which in the opinion of the S.O. would ron-nally require to be loosened by 300mm ripper penetration with a track type tractor with mounted and drawn ripper as describedin Subsection 2.,2.1 (E) or a track-type hydraulic excavator of minimum 30 tonnes in weight and 165 flywheel horse power or more. The excavator shall be in good condition and operated by experienced personnel skilled in the use of excavator equipment. Hard material shall exclude individual masses less than 0.5 cubic metre.




Appendix B

Standard Specification for Road WorksJKRISPJ/1988. JKR 20401-0017-88

Addendum No. 2

Section 2 Earthworks1. The whole sub-section 2.2.1 (d) for definition of Unsuitable Materials shall be replaced and

read as follows:-(d) Unsuitable Matelials

Unsuitable materials shall include :-i) running silt, peat, logs, stumps, perishable, hazardous or toxic material,

slurry or mud, or

ii) any material- consisting of highly compressible organic clay and silt;

- which is clayey or silty material having a liquid limit exceeding 80% or natural moisture content exceeding 90% of its liquid limit and/or a plasticity index exceeding 55%;

Material that are soft or unstable merely because they are too wet (due to over exposure to rain) or too dry for effective compaction are not to be classified as unsuitable, unless otherwise classified by the S.O.

2. The whole sub-section 2.2.3.4 and sub-section 2.2.3.5 shall be replaced and read as follows:-2.2.3.4 Removal of Unsuitable Material

Unsuitable material shall be excavated to such designed depth and over such areashown in the drawing and according to the specified criteria or as directed-by the S.O. and be transported and disposed of in an approved manner. Unless approval of the S.O. to dump and spread the unsuitable materials within the Site is obtained, the Contractor shall be responsible for providing his own dump site for such unsuitable materials. The Contractor shall comply with statutory requirements such as payment of royalties, environmental protection, etc. Voids created due to removal of unsuitable material shall be backfilled immediately with suitable material compacted to a dry density not less than that of the surrounding material or that specified for the respective part of the earthworks or as directed by the S.O.

2.2.3.5 Replacement of Unsuitable Material Under Standing WaterWhere it is shown in the drawing or decided by the S.O. that replacement of unsuitable material shall he done under standing water (due to high water table and permeable or very soft ground), voids created due to removal of unsuitable material shall be backfilled with hard clean crushed rock, natural gravel or sand having grading within the respective limits specified in Table 2.1.


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