Arahan Teknik (Jalan) 20-98 - Design Review Checklist for Road Projects

Arahan Teknik (Jalan) 20/98

Design Review Checklist for Road Projects

7.0m

5.0m

Roads Branch Public Works Department Malaysia Jalan Sultan Salahuddin 50582 Kuala Lumpur

FOR INTERNAL USE ONLY

Design_Review Checklist For Road Projects Forword

Proper road design and construction require intimate knowledge in many specialized fields of civil engineering. 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 design can be Implemented without encumbrance and road users including pedestrians can use roads with ease, comfort, safety and no unexpectations. In order to achieve the objective of producing good engineered designs, 28 Arahan Teknik, manuals and guidelines for various road design aspects have been published by Cawangan Jalan, Ibu Pejabat JKR, to assist road designers. To ensure the deliverables of road design ie drawings, works specifications and bills of quantities for road projects are properly produced by suitably qualified engineers and compiled with all the Arahan Teknik and departmental policies, a comprehensive Road Design Review Checklist is very imperative. It Is hoped that this Road Design Review Checklist will be useful to those engaged upon the design 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 the departmental policies and requirements may change from time to time. Users of this checklist are encouraged to give feedback and to comment at any time to Cawangan Jalan on the contents of the Checklist, so that improvements can be made to the future editions.

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

Cawangan Jalan, Ibu Pejabat JKR, K.L

Page 2


Design_Review Checklist For Road Projects

(42)dlm.PKR(J) Rb.Rb.1/1/3 Jld.3 19 Januari 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 digunakan dalam kerja-kerja pernbinaan jalan mestilah menggunakan bahan/barangan dan perkhidmatan 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/bearings, woven and non woven geotextile, prefabricated vertical drains, steel piles, guardrail, road marking material, traffic control device, slope erosion/protection materials, street lighting and associated parts, pavement enhancement chemicals works and additives, etc.' mestilah menggunakan bahan/barangan keluaran tempatan. Sila pihak tuan maklumkan ke pejabat ini dengan segera sekiranya pihak tuan telah menggunakan atau akan menggunakan bahan/barangan yang diimpot supaya justifikasi penggunaan tersebut dapat 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) Pengarah Cawangan Jalan b.p. Ketua Pengarah Kerja Raya JKR Malaysia. Cawangan Jalan, Ibu Pejabat JKR, K.L

Page 3



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 CRITERIA AND REQUIREMENTS

7.

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

8.

ROAD KERB DETAILS

9.

STANDARD SPECIFICATION OF GEOTEXTILES


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DESIGN REVIEW CHECKLIST


Page 5


Design_Review Checklist For Road Projects Qualification and experience of all Designers, Checkers and approval for major design activities should be checked by URJ Zon Head. Any unqualified personnel should be rejected and replaced. Major work items, basis of the 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 with good engineering practice MS? BS? and JKR 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".

Design Review Checklist for Road Projects The main purpose of design review is to check and to ensure the design deliverables consisting of drawings, BQ L Specifri;:ation are satisfactory with particular reference to the following general 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 inconvenience and 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 Report Designer and checker should have adequate experience and qualification to carry out the specific design activity.


2. 2.1

Earthwork Removal of unsuitable material under road embankments or culverts should be based 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 included on Drg. Criteria of removal based on technical need should be clearly stated on drawings (for cases where detailed SI is 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 Page 6



and cost comparion for various ground treatments and slope stabilization should be carried out to justify the recommendation. Unit cost should be based on quotations from several specialist contractors. When the cost and scope 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 in 5 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 and other 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 turf ing or as specified or directed by the SO shall 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, rock excavation 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 sur vey and site inspection. Generally for hilly/ mountainous terrain, rock excavation may be around 10% of the total cut volume while for rolling terrain it may have 2°% to 5% rock excavation.

(d)

The volumes of cut and fill should as far as 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 be prepared.All cross sections should be categorised and designed accordingly.

3. 3.1

Drainage 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 Page 7



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:

such as ADT, % of commercial vehicles, annual growth rate, equivalence factor, subgrade CBR shall be, elaborated and justified. 5. 5.1

Concrete/Structures Piling Works

a)

culvert size exceeds 2.5m diam or equivalent 3

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

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 & Design Class of surface evenness should be shown on Drawing and BQ. (Refer Table 4.14 ]KR Standard Road Spec).

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 builtup areas eg. No diesel hammers in City areas; only non-displacement piles near railway lines or built-up areas etc.

Class SRI should be adopted for all R4, R5, R6 new Roads. Class SR2 should be for 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 Teknik 5/85, but for major road where the projected ADT up to 10 years exceeding 10,000 per lane, the design life should be 20 years. Basis of design parameters Cawangan Jalan, Ibu Pejabat JKR, K.L

Pile schedule including locations of piles, types 8t no. of piles, estimated pile lengths, design load, test load etc. should be 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 of at least 5 years bridge design experience and 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 Page 8



bridge proform based on JKR guidelines for bridge/structure should be submitted for approval. 5.3

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 pot hole, 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 out any 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 Spec and Drgs to ensure satisfactory implementation of traffic diversion plan which should be prepared bar qualified traffic engineer.

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 rectification works 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/management The 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 Contractor shall engage a full time safety officer with at least, with SPM qualification and min 5 year working experience in road construction to supervise and maintain


7.

Services relocation plan should be properly prepared. Type, size or capacity of the buried or overhead utility/services with 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 necessary details 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 out the relocation/protection works by them selves, the following points should be Page 9



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 or the relocation works have damaged the complete works by the JKR contractor. 8.

Land Acquisition Land problems with particular reference to the following should be highlighted:

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 incorporated in 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:

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

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 be preferred. 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).

- 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 resolve these 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 byPTG and JKR district office. Preparation of LA plan shall comply with Arahan Teknik (Jalan) 7/85. Check with JKR District/State as well as Cawangan Jalan, Ibu Pejabat JKR, K.L

9.5

Estimated quantities should be justified by detail take off, and audited by independent person. Built up rate should be included. Quotations from few suppliers or specialist contractors for each major items should also be Page 10



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, pre cast piles/culvert pipes/kerbs etc for the estimated quantities should be identified and assessed etc. Quatations for unit price for these quantities from the near by 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, Uturns 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 in seminar/conference (at least national level).

9.9

(ii)

a P.Eng

(iii)

have attended a road safety course conducted by IEM/REAM/ university/ IKRAM or- have been accepted as a road safety auditor for several road projects.

geotechnical & structural designs should be checked, audited and endorsed by experts who should have all the 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).

In addition to road safety audit, all


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GUIDELINES FOR PREPARATION OF R OAD DESIGN REPOR T


Page 12



GARIS PANDUAN PENYEDIAAN LAPORAN REKABENTUK UNTUK PR OJEK JALAN

KETUA PENGARAH KERJA RAYA JABATAN KERJA RAYA, JALAN SULTAN SALAHUDDIN, 50582 KUALA LUMPUR. Cawangan Jalan, Ibu Pejabat JKR, K.L

Page 13


Design_Review Checklist For Road Projects 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).

Garispanduan Penyediaan Laporan Rekabentuk untuk Prorjek Jalan 1.

2.

Tuiuan Tujuan 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 menyemak sebelum menerima clan rnendokumen tasikannya. Ini adalah untuk mem pastikan semua rekabentuk adalah dibuat mengikut amalan kejuruteraan yang baik dan disemak oleh jurutera yang bertauliah serta berpengalaman yang mencukupi.

c)

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

- 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

Isi kandungan laporan mestilah mengandungi perkara-perkara berikut :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


Design Concept, Calculations and Analysis The following important road design elements should be furnished with design concept, std, design parameter, calculations analysis etc:

Kandungan Laporan Rekabentuk Konsultan 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 disediakan setelah rekabentuk telah disiap kan.

a)

Design Checklist certification

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 how all the issues raised by the auditors are dealt with should be

Page 14



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 of geotechnical/geological problems should 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 Report Study on important construction materials such as sand, laterite, suitable fill, crushed rocks etc. should be carried out in respect to the 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.


Page 15



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 Works Briefly 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/ approval Designers, 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

4.

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

Design Justification for Major Works Items Locations (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


Page 16



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

5.

-

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

Confirmation/certification This 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


Page 17



Example

Road Design Checklist 1.0

Project: Mernbina dan Menyiapkan Jalan Masuk ke Pelabuhan Baru.

2.0

General Description of the WorksThe 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.CDE of 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) Long houses for 50 squatters

= =

RM20 j RM2j

c)

Services relocation TNB TMB JBA

= = =

RM2j RM0.5j 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 1.

Records of Designers/checks/approval The designer/checkers/approval for various important design activities are as follows:Project Director:Ir Othman Ali

2.

Chief Road Designer

:

3. 4. 5. 6.

Geometric design Drainage design Traffic design Road safety design

} } } }


Designer

Checker

Ir Lim AB

-

Ir Ali Hassan

Ir Lim AB

Approval -

Ir Othman Ali

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7. 8.

Geotechnical design Geological design

Ir Tan SV En. Rajo

Ir Bala Ir Wong MY

} } Ir Othman } Ali

9. 10.

Bridge/Structure design Spec. & Bo

Ir Lee YY Ir Khoo XX

Ir Ho AB Ir Razali

}

11. 12. 13.

Land acquisition plan Services relocation Street Lighting/Traffic Signal Landscaping design

Ir Ali Hassan Ir Soo TT } Ir Soo TT }

Ir Choo KK Ir Mazlan

En. Ahmad Ali

En. Azman

14.

} Ir Tan YY

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 BE, M.Eng, FIEM, P.Eng.

:

Director (Roads) of the Co. Has more than 35 years of working experiences. Has published several technical papers about road engineering in international conferences.

3.

Ir Ali Hassan BE, M. Eng MIEM, P.Eng.

:

Senior road engineer Have successfully designed five road projects of more than RM100 millions. Has more than l0 years experiences in roads.

4.

Ir Bala BE, M. Eng MIEM, P. Eng.

:

Geotechnical Specialist More 20 years in geotechnical design. Published more than 100 technical papers about geotechnical engineering.

5.

En. Wong MY B.Sc.

:

Senior Geologist More than 10 years experiences in geological engineering.

6.

Ir Ho AS : BE, P.Eng, MIEM MISTruct E, MICE, CEng.

Senior Structural Engineer Has successfully designed more than 100 bridges/structures. Has more than 10 years experiences in structural design.

7.

Ir Razali (B.Sc., MIEM MBA, P.Eng)

:

Senior Contract Engineer More than 15 years working experience in site supervision and contract management.

8.

Ir Choo KK (B.Sc., MIEM P.Eng.)

:

Senior Road Engineer More than 10 years road supervision & design experience.


Page 19



9.

Ir Mazlan BE, MIEM, P.Eng,

:

Senior Electrical Engineer More than 12 years working experience.

10.

En. Azman (B.Sc)

:

Specialist in Landscaping More than 10 years working experience.

11.

Ir Tan SV (BE, M.Sc, MIEM works.

:

Geotechnical Engineer 5 years working experience in Geotechnical P. Eng.)

12.

En. Rajo (B.Sc)

:

Engineering Geologist More than 5 years experiences.

13.

Ir Lee YY (BE, MIEM, P.Eng)

:

Bridge/Structure Engineer More than 4 years experiences in bridge design.

14.

En. Khoo XX (BE)

:

Civil Engineer 2 years experience

15.

En. Soo TT BE

: :

Electrical Engineer 2 years experience

16.

En. Ahmad All

:

T.A 10 years experiences

4. 4.1

Design Justification for Maior Works Rock Excavation Estimated quantity = 12,000 cu.m Mainly 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 Culverts at Ch. 4000, 4800 & Ch. 10,200

= 5000 cu. m = 880 cu. m

Total quantity = 5,880 cu.m Estimated 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


Page 20



mation : Shale (SPT > 50) at 5 m bgl. 4.5

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

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 Stabilization Soil 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 unstabla from geological point of view; presence of unstable relict joint and bedding.

4.7

Major culvert Ch. 4000, box culvert 1.8 x 2 m Ch. 4800, CMP culvert 3.5m diam. Ch. 10,200, box cul vert 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 70 mm ACBC

= 200,000 m2 = 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.

Certification This 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 591100B P.Eng. : M19999 Date :


Page 21


Design_Review Checklist For Road Projects Lampiran B

Cut Slope All cut slopes or hill exceeding 1 benches or more than 10 m vertical height should be designed and checked by expehenced geotechnical engineers. Design inventory for EACH cut slope should include the following details for documentation. 1. Location (chainage) 2. Design parameters Cu - short term analysis for cohesive soil 1 1 C , Ø - long term analysis water table where? Give justification/basis for the above important parameters including summarised soil investi gation and lab test redsults. Geological report especially identification of geological formation, presence of unstable geological features should be included. These should be shown on typical cross-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. Analysis Method of analysis used or name of established/well known software package used in analysis should 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-sec tion 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 param eters 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.


Page 22



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 works Types, 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 information a) 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.


Page 23


Design_Review Checklist For Road Projects Lampiran C

Fill Slopes All fill slopes exceeding one berm or more than 6 m should be thoroughly designed and checked against stability and settlement. For embankment on soft or unstable ground stability and settlement 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 C1, Ø1

- for fill body and supporting ground

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. Analysis Method of analysis/calculaticns OR name of soft-ware package used. Detail print out not nec essary 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 compar ison. Furnish specification for the system and materials adopted. 5. Instrumentation/monitoring works Types and extent of instrumentation and monitoring works during construction and mainte nance stages should be clearly specified and justified. 6. Other information See para 6 Lampiran B.


Page 24


Design_Review Checklist For Road Projects 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 Design As 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.


Page 25


Design_Review Checklist For Road Projects 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.

Introduction Types of structure and loading.

3.

Site Condition 3.1

3.2

3.3

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 struc ture, types of foundation and their performance.

-

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

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.

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.).


Page 26



-

nearby quarry, railway etc.

-

approach road condition

-

etc.

4.

Foundation analysis. and recommendations

4.1

Selection of types of foundation

4.2

4.3

4.4

4.5

-

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.

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.

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?

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).

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.


Page 27


4.6


-

any soil improvement?

-

general drainage design if geotechnical properties are affected.

-

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

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.

Conclusion Brief summary of foundation recommendation.

6.

Reference List of references.


Page 28


Design_Review Checklist For Road Projects 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 Design Should be based on JKR's guidelines for the return periods. Use JKR std. drain types. Global drainage requirements should be checked.

Geometric Design Route locations, comparison of various alternative routes and explain why the particular route is chosen. Junction design and traffic analysis Capacity analysis Road 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.


Page 29


Design_Review Checklist For Road Projects 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 report in 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)

Introduction General/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 Conditions Brief 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 Analysis Classification 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 references Relevant references should be listed or enclosed.

f)

Appendix Detailed calculations, photos, drawings/sketches etc.


Page 30

Chainage

Project Name :

Fill/Cut

Height (m)

Type of Subsoil

Summary of Geotechnical Design Geotechnical Design/Remarks




Page 31



Guidelines For Planning Scope of Site Investigation Works For Road Projects by Ir Neoh Cheng Aik Jurutera Penguasa Kanan, Cawangan Jalan JKR Malaysia Abstract Site investigation is an essential, part of geotechnical design process. Intimate knowledge of Ihr,-; test techniques and possible geotechnical problems arise from ground conditions with part rular' reference to problems on stability and df:formation or displacement of slopes and founrations are essential for planning the scope of site investigation (SI) works. This paper intends to suggest some guidelines for planning the scope of SI for road projects. Only general principles and rationale underlying the site investigation practice are presesited. General Site Investigation (SI) is the exploration or discovery of the ground conditions to enable engineers to make informed design decisions. This will avoid or reduce the likely risks of unexpected hazards being encountered during and after construction. The main purpose of SI is to determine within practical limits, the depth, thickness, extent & composition of each distinct subsoil stratum; the depth & composition of ground water; the strength, compressibility properties of soil/rock stratum and other ground features information as required by geoieahnical engineers to perform appropriate cost effective design. All site investigation (SI) works should comply with BS 5930, BS 1377 and JKR Standard, Specification for SI works. All deep boring should be rotary wash boring with adequate capacity and accessories to perform the works specified. The extent of site investigation 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 conditions of a road alignment are very sensitive to geological


conditions, and so the spacing and location of boreholes/test pits/types of tests should be more closely related to the detailed geology of the project area and the geotechnical problem/analysis required to be carried out. The planning of SI works should be carried out by suitably qualified geotechnical engineers after review of the project brief/route location: desk study and a preliminary field inspection. All the quality SI works should be closely directed, monitored, supervised and reported by geotechnical e,igineers. Additional scope of SI may be found necessary after some preliminary SI results are made available. Filling Areas The purpose of SI in filling areas is mainly to check bearing capacity and assess settlement of the ground, overall slope stability and provide necessary soil data for design of ground treatment works (if found necessary). For filling areas where embankment is high (> 6 m) or the ground is swampy and consists of compressible soils, adequate number of boreholes and other relevant field tests should be carried out to determine the subsoil condition with particular reference to:

the geometry of the subsoil strata both transversely and longitudinally, (usually one or two borehoies in addition to three or more Deep Sounding (DS) or piezocones are used to determine the generalized sub soil 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 proper ties (moisture content, liquid limit, plastic limit, sieve analysis, SG, organic content), shear strength (Cu, C', o') and compress ibility (Cc, Cv, Mv). At least two undis turbed samples per distinct soft strata per borehole plus field & lab testing are pre ferred. Page 32



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 consoli dation properties of the soft ground. The extent of site investigation in embankment areas should be sufficient to produce ade quate 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 unsuit able soil or unstable laminated weathered rock at shallow depth (< 6 m) which is likely to encounter instability and settle ment problems due to the surcharge load of the 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 deter mine 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, foliation etc. 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 Areas The purpose of SI in cut areas is to procure geological information (soil/rock, interface), soil properties and water table conditions 'far slope stability checking and design of slope stabilization works when necessary. The SI for cut areas to be pontential borrow areas is to determine soil properties, (compaction properties) and assess the suitability as construction material specified. For cut areas, adequate soil investigation should be carried out to determine the type of soils (soil classification, index and strength properties from on quality samples etc.) and ground water level and its uariation and fluctuation (by Casangrande stand-pipe or pneumatic piezometer). Infiltration, erosion and terrain characteristics aspects are very important for slope design. This is for assessment of the stability of slopes and drainage requirements. Exploration to a minimum depth of 2 m to 3 m below the proposed formation level is necessary for ;proper assessment of possible subgrade strength and drainage conditions. For sedimentary rock areas, in addition to geological mapping, at least three 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 may have to be carried out for major road projects passing through mountainous areas involving massive and deep excavation This is to ensure that more geo logical information are made available for slope stability assessment and also the quantity of rock excavation can be estimated with reasonable accuracy. Foam drilling and Mazier sampling are only required for high quality undisturbed samples in deter mining the shear strength of the residual soils. For generalized subsoil profile purpose of the whole alignment (including in filling areas), the spacing of boreholes or hand augering for highway projects should be 60 m - 600 m. For road alignment passing through the same type of geological formation, less number of boreholes are required or spacing should be 500 m Page 33



interval or more. For road alignment passing through complex, variable/different geological formations, more borehofes at closer spacing are necessary. JKR probes should be carried out near the HA positions and filling areas to verify the consistency of the subsoil.

Field Test SPT 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.

At least one test pit (2 m deep or more) should be carried out at each major cut area which form major sources for filling. Bulk sampling for classification test, CBR, dispersion and compaction test should be carefully planned for study on suitability and availability of filling materials.

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 or from UD samples) shall be taken for chemical test (pH, So4 & chloride con tents).

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

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

Bridges and Structures For major structures like bridges, major culverts and retaining walls, at least two Deep Boring should be carried out at each site or minimum one borehole per pier or abutment or maximum spacing of borehole should be 60 m. Additional boreholes should be allowed for bridge approach embankments especially on soft ground or high embankment areas. Other basic requirements are as follows:

Bore Depth All boreholes should be rotary wash bor ing. Boring shall only be terminated after 5 consecutive SPT exceeds 50 OA 5 consec utive SPT exceeds 30 if the bore depth also exceeds 60 m or refer to designer for advice and direction. Boring also can be terminated if rock is encountered:Rock Type

Min. Core Length

Igneous rock (granite) and bore depth <24m or recovery ratio R/r<50%

4.5m

Igneous rocks, bore depth >24m

3.0m

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

6.0m

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

3.0m

Lime stone R/r> 50% and no cavity

6.0m

Lime stone R/r < 50% or with cavity

9m – 21m

Other rocks R/r > 50%

4.5m

Other rocks R/r < 50%

6.0m

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


SI Report The factual. SI report should be prepared and checked by a suitably qualified engineer. The report should include but not limited to the following:

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

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

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

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

Page 34



Piezometer records.

Summary of lab testing results.

Photographs showing general site condi tions, typical soil and rock samples..

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

Generalized subsoil profile along the align ment showing soil strata, ground water, lab and field test results, rock etc.

*

Logging of bore logs should be prepared by a suitably qualified technician or geologist! or engineer. 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 posi tions and filling areas to verify the consis tency of subsoil of medium strength up to maximum of 12 m deep. (b) Hand Augering (HA)

Used in soft to stiff cohesive soils or sandy soils 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 align ment can be obtained at a relatively fast and cheap price for the basic and index properties; used for identification, classifi cation and correlation of engineering prop erties 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 strati graphical formation and subsoil properties in cut and filling areas. Usual spacing is 60 m - 600 m. Field tests Cawangan Jalan, Ibu Pejabat JKR, K.L

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 deter mine strength and deformation properties. Piezometers can also be installed in the borehole to monitor the ground water con ditions. 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 identifica tion of soil fabric or depth of changes in distinct strata & properties are required. For uniform subsoil, more sampling for lab tests; but for erratic subsoil more field tests should be carried out. (d) Deep Sound(DS) - 100 kN/200 kN capacity

This is the static Dutch Cone Penetrometer Test. 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 ascer tain strength & deformation properties etc. of the subsoils. Useful and adequate to determine subsoil profile. Piezocone tests is preferred. (e) Test Pit & Bulk Sampling

Usually up to 2 m deep. For visual inspec tion of subsoil strata, soil type and strength (by pocket penetrometer). Bulk sampling for lab tests (soil classification, CBR & compaction tents). Undisturbed block sam ples also Grin be obtained for strength tests in the laboratory. Concluding Remarks It is hoped that the above suggested brief guidelines are useful and helpful to road engineers to plan their scope of site, investigation. It is vital to identify and understand adequately Page 35



the possible associated risks and geotechnical problems to b-:~ encountered before planning a proper SI scheme for a road project. Purpose and scope of tests can only be determined after the possible geotechnical problems are known. Scope of Si works when planned by different engineers tend to be varied ')ecause there are an infinite number of conditions to be met and the process of planning also leaves many areas where individual engineering judgement, knowledge and experiences 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. References a) BS 5930 (1981) SITE INVESTIGATION b) BS 1377 (1990) METHODS OF TEST FOR SOILS FOR CIVIL ENGINEERING PURPOSES. c) JKR STANDARD SPECIFICATION FOR SITE INVESTIGATION WORKS (1990). d) NEOH C A (1990), IKRAM LECTURE NOTES ON SITE INVESTIGATION.


Page 36


Design_Review Checklist For Road Projects Appendix H

TERMS OF REFERENCE FOR ROAD SAFETY AUDIT PROPOSAL 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 oppor tune 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 planning phase 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 resolu tion 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 as soon 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 sep arate 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 identi fied 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 construc tion to ensure that the traffic operation through and around the works is safe and


Page 37



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 action can 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 òpened to traf fic'.

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 provide a complete list of the issues or points to be checked. It is the auditor's responsibi ity to criti cally examine all aspects of the project which may have adverse safety implications, con sidering 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 con struction companies involved in the project and have no business or other company associa tions 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 have been 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 `cross es' or `yes' / 'no' answers, or in any other way submitted as the Safety Audit Report. 5.0

Response To Road ` al'erti Audit Report

Within 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 con tractor in respect to each of the issues or items raised by the Audit.


Page 38



REAM Technical Committee (TCS ) GEOTECHNICS

GUIDELINES FOR SITE INVESTIGATION W ORKS Ir Neoh Cheng Aik PWD Malaysia


Page 39


Design_Review Checklist For Road Projects Investigation, the action regr,lred, and those who should have responsibility for carrying out the actions.

Guidelines for Site Investigation Works 1.

Introduction The basic purpose or objerive of site Investigation Is to acquire all necessary ground Information and data to enable a safe, practical and economical geot echnical or foundation Cesign to tie pre pared. 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 sta bility 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 engi neers to plan and implement Site Investigation (SI) Works for road proj ects so as to ensure that the S1 results are complete, adequate, accurate and reliable according to usual good engi neering practice. Sound knowledge of SI methods, insitu et laboratory testing, equipment, procedures coupled with understanding of typical potential geot echnical problems for road works will ensure proper Sl methods and appropri ate tests for the situation are selected to achieve the targeted purpose of SI. This guideline also Identities the typical geotechnical Issues or problems for road embankments, cut slopes and common road structures In typical geological for mations. Scope of SI and suitable SI methods including relevant types of field tests, samples and laboratory tests to procure the appropriate design param eters for the geotechnical problems iden tified are subsequently discussed. General procedure of SI works includ ing preparation of SI report Is also Included. Decision-making process of SI is presented by the flaw chart In Figure I which Indicates the stages of an


The planning of SI works should be car ried out by sultably qualified,geotechnl cal engineers after review of the project brief/route location, desk study and fleld inspection. 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 Study Before 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, settle ment & stability requirements of slopes, walls, bridges & other superstructures). Usual geotech nical design criteria for road works are shown In Appendix A. -

Topo map (to assess terrain, access site/environment condi tions).

-

Geological map (to evaluate geo logical formation et characteris tics)

-

Aerial photo (to study site condi tions, land use etc.)

-

Other relevant records and infor mation.

-

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

-

A review of all available informa tion on the geologic history and Page 40



formation of rock, or soil or both and ground-water conditions occurring at the proposed align ment or location and In the Immediate vicinity. These Information plus site reconnais sance or walk-over survey by designer or engineers involved in SI are crucial to obtain basic knowledge of site condi tions and project concept designs. The need, purpose and the likely geotechnl cal issues or problems can then be iden tified and subsequently used to deter mine or design the scope and methods of SI works. Through SI, the knowledge of behaviour of the ground and Its spa tial variability can be obtained for the necessary geotechnlcal design and con struction. 3.

Scope of SI Scope of SI for a project depends on what Is known about the site and what geotechnical data are required for geot echnical design or evaluation of geot echnical 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 pur pose & 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 conditions of a road alignment are very sensitive to Cawangan Jalan, Ibu Pejabat JKR, K.L

geological conditions and so the spacing and location of boreholes/test pit types of tests should be more closely related to the detailed geology of the project area and the geotechnlcal problem/analysis required to be carried out. Common SI methods and fist of relevant lab and field test methods are given in Appendix B. List of abbreviations used Is given In Appendix C. Some typical geotechnical porblems and usual applicable SI methods and tests for typical road works are given in the following sections. 3.1

Road Embankment on Soft/Weak Ground

Coastal alluvium or deposited soil for mations or swamps are typical soft/weak grounds. 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 compressible and firm strata, Water Table (WT) etc. Deep Sounding/Deep Boring (DS/DB) plus continuous sam pling 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 sub soil proille for each stretch of soft Page 41



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 than 3m.

-

(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 embank ment 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 cor ing, whichever come first.

consolidation parameters for set tlement analysts (Cc, Cv, Mv, Pc etc. from consolidation tes6 using quality undisturbed samples obtained by stationary piston samplers). These consolidation properties also can be supple mented by correlation values from DS or piezocones tests.

-

shear strength parameters for stabili ty and bearing analysis or ground improvement design (Cu from insitu vane shear tests or undisturbed sam ples, C' & Ø' from triaxial tests using quality undisturbed samples ....)

-

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


-

3.2

see Appendix D for applicability of various tests for various engi neering properties.

Road Embankment on Rolling & Hilly Terrains

The 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 compact ed 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 from relevant major cut areas (HA, test pits & bulk samples for compact lon/CBR & classification tests to get Index properties for engineer ing property correlations). (b)

Check global stability of embank ment: bearing check of support ing ground (DB/SPT to obtain shear strength parameters of sup porting ground based on engi neering 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 sup plemented by at least one HA plus few JKR probes. Depth of borehole should be until 5 SPT exceeding 20 if embankment height is less than 6m OR until 5 SPT exceeding 30 if the height of embankment is more than 6m. SPT should be carried out at 1.5m Interval. Classification tests for all disturbed samples especial ly those from the top bm should be carried out.

Page 42


(c)

(d)

3.3


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/3KR Probes plus site Inspection etc to Identify possible unstable fault ed/sheared geological formation, laminated bedding, foliation, col luvium, water seepage ground etc should be carried out. Depth of borehole should be until 3m (or more) rock coring especially for the case of sedimental rock for mation.

paction/CBR tests and shear strength parameters from com pacted samples etc). (c)

Spacing DB/HA in cut areas is usually 60m to 600m depending on type of geo logical 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 car ried out to determine the stratigraphical formation, the presence of defective or unstable geological structural disconti nuities and Its strength properties. Seismic survey to supplement DB may have to be carried out for project passing through moutalnous areas.

Refer Appendix D for applicable tests for relevant parameters.

Cut Areas

Usual 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 for mations (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 HA plus 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


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

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 frac tured sedimentary rock of RQD less than 25% or boulder abundant forma tions, at least 3m coring should be speci fied. 3.4

Pavement Evaluation

Tests relevant for pavement evaluation of the existing road for upgrading works are 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. Page 43



3.5

SI for Structures

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.

Purposes of SI for structures such as bridges, walls, major culverts etc are for foundation design and construction with particular reference to capacity, settle ment 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 spac ing 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 or 10 consecutive SPT exceeding 30 if the bore depth is more than 60m or refer to designer for direction. If rock Is encoun tered coring shall be carried out and minimum core length depends on type & condition of rock. Suggested mini mum core lengths are as follows: Rock Type

Preparation of "Summary of Scope of SI Works’ and an illustrated example are enclosed in Appendix H. 4. 4.1

Min. Core Length

Igneous rock (granite) and bore depth <24m or recovery ratio R/r<50%

4.5m

Igneous rocks, bore depth >24m

3.0m


6.0m


3.0m


6.0m

Lime stone R/r < 50% or with cavity

9m – 21m


4.5m


6.0m

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

For structures on soft ground, insitu vane shear tests and undisturbed sam pling for shear strength and consolida tion tests should be carried out. These test results are necessary for foundation design, stability analysis, and construc tion/temporary works design. Pressuremeter and plate bearing tests may be specified If detail fractured rock conditions (stiffness and deformation) Cawangan Jalan, Ibu Pejabat JKR, K.L

Procedure The guidance given in Para 3 above can be used to determine the locations, num bers and types of SI methods or bore holes or Insitu testing required basing 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, pro cedure 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 used are 75 rnm, 100 mm, 150 mm. Usually size NW casing or borehole 'ss specified for DB except when extensive and high quality large undisturbed samples airy. required ua determine accurate consoli dation properties and shear strength for stability and settlement analysis. Guidance on selection of SI methods, spacing and depth of boreholes, types of Acid and lab tests etc have been dis cussed. Appendix E & E 1) also provide some guidance in specifying the meth ods of sampling and applicability of common field tests.

4.2

The sequence of SI methods or boring or Insitu testing at criteria of termination of boreholes should be clearly stated In the document for Sl contractor, Phasing Page 44



of SI programme may be necessary for large/complicated projects (Preliminary & detall SI works). 4.3

grout that rock will accept, to check the effectiveness of grout ing, to obtain a measure of frac turing of rock, to give an approxi mate 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.

Some guidances to determine the fre quency & types of insitu tesdng/sarn pling 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 classifi cation and index properties tests. SPT Is usually carried out at a change of strata or 1.5m interval except when undisturbed sam pling or vane shear test or pres suremeter test is required. SPT may be: carried out at 1.0m Interval If detailed Information is required eg. for shallow founda tion 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 accu rate bearing capacity, stiffness and compressibility properties; costly at slow test; usually carried out only when duality undis turbed samples or disturbed sam ples 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


4.4

-

stationary piston thin wall sam pler 50mm, 75 mm or 100 mm diam; suitable for very soft to firm clay when strength and con solidation 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 drilling technique is preferred to ensure high sample quality.

-

Delft (29 mm or 66 mm diam) or Swedish (68 mm diam) continu ous soil samplers for soil fabrics & stratigraphical/profiling evalu ation.

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, Page 45



weathered or fractured rocks. -

wire line barrels for rock coring at great depth. BW or larger drill rods are pre ferred 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 supervi sion at monitoring of SI works (supervi sor and drillers should have CIDB cerd flcates).

4.7

The proposed scope of SI should be checked or audited by an expert before Implementation. Ensure rellabie/rep utable SI contractor registered with CIDB Is engaged. Check the proposed works programme and ensure all equip ment 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 dis turbed samples at various distinct strata. -

undisturbed samples (mainly for engineering property tests)

-

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

-

block samples (mainly fear engi neering property tests)

-

bulk samples (mainly for com paction/CBR tests plus classifica tion tests)


4.9

Usual Important laboratory tests; -

Important geotechniced proper ties 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 cor relations with engineering proper ties.

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

ENGINEERING PROPERTIES (shear strength, stiffness, com pressibility, compaction/CBR, permeability etc.) for analysis and design. Engineering properties can be obtained front insitu test ing and laboratory tests on undis turbed samples. The results from the Insitu anti laboratory testing should be viewed as complimen tary and then compared with the recommended data from the pub lished literatures before adopting as design parameters. For Iniform subsoil, more! elaborate lab test ing should be done, but If the subsoil is complex. or erratic, more insitu testing is more mean ingful. classification & index tests from disturbed & undisturbed samples are mainly for classi fication, Identification & sim ple preliminary correlations for shear strength parameters & other engineering proper ties/behaviour. Page 46



-

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 or block samples are for settlement analysis and seepage evaluation

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 proper ties such as permeability, strength and deformation etc. HA is par ticularly valuable In connection with ground-water determination. (c)

-

5.

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

Common SI Method SI method and the type of equipment or sampler required. for a SI job depend on the nature of terrain, access, type of geo logical formation and intended use of the data. Experience plus engineering judgement are required in selection of SI method. Common SI methods are briefly out lined as follows: (a)

JKR Probes

Results can be used to determine thickness of unsuitable material to be removed and also for pre liminary 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 maxi mum of 12m deep. (b)

Hand Augering (HA)

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


Deep Boring (DB)

Boreholes should be advanced by power rotary drilling with ade quate capacity for the spefified depth of drilling i.e open hole rotary drilling or casing advance ment drilling method. To avoid disturbance of the underlying soil stratum, 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 should be specified. Invaluable to deter mine 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) per meability and pressure. meter tests can be carried out In the boreholes. Disturbed and undis turbed samples can be taken for various laboratory tests to deter mine strength and deformation properties. Piezometers can also be installed in the borehole to monitor the ground water condi tions. SPT tests are, usually car ried out at l .5m interval. For soft clay and residual soils strata, sta Page 47



tionary piston and Mazler sam plers are respectively used to take quality undisturbed samples for laboratory strength tests.

sists of a tripod with block & tackle or motor driven winch. The borehole is advanced by chopping 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 boul ders. Progress is slow when encountering very stiff/dense material especially when deeper than 10 m. MHB can be adopted easily at locations where access is difficult. Normally casing is used and max. depth of boring is about 20m.

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

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

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

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 proper ties etc. of the subsoils. Useful and adequate to determine subsoil profile. Plezocone tests Is pre ferred. (e)

(g)

Sometimes geophysical survey is used to supplement borehole results. The seismic refraction method with muldgeophones reception of seismic wave of sig nals originating from explosives or hammer blows (for shallow investigation only) can be used to determine the approximate rock profile and geologic features eg faults etc. The electrical resistivi ty 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 deter mined.

Test Pit, Bulk Samples & Block Samples

Usually test pit can be up ro.2rn deep. Visual Inspection of sub soill .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 compac tion 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


Geophysical Survey

6.

SI Report The SI report submitted by the SI Contractor registered with CIDB should be checked to ensure the following Page 48



items are included/complied:

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

The factual SI report should be pre pared, checked and certified by a suit ably qualified geotechnical engineer or engineering geologist.

Type, size & depth of casing; drilling fluid.

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

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

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)

Types of Insitu testing, sam pling and rock coring details (R/r, RQD, types of sampler). Depth, date and time of bor ing disruptions and termina tion of boreholes.

Site Description

Describe access, terrain, vegeta tion, land use, geological Information etc. about the site. (c)

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

Field Works

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

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

Weather conditions.

A typical engineering borelog is shown in Appendix GI.

Photos showing site & testing process/conditions.

(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.

Plan showing site & boreholes/testing locations. (d)

Bore Logs

(field borelogs should be correct ed & 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 Cawangan Jalan, Ibu Pejabat JKR, K.L

7.

Concluding Remarks It is hoped that this guideline for Site Investigation works Is useful and helpful assist geotechnical and road engineers to Page 49



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

8.6

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

The scope of SI works for a project depends mainly on what is known about the site and the nature of the project ie the possible geotechniral problems and issues likely to be encountered dur ing construction at service. The scope of SI 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 dif ferent engineers of different background, training and experience tends to be var ied because there is an infinite number of conditions to be met and the process of planning also leaves many areas where Individual engineering judge ment, 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 engi neers who are not familiar with geotech nical design. 8. 8.1

References 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


Page 50



Project Initiation

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

Preliminary Project Appraisal - Desk studies - Site reconnaissance

NOT OK

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

NOT OK

Send SI proposal to client for approval OK - Design or determine scope of SI - Prepare of tender/contract documents, BQ & Spec OK Audit by Expert OK - Execute SI programme - Determine scope of Lab tests - Direct, supervise and monitor SI works YES Additional SI ? NO Prepare factual SI report

End

Fig. 1 : Flow-chart for SI works


Page 51


Gro und

10. Embankment o n So ft

stability (lo ng term)

11.2 Lo cal & glo bal slo pe

11.1 B earing (sho rt term)

A s fo r 4. 6 & 7 abo ve

9. P iles as retaining

structures

B lo ck B earing Capacity

Resistance

Ultimate lateral

8. P ile gro up

to axist o f pile)

bending lo ads perpendicular

lo ads (mainly under lateral &

7. Individual Fo undatio n

6.2 B ase Resistance

1.2

1.4

piles

fo undatio n

individual

A s fo r

2

2.5

2

75 yrs

75 yrs

75 yrs

75 yrs

LA TERA L

12 mm alo ng axis o f pile

± 5mm per metre height

A s 4 abo ve fo r rigid retaining structures B S 8004

alo ng f ace of wall

1 : 100

alo ng face of wall

1: 150

DIFFERENTIA L

(Fo r embankment within 10 m fro m bridge abutment, the abo ve settlement criteria sho uld be reduced to 15%)

- 5 years po st co nstructio n settlement < 100 mm (o r 10% o f estimated ultimate settlement)

- To tal po st co nstructio n settlement < 400 mm

B S 8004

12 mm at Wo rking Lo ad

10 mm

at design lo ad

at pile head at design lo ad

B S 8004

12 mm perpendicular to axis o f pile


B S 8004

at pile head at twice design lo ad

± 15mm fro m reference alignment

face o f wall

Geo guide 1(1983), GEO Ho ng Ko ng

15 mm alo ng

face o f wall

1 (1989), GFO Ho ng Ko ng

15 mm alo ng

B S 8081

Geo Spec

(1984). GEO Ho ng Ko ng

38 mm o r 10% pile size

75 yrs

VERTICA L

M A XIM UM P ERM ISSIB LE M OVEM ENTS

A nalysis sho uld be acco rding to GEOTECHNICA L M A NUA L FOR SLOP ES


2

120 yrs

75 yrs

75 yrs

76 yrs

75 yrs

lo ads)

6.1 Shaft Resistance

Internal Stability

B S 8006

2

4 4 B earing External Stability

1.5

4.3 Overall Stability

1,8

1.6

Overturning

3

2

1.5

1.5

2

1.2

o f materials)

SA FETY

4.2 Sliding

4 1

3.3 Creep/co rro sio n

Gro ut Interface

3.2 Resistance at So il

3.1 Tensile Resistance

2.2 B earing (fill)

(cut & fill slo pes)

2.1 Lo cal & glo bal stability

1.2 B earing (fill)



M ODE OF FA ILURE

P iles (mainly under axial


structures

5. Reinfo rced fill walls/

Structures

4. Rigid Retaining

3. P ermanent A ncho rs

gro und

slo pes (no t o n so ft

2. Reinfo rced o t treated

1. Unreinfo rced Slo pes

DESIGN COM P ONENT

DESIGN LIFE (durabllity

M INIM UM FA CTOR OF




Page 52



Appendix B

List of Lab & Insitu Tests 1.

Soil Classification Tests. BS 1377: Part 2: 1990 Moisture 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: 1990 Organic 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 5 4.1 1-D conso test 4.2 Swelling and collapse tests 4.3 Permeability by constant head 4.4 Dispersibility

5.

Consolidation ez Permeability Tests in Haydraulic Cells & with pore Pressure measurements: BS 1377: Part 6 5.1 Consolidation Properties using hydraulic cell 5.2 Permeability in hydraulic conso cell 5.3 Isotropic conso properties using triaxial cell 5.4 Permeability in a triaxial cell

6.

Shear Strength Tests (Total Stress) BS 1377 : Part 7 6.1 Lab vane shear 6.2 Direct shear box (small) 6.3 Direct shear box (large) 6.4 Residual strength 6.5 Undrained shear strength (UU) 6.6 Undrained shear strength (multi loading)

7.

Shear Strength Tests (Effective Stress) BS 1377: Part 8 7.1 CIU with pore pressure measurement 7.2 CD with pore pressure measurement

8.

Insitu Tests: BS 1377: Part 9 Field 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 sam ples etc).


Page 53



Appendix C

List of Abbreviations/Symbols ASTM BS BQ Cc

= = = =

American Society hor Testing Arid Meterials British Standard Bills of Quantities Compression Index

Cv C1

=

Coef..of Consolidation

Cu CBR CIDB CU CD CIUC

= = = = = = =

CIUE CkoUC

= =

Effective Cohesion Cohesion. California Bearing Ratio Construction Industry Development Board Consolidated Undrained Triaxial Test Consolidated Drained Triaxial Test Consolidated Undrained Compression Triaxial Test With Pore Pressure Measurement (Effective stress) - Ditto - extension Consolidated Undrained Compression At Ko Conditions

DB DS GL HA HMLC JKR LL M/C Mv

= = = = = = = =

MHB MS NW NMLC pH PL PI PC RL RQD R/r SI SPT TNW UU

= = = = = = = = = = = = = = = =

UCS WT

= =

Deep Boring (rotary drilling) Deep Sounding (Static Dutch Cone Penetrometer) Ground Level Hand Auger 65 mm Triple Tube Core Barrel (DCMA) Jabatan Kerja Raya Liquid Limit Moisture Content - Coef. of Compressibility Motorized Hand Boring (Wash Baring/Percussion Drilling) Malaysian Standard N Size Casing (101.6 mm diam) 52 min Triple Tube Core Barrel (DCMA) Acidity Index Plastic Limit Plasticity Index Effective Preconsolidated Pressure Reduced Level Rock Quality Designation Recovery Ratio Site Investigation Standard Penetration Test 61 mm Double Tube. Core Barrel (Atlas Copco) Unconsolidated Undrained Test gives undrained shear strength (total stresses) Unconfined Compression Strength Water Table


Page 54


Continuous Soil Sampling

5

Legends :-

SB Pressuremeter

4

C

1.6 Resistivity Probe

PB Pressuremeter

B

1.5 Flat Dilatometer

3

A

1.4 Piezocone (CPTU)

= suitable/useful = moderate = doubtful = not suitable

B

C

X

A

B

B

C

C

A

A

A

B

C

A

A

B

B

B

B

1.3 DS (CPT)

Vane Shear

X A

Profile

type

1.2 SPT

Soil

Soil

1.1 JKR Probe

Penetrometer

2

1

FIELD TESTS

X

C

C

X

X

X

X

X

X

X

Cv

Mv

Cu

O

B

B

A

X

X

X

X

X

B

X

H. Rock S. Rock

Rock

A

B

B

X

A

A

A

A

A

B

Sand

A

B

B

B

A

A

A

A

A

B

Silt

A

A

A

A

A

A

A

A

A

B

Clay

= coef. of consolidation

= coef. of volume compressiblity

= undrained strength

= effective frictional angle

B

B

B

X

C

C

A

B

B

C

Gr

SOIL TYPE

A

B

B

B

A

A

A

A

A

B

Peat

K

C

B

X

X

B

B

B

C

B

X

Ø

APPLICABILITY OF COMMON FIELD OR INSITU TESTS

B

B

B

X

X

C

A

C

X

X

Mv

B

B

C

X

X

C

A

C

X

X

Cv

= coef. of permeability

B

B

B

A

C

B

B

B

B

B

Cu

SOIL PARAMETERS

C

B

X

X

X

X

B

X

X

X

K

APPENDIX D



Page 55

A B

A A

suit abilit y of const r uct ion mat er ial sur vey

r ock

soil

r ock

soil

subgr ade invest igat ion

( af t er excavat ion)

St abilit y

Cawangan Jalan, Ibu Pejabat JKR, K.L B

geologic st r at a ( f ault et c)

seepage

B

mount ainous/ r olling

f lat ( gener al)

f lat ( sof t )

st r uct ur es wit h

small- medium

scale

scale

f lat ( sof t )

A

B B

A

A

B

B

B

B

B

A

A

B

B

B

B

B

A

A

A

A

B

B

A

B

B

B

B

B

B

B

B

B

A

A

B

B

A

A

B

B

B

B

A

B

B

B

A

A

B

A

A

A

B

B

B

B

A

A

B

B

B

B

B

A

excavat ion below wat er level

B

B

B

B

B

B

Elect r ic

Sounding

A

A

A

B

B

B

B

B

B

A

A

A

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

SC O PE O F SI & METHO D Geophysical Logging

A

B

B

A

A

A

B

B

B

B

B

A

Seismic

Geophysical sur vey

B

suppor t ing st r at a

excavat ion

B

B

B

excavat ion below wat er

f lat ( gener aexcavat ion

wit h

lar ge

lar ge scale excavat ion

suppor t ing st r at a

st r uct ur es

B

B B

/ r olling

excavat ion

mount aino suppor t ing st r at a

B

B

A

A

peat

A A

sandy soil

clayey soil

B B

clayey soil

sandy soil

B

sandy soil

clayey soil

B B

sand gr avel

f oundat ion f or pipe culver t , r et aining wall( t oe w

f lat ( sof t )

r olling/ f lat

mount ainous

A

r ock pr oper t y ( st r engt h et c.)

B

A

sur f ace deposit

lulus

A A

suit abilit y of const r uct ion mat er ial sur vey

A

Ident it y soil & r ock weat her ing pr of ile

B

A

Ident it y soil & r ock weat her ing pr of ile

b y t yp e o f r o ad st r uct ur e

Sco p e & p ur p o se o f SI

SI M et ho

A

A

A

A

B

A

A

B

B

B

A

A

A

A

A

A

A

A

A

A

A

B

A

A

A

A

A

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

B

A

B

B

B

A

A

A

A

B

B

B

A

B

A

A

A

B

B

B

A

A

A

A

A

A

A

A

B

B

A

A

B

B

B

A

B

A

A

A

B

B

B

A

A

A

B

A

A

B

B

B

B

B

B

B

B

A

A

B

B

B

A

A

A

B

B

A

B

B

B

B

B

B

A

A

A

A

B

A

A

A

B

B

B

B

A

A

A

A

B

A

B

B

B

B

A

B

A

B

B

B

B

B

B

B

A

A

A

A

A

A

B

B

B

B

B

B

A

B

B

A

A

A

B

B

B

B

B

B

B

A

A

A

A

A

A

A

A

A

A

A

A

B

B

B

B

B

B

B

A

A

A

A

B

applicable

or may be

B supplement ar y

A applicable

A p p end i x D 1



Page 56



Appendix E

Common Samplers Type of Samplers 1. OPEN DRIVE SAMPLERS 1.1 Split-spoon for SPT 1.2 Thin-wall sampler 1.3 Thick wall sampler (50mm, 75mm, 100mm, I:50mm).

1.

Remarks No piston; penetration by static thrust or dynamic impact; suitable for almost all types of soils except gravelly soils or hard/dense materials.

2. THIN-WALL SAMPLER WITH STATIONARY PISTON (50mm, 75mm, 100rnm, 150mm)

2.

The most reliable sampler to procure undisturbe soft to stiff cohesive soils; area 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 (Double tube with this: wall tube)

3.

No piston; suitable for stiff to very stiff cohesive soil and sandy soil (SPT = 420); open drive sampler

4. MAZIER SAMPLER (74mm)

4.

Triple tube sampler; usual core size 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 (DELFT 29mm, 66mm OR SWEDISH SAMPLER 68mm diam)

5.

With stationary piston; suitable for minor stratification ie sand seams because of 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 diam Std. 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 accor dance with BS 5930.


Page 57



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”

Double Tube

T2-76 TNW T2-101 T6-101

Core (mm) 62 61 84 79

Triple Tube

NMLC HMLC 3C-MLC C-MLC

52 64 76 102

Site Designation RWT EWT EWG, EWM AWT AWG, AWM BWT BWG, BWM NWT NWG, NWM 2 ¾ x 3 7/8 HWT HWG 4x5½ 6x7¾

TABLE 1 : Core Bit Sizes Outside Diameter in mm 1.16 29.5 1.47 37.3 1.47 37.3 1.88 47.6 1.88 47.6 2.35 59.5 2.35 59.5 2.97 75.3 2.97 75.3 3.84 97.5 3.89 98.8 3.89 98.8 5.44 138.0 7.66 194.4

size Inside Diameter in mm 0.375 18.7 0.905 22.9 0.845 21.4 1.282 32.5 1.185 30.0 1.750 44.5 1.655 42.0 2.313 58.7 2.155 54.7 2.69 68.3 3.187 80.9 3.000 76.2 3.97 100.8 5.97 151.6

K3 – 76 Tb – 76 K3 – 86

Site Designation RW EW AW BW NW HW PW SW UM ZW

Outside Diameter in mm 1.144 36.5 1.81 46.0 2.25 57.1 2.88 73.0 3.50 88.9 4.50 114.3 5.50 139.7 6.63 168.2 7.63 193.6 8.63 219.0

Site Designation RW EW AW BW NW HW

Rod and Coupling Outside in mm 1.09 27.7 1.38 34.9 1.72 43.6 2.13 53.9 2.63 66.6 3.50 88.9


WF series (BS4019) WT series ( CDDA) WM series (DCMA) Craelius T or K serius (Atlas Copco)

48 57 58

TABLE 2 : Casing Sizes Inside Diameter Threads per in. in mm 1.19 30.1 5 1.50 38.1 4 1.91 48.4 4 2.38 60.3 4 3.00 76.2 4 4.00 101.6 4 5.00 127.0 3 6.00 152.4 3 7.00 177.8 2 8.00 203.2 2

TABLE 3 : Drill Rods Rod Inside Diameter in mm 0.72 18.2 1.00 25.4 1.34 34.1 1.75 44.4 2.25 57.1 3.06 77.7

in 0.41 0.44 0.63 0.75 1.38 2.38

Will Fit Hole Drilled with Core Bit Size EWT, EWG, EWM AWT, AWG, AWM BWT, BWG, BWM NWT, NWG, NWM HWT, HWG 4x5½ 6x7¾ 6x7¾ -

Coupling Bore, Threads mm per in 10.3 4 11.1 3 15.8 3 19.0 3 34.9 3 60.3 3

Page 58



Appendix G

Quality of Samples (After ROWE) Quality Class 1

4

- Remoulded properties - Fabric - Water content - Density and porosity - Compressibility & deformation - Effective strength parameters - Total strength parameters - Permeability* - Consolidation* - Remoulded properties - Fabric - Water content - Density and porosity - Compressibility and deformation* - Effective strength parameters* - Total strength parameters* - Remoulded properties - Fabric A * 100% recovery. Continuous B * 90% recovery. Consecutive - Remoulded properties

5

None

2

3

Properties

Purpose Laboratory data on in situ soils (classification tests & engineering properties)

Typical Sampling Procedure Piston thin walled sampler with water balance Mazier sampler with foam drilling Block samples

Laboratory data on in situ insensitive soils

Pressed or driven thin or thick walled sampler with water balance Mazier sampler

Fabric examination and laboratory data on remoulded soils

Laboratory data on remoulded soils. Sequence of strata Aproximate sequence of strata only

Pressed or driven thin or thick walled samplers. Water balance in highly permeable soils. Bulk and jar samples (from SPT split samplers) Washings (washed samples)

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


Page 59



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 Boreholes Criteria 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 criteria Types & frequency of various field tests & sampling should be indicated. 5. Laboratory Testing Types of lab testing & the selection criteria should be indicated. 6. Special requirements Special requirements about S1 methods, testing & sampling if any should be clearly men tioned.

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"


Page 60



Project Jalan ABC (Example) Scope of SI Works 1.

Objectives This 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 trav erses through sedimentary shale and granitic formations. Preliminary geological and ter rain 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)

2.

-

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

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 A100 Works 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 Cawangan Jalan, Ibu Pejabat JKR, K.L

Page 61



comes first:

3.2

BH21, 131-1213, BH35, BH40 - Max depth = 15m BH4, BH30, BH38 - Max depth = 25m BH 15, BH31, BH25, BH26, BH39 - Max depth = 30m BH 11, 131"124, BH33, BH42 - Max depth = 35m BI-141 - Max depth = 40m Locations of borehoies to be selected to Instal prezometers (Casangrande type) will be decided at the site by the Designer.

In Fill Area

Boreholes 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) 3.3

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

Bridges & Structures Locations 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 SPT exceeds 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:


Page 62



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

Min. CoreLength 4.5m

ratio R/r<50% Igneous rocks, bore depth >24m

3.Om


6.Om


3.Om


6.Om

Lime stone R/r < 50% or w ith cavity

9m - 21m


4.5m


6.Om

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

Field Testing & Sampling

SPT 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 car ried 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 Testing

Field 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 speci fied 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).


Page 63



GEOTECHNICAL DESIGN CRITERIA FOR R OAD W ORKS


Page 64


Gro und

10. Embankment o n So ft

stability (lo ng term)

11.2 Lo cal & glo bal slo pe

11.1 B earing (sho rt term)

A s fo r 4. 6 & 7 abo ve

9. P iles as retaining

structures

B lo ck B earing Capacity

Resistance

Ultimate lateral

8. P ile gro up

to axist o f pile)

bending lo ads perpendicular

lo ads (mainly under lateral &


6.2 B ase Resistance

1.2

1.4

piles

fo undatio n

individual

A s fo r

2

2.5

2

75 yrs

75 yrs

75 yrs

75 yrs

LA TERA L


± 5mm per metre height

A s 4 abo ve fo r rigid retaining structures B S 8004

alo ng f ace of wall

1 : 100

alo ng face of wall

1: 150

DIFFERENTIA L

(Fo r embankment within 10 m fro m bridge abutment, the abo ve settlement criteria sho uld be reduced to 15%)

- 5 years po st co nstructio n settlement < 100 mm (o r 10% o f estimated ultimate settlement)

- To tal po st co nstructio n settlement < 400 mm

B S 8004

12 mm at Wo rking Lo ad

10 mm

at design lo ad


B S 8004

12 mm perpendicular to axis o f pile


B S 8004

at pile head at twice design lo ad

± 15mm fro m reference alignment

face o f wall

Geo guide 1(1983), GEO Ho ng Ko ng

15 mm alo ng

face o f wall

1 (1989), GFO Ho ng Ko ng

15 mm alo ng

B S 8081

Geo Spec

(1984). GEO Ho ng Ko ng

38 mm o r 10% pile size

75 yrs

VERTICA L

M A XIM UM P ERM ISSIB LE M OVEM ENTS

A nalysis sho uld be acco rding to GEOTECHNICA L M A NUA L FOR SLOP ES


2

120 yrs

75 yrs

75 yrs

76 yrs

75 yrs

lo ads)

6.1 Shaft Resistance

Internal Stability

B S 8006

2

4 4 B earing External Stability

1.5

4.3 Overall Stability

1,8

1.6

Overturning

3

2

1.5

1.5

2

1.2

o f materials)

SA FETY

4.2 Sliding

4 1

3.3 Creep/co rro sio n

Gro ut Interface

3.2 Resistance at So il

3.1 Tensile Resistance

2.2 B earing (fill)



1.2 B earing (fill)



M ODE OF FA ILURE

P iles (mainly under axial


structures

5. Reinfo rced fill walls/

Structures

4. Rigid Retaining

3. P ermanent A ncho rs

gro und

slo pes (no t o n so ft

2. Reinfo rced o t treated

1. Unreinfo rced Slo pes

DESIGN COM P ONENT

DESIGN LIFE (durabllity

M INIM UM FA CTOR OF




Page 65



DRAF PINDAAN OKTOBER 1998

Draf t GARIS PANDUAN UNTUK POLISI DASAR KEATAS KEPERLUAN KTMB B ALI PR OJEK JAMB ATAN MELINTASI LALUAN KERETAPI

JABATAN KERJA RAYA IBU PEJABAT JKR JALAN SULTAN SALAHUDIN 50582 KUALA LUMPUR


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Polisi Dasar atas Keperluan KTMB bagi Projek Jambatan Melintasi Laluan Keretapi 1.0

Tujuan 1.1 Tujuan garis panduan ini adafah untuk memaklumkan keperluan serta syaratsyarat yang ditetapkan oleh Kereltapi Tanah Melayu Berhad (KTMB) bagi pro jek-projek jambatan JKR yang melintasi laluan KTMB.

2.0

Later Belakang 2.1 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 JKR berada 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, ketidakser agaman 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 terse but. Pihak Kerajaaa perlu memutuykan pihak mana yang berhak ke atas common reserve ini.

2.5

Oleh yang demikian JKR mendapati amat perlu supaya satu polisi dasar ditetap kan 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', Ìnsurance Policy', kelegaan pugak dan mendatar (Horizontal dan vertical clearance) serta kerja.-kerja perlindungan (protection works) yang perlu disediakan.

3.0

Keperluan - Keperluan KTMB

3.1

Flagging Charges

3.1.1

Tuntutan ini berlaku hanya apabila Zon keselamatan KTMB dimasuki. Zon keselamatan KTMB adalah ditetapkan sebagai kawasan yang berada di dalam ketinggian 6 m mene


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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 nor mal 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 digu nakan oleh KTMB selama 10 tahun. Kadar yang dituntut adalah 2 (man) x RM50/hari

3.2

Inconvenience charges

3.2.1

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 Coverage

Pihak 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 Àll 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 cukup untuk 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 persim pangan.


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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 menge mukakan justifikasi lengkap berhubung dengan kelegaan yang diperlukan dan ianya hendaklah diluluskan oleh Jabatan Keretapi Malaysia.

3.6

Parapet Wall

3.6.1

KTM bersetuju merlggunapakai lukisan `New Jersey Barrier' dan `Parapet Wall' yang telah disediakan oleh JKR pada jambatan merentangi laluan keretapi yang telah disediakan untuk projek Jalan Lingkaran Dalam Johor Baluu, Johor untuk. diguna pakai 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 perkaraperkara 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


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(d)

boleh mendatangkan bahaya kepada mereka dan kerosakan harta benda. ter masuk melontar objek ke kawasan laluan keretapi. Keperluan standard rekabentuk geometri jalan seperti jaraj pandangan (sight distance) dan faktor keselamatan pengguna jalanraya/jambatan dengan peng gunaan New Jersey Barrier.

3.6.3

Ketinggian Parapet: Wall adalah 1.8 m.

3.6.4

Àpproach, road' ke jambatan hendaklah mempunyai New Jersey Barrier bagi meng halang kenderaan daripada terjatuh kedalam kawasan laluan keretapi.

3.7

Kerja-Kerja Perlindungan

Pagar 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 Keretapi

4.1

Permohonart kepada KTMB

4.1.1

Segala bentuk perirlohonan pembinaan jambatan melintasi landasan kere tapi 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 pepari tan 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 Tanah Pelan 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 dilak sanakan 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 ceru cuk, jenis mesin yang akan digunakan. Aktiviti-aktiviti yang ada kaitan


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dikawasan rezab KTMB hendaklah dinyatakan juga. Ini bagi anggaran kos kesulitan 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 Teknikal Jabatan Keretapi Malaysia Blok B, Tingkat 2, Wisma Semantan Jalan Gelenggang 50490 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 dike mukakan 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 ke masa semasa perin,gkat rekabentuk sehinggalah pembinaan struktur lintasan keretapi bagi melicinkan Fperjalanan projek dan mengurangkan gangguan kepada perjalanan keretapi. 5.0 5.1

Tarikh Berkuat Kuasa & Gunapakai 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 berkai tan.

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 Jalan Ibu Pejabat Jabatan Kerja Raya Jalan Sultan Salahuddin 50582 Kuala Lumpur.


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JABATAN AUDIT NEGARA (National Audit Department) JALAN CENDERASARI 50518 KUALA LUMPUR MALAYSIA

Telefon : 03-2946422 Telefon : 603-2930264 Kawat : AUDITNEGARA, K.L.

(Cable)

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

: 24 Oktober 1998

Ketua Pengarah Kerja Raya Ibu Pejabat Jabatan Kerja Raya Jalan Sultan Salahuddin 50580 Kuala Lumpur u.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-pro jek 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 kos Pembinaan jambatan melintasi laluan keretapi bukan sahaja memberi faedah kepada orang awam, tetapi juga secara langsung menjimatkan kos dan masa kepada KTMB. Ini adalah kerana KTMB tidak perlu lagi menempatkan pekerja-pekerjanya bagi mengawal Cawangan Jalan, Ibu Pejabat JKR, K.L

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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 lain Jika inconvenience charges dibayar kepada KTMB dalam urursan kerajaan melak sanakan projek-projek pembangunan kerana ado elemen gangguan kepada KTMB, ITiaka pihak-pihak lain juga akan membuat tuntutan yang sedemikian terhadap kerajaan kerana telah mengalami gangguan. Maka bayaran kepada KTMB akan menjadi satu precedent kepada pihak-pihak lain. Mengikut amalan, di setiap lintasan keretapi berpa gar, KTMB terpaksa menghalang lalulintas sementara waktu bagi membenarkan kere tapi 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 wang Kerugian yang telah dialami oleh KTMB akibat daripada kerja-kerja yang sedang dilak sanakan 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 kerjakerja JKR. vi. Flagging charges pada RM50/hari bagi duo orang pada masa-masa sebenarnya diper lukan 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 sekali bagi KTMB meminta kerajaan membayar KTMB kerana terdapat sedikit gangguan terhadap laluan keretapi. Apa yang amat penting demi menjaga keselamatan terhadap orang avvam don harta benda kerajaan ataupun KTMB, ialah mengadakan prosedur-prosedur teknikal don pen tadbiran 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 Raya Bahagian Audit Kerajaan Persekutuan B.p.Ketua Audit Negara Malaysia Cawangan Jalan, Ibu Pejabat JKR, K.L

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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)

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REINFOR CED FILL STR UCTURES


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Reinforced Fill Structures Fig.6 - Min FOS against various ulti mate limit states - external stability.

by Ir Neoh Cheng Aik

1.

Introduction Reinforced fill structures mean struc tures 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 road projects 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 ele ments, 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 avail able and subsequently propose mini mum design requirements for reinforced fill structures.

2.

Foundamental Concept Fig. l - shows effect of reinforcement on a soil element. Fig.2 - shows typical forms of rein forcement. Table l

Checklist for investigation of reinforcement products.

Fig.3 - Definitions and types of walls and abutments. Fig.4 - Design procedure for rein forced soil walls Fig 5 - Minimum sizing of reinforces fill structures. Cawangan Jalan, Ibu Pejabat JKR, K.L

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 Structure Reinforced Fill StrucL-ure systems such as RE Walls, Nehemiah Walls, Wetsoll Walls, Muld Anchor Wall, Keystone Walls etc have been commonly used. A comparison with particular reference to the facings, fasteners, connections, rein forcing elements, fills etc are given In Appendix A.

4.

Proposed Design Criteria 4.1

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

FOS

See 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 sacri ficial steel thickness allowance for each surface of galvanised steel component should be 0.75mm.

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4.4


Fill

Basically sand with the following properties shall be use Max size 150mm %passing l0mm BS sieve >25 %passing 600 microns >8 %passing 63 microns 0-10 pH 5-10 resistivity (ohm-m) >10 chloride ion content <0.02% Total sulphate content <0.2% Total sulphide content <0.03% 4.5

Facings

R.C types of various shapes 4.6

Connections

Connections 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 strip CS4 complying with BS 1449: Part 1: 1972

(d)

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


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Design_Review Checklist For Road Projects B5 8006.

Design philosophy Limit state design, with load factors and material factors General Load factors

ffs

Material factor

fq fm fm11 fm12

fm21 fm22 Ramifications of failure, fn Long-term base strength Design tensile load

applies to weight of structure and earth pressure behind (here: fts - 1.5) applies to traffic load and induced earth pressure (fq = 1.5) material factor: fm = (fmss*fm12)*(fm21*fm2:) to take account of... manufacturing variations extrapolation of data and confidence of long-term capacity assessment construction damage rate of environmental and aging degradation to take account of economic ramifications of failure (fo = 1.0 to 1.1) TB TD < TB / (fm *fn) i.e. practically:

Galvanized steel strip reinforcement (width w) Design thickness Ec = En - Es Sacrificed thickness Long-term base strength Material factors (En > 4mm) Allowable tensile load

where TD includes load factors (frs; fq)*Tal < To / (fm *fo)

(nominal thickness-sacrificed

thickness) Es = 0.9mrn for 70 yrs service life; 1.5mm for 120yrs TB = w* Ec *au (au = rupture stress) fm = (fm11*fm12)*(fm21*fm22) = 1.5 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 reinforcements Long-term base strength TB = extrapolated tensile creep rupture strength at end of serv ice life TCR Material factors fm11 fm12

fm21 fm22 Allowable tensile load


> 1.0 depending on quality control and tolerances > log(td/tt) depending on consistency of products tested where to =design service life, ti = duration of real time creep tests to be derived from trials, plus assessment of long term effects to be assessed, depending on polymer, soil chemistry. tempera ture, state ofstress, design service life etc.. Taw% s Tctt / [(frs: fq)*fm*fn) = TCR /[1.5*fin* 1.0) Tatsow 5 0.67*Tcx / [(fmst*fmr2)*(fm21*&_2)J

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Design_Review Checklist For Road Projects AASHTO (Interim 1994)

Design philosophy Working stresses

(no load factors)

Galvanized steel strip reinforcements Allowable stress 0.55 ay Design thickness

(width w) (sy = yield stress)

EC = En - Es

(nominal thickness-sacrificed thick ness) Sacrificed thickness (until end of design service life) 1/ galvanization (86p) 15u/side/yr for first 2 years, 4g/side/yr for subsequent years 2/ 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 reinforcements Limit 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 loss es, 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, reinforcement manufacturing ,variations (FS = 1.78)

Allowable tensile load


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

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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) Arahan Teknik (Jalan) 1/85 (Pindaan 1/89) Manual On Design Guidelines of Longitudinal Traffic Barrier ............................

2

3

Arahan Teknik (Jalan) 2A/85 Manual on Traffic Control Devices: Standard Traffic Signs ...................................

5

Arahan Teknik (Jalan) 2C/85 Manual on Traffic Control Devices: Temporary Sign And Work Zones Control ..........................................................

Arahan Teknik listen) 2E/87 Manuel on Traffc Control Devices: Guide Signs Design And Application ............

7

Arahan Teknik (Jalan) 3/85 (Pindaan 1/88)

8

Garispanduan Untuk Memproses Pembangunan Tepi Jalan Persekutuan................................. Arahan Teknlk (Jalan) 4/85 (Pind.1997) Application for The Installation of Public Utilities Services Within the Road Reserve First Scheduler - Guidelines For JKR Engineers Second Schedule - Instruction To Applicants...

9

11

16

RM5.00 18

RM10.00 19

RM4.00 20 RM9.00 21

22

Tidak dijual RM11.00

23

24 RM2.40 25

RM5.00

Arahan Teknik (Jalan) 7/85

26

Garis Panduan Untuk Penyedaian Pelan Pengambilan Balik Tanah Bagi Projek Jalan Persekutuan ......................................... 12

Arahan Teknik (Jalan) 8/88 A Guide On Geometric Design of Roads ......


Arahan Teknik (Jalan) 10/86 A Guide To The Design of Cycle Track .........

RM2.00

Arahan Teknik (Jalan) 11/87 A Guide To The Design of At-Grade Intersections ...................................................

RM11.00

Arahan Teknik (Jalan) 12/87 A Guide To The Design of Interchanges ........

RM10.00

Arahan Teknik (Jalan) 13187 A Guide To The Design of Traffic Signals ......

RM9.00

Arahan Teknik (Jalan) 14/87 Model Terms of Reference For Detailed Ground Survey And Engineering Design of Roads

RM3.00

Arahan Teknik (Jalan) 15/97 Intermediate Guidelines to Drainage Design of Roads .............................................

RM30.00

Note Teknik (Jalan) 19/97 Intermediate Guidelines to Road Reserve Landscaping ...................................................

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Construction Supervision Manual for Contract Roadworks .......................................

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Guidelines for Inspection A Testing of Road Works ....................................................

RM30.00

A Guide to the Visual Assessment of Flexible Pavement Surface Conditions

RM20.00

Interim Guide to Evaluation and Rehabilitation of Flexible Road Pavement .....

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Interium Guide on Idendifying, Prioritising and Testing Hazardous Locations on Roads in Malaysia ......................................................

RM30.00

Guidelines for the Environmental Impact Assessment of Highway/Road Project ...........

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Standard Specification for Road Works .........

RM22.00

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Arahan Teknik (Jalan) 6/85 (Pindaen 1/88) Guidelines for Presentation of Engineering Drawings ...................................

15

17

Arahan Teknik (Jalan) 5/85 Manual On Pavement Design .....................

10

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Arahan Teknik (Jalan) 2D/85 Manual on Trat Control Devices: Road Marking And Delineation ....................

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Road Safety Audit Guidelines for the Safety Audit of Roads

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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.

2.

3.

Yang Hadir 1. Dato' Ir Dr. Wahid b. Omar 2. Ir Neoh Cheng Aik 3. Ir Chin Wei Cheng 4. Ir Rohani bt Razak 5. Ir Wong Wai Cheng 6. Ir Goh Chee Eng 7. Ir. Abu Harith b. Hj. Shamsudin 8. Pn. Tan Kim Lian

-

9. 10. 11. 12. 13. 14. 15. 16. 17.

-

Cik Noriha Derin Ir Kamalaldin Abd. Latif Pn. Aishah Othman Dr. Azmi b. Hassan Pn. Nafisah bt. Abd. Aziz Ir Baharanuddin Che Zain Ir Kamil Puat b. Nil Pn. Roziyah bt. Ismrail Pn. Naelah bt. Mat Kasa

Pengarah Jalan (Pengerusi) JPK (R) Tim. Pengarah (Caw. SKP) JPK (J) JPK (Projek) PPK (HPU) PP (Caw. Bangunan) Jurukur Bahan Kanan (Caw. Kontrak dan Ukur Bahan) Wakil LLM PPK (Standard) PPK (Pelbagai) PPK (Senggara) PPK (Zon Selatan) PPK (Zon Utara) PPK (Zon Timur) PP (Jurukur Bahan) Jurutera Awam (Standard)

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

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

3.

Membincang cadangan baru concrete road kerb.

Definition of Rock & Excavation of Rock Ir 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)


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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 constraints Ir 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 rip per. In other words, any hard material that can be ~ ripped by the specified tractor with rip per is NOT rock and this included grade 3 and 4 rock which can be ripped and then exca vated 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 1

Basically 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 tracktype tractor with ripper (20 tonnes & 200 bhp) or track type hydraulic excavator (30 tonnes and minimum 165 flywheel hp.).

- 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. (c)

Common Excavation

PROPOSAL 2

Basically this proposal changes the definition of rock to include hard material and 3 types Cawangan Jalan, Ibu Pejabat JKR, K.L

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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 Excavation Excavation of materials that cannot be classified as rock.

Proposal 3

This proposal has 2 types of excavation i.e.:- Rock is defined as hard material that in the opinion of the (a) Rock Excavation 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 4

This 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. cannot or not practical be ripped by tractor with ripper (20 tones, 200 bhp). (b)

Hard Excavation

(c)

Common 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.)

- 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 Material Ir 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 as a fill material for low embankment especially when the moisture is low. Slight amendment is proposed as shown in Lampiran B.


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5.


Removal of Unsuitable Material The 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 settlement The 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 avail able, 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 unsuit able 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 Water Free 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 Kerbs Kerbs are used to delineate the edges of carriageway, to separate carriageway from pedestri an 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 appli cable 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


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

8.

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.

Penutup The 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.


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Design_Review Checklist For Road Projects Appendix A

Proposal 1 1.

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 Material This shall mean any hard artificial material or material found in ledges or masses in its orig inal 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 pneu matic tools. The tractor or excavator shall be in good condition and operated by experi enced personnel skilled in the use of the equipment. Hard material shall exclude individual masses less than 0.5 cubic metre.

Proposal 2 1. (f)

The whole Sub-section 2.2.1 (f) for definition of Rock shall be replaced and read as fol lows: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, by wedges 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 fol lows:CLASS 1 Rock Excavation shall include loosening the rock by drilling and Wasting with suitable explosives or by suitable chemical blasting approved by the 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.

1. (f)

Replace Subsection 2.2.1 (f) by the following: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

Proposal 3


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

Proposal 4 1. (f)

Replace Subsection 2.2.1 (f) & (g) as follows: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 descrip tion: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 par alllelogram 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 Material This shall mean material found in ledges or masses in its original position or any hard artifi cial material which in the opinion of the S.O. would ron-nally require to be loosened by 300 mm ripper penetration with a track type tractor with mounted and drawn ripper as described in 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.


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Appendix B

Standard Specification for Road Works JKRISPJ/1988. JKR 20401-0017-88 Addendum No. 2 Section 2

1.

Earthworks

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 fol lows:2.2.3.4 Removal of Unsuitable Material Unsuitable material shall be excavated to such designed depth and over such area shown 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 require ments such as payment of royalties, environmental protection, etc. Voids created due to removal of unsuitable material shall be backfilled immediately with suit able 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 Water Where 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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Arahan Teknik (Jalan) 20-98 - Design Review Checklist for Road Projects

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