Design Review Checklist for Road Projects(1)

FOR INTERNAL INTERNAL USE ONLY ONLY

Design Review Checklist For Road Projects

DESIGN REVIEW CHECKLIST FOR ROAD ROAD PROJ ECTS FOREWORD Proper road design and construction require intimate knowledge in many specialized fields of civil engineering. Basic requirements of road design are: - Technically echnically practical practical and and cost cost effectiv effectivee - Environm Environmental ental and insti instituit tuitiona ionall acceptacceptability - Social Social and and political political acceptabil acceptability ity 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.

ments can be made to the future editions.

( DATO' Ir Dr. WAHID B. OMAR ) Pengarah Cawangan Jalan Ibu Pejabat )KR Malaysia Sept. 1998.

(42)dlm.PKR(J)Rb.1/1/3/Jld.3 19 Januari 1998 Semua Pengrah JKR Negeri Semua Pengarah Unit JKR Dato’/Tuan.

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 le 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.

Penggunaan Bahan/Barangan Dan Perkhidmatan Tempatan Dalam Projek 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 pembinaan jalan mestilah menggunakan bahan/barangan dan perkhidmatan tempatan. Ini adalah selaras dengan Surat Pekeliling Perbendaharaan Bilangn 5 tahun 1997 yang satu salinan disertakan untuk makluman dan rujukan.

Bahan/Barangan yang selalunya digunakan It is also necessary to emphasize that this dalam pembinaan jalan seperti ‘bridge Checklist is a current guidance document and, as joints/bearings, woven and non woven geotexsuch, its recommendations should be adopted tile, prefabricated vertical drains, steel piles, with cautions and good engineering judgement guardrail, roada marking material, traffic conas the the departmental policies and require- trol device, slope erosion/protection material, ments may change from time to time. Users of street lighting and associated parts, pavement this checklist are encouraged to give feedback enhancement chemical works and additives, and to comment at any time to Cawangan Jalan etc.’ mestilah menggunakan menggunakan bahan/barangan bahan/barangan on the aantents of the Checklist, so that improve- keluaran tempatan.



Sial 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 perbrndaharaan Malaysia diperolehi. Kerjasama serta tindakan segera Dato’/Tuan dalam menjayakan arahan Kerajaan ini amatlah diperlukan. Sekian, terima kasih,

6. REIN REINFO FORC RCED ED FILL FILL STRU STRUCT CTUR URES ES:: DESIGN CRITERIAAND CRITERIA AND REQUIRE MENTS 7. LIST LIST OF ARAH ARAHAN AN TEKN TEKNIK IKJG JGUI UIDE DE LINES PUBLISHED BY CAW CAWAN GAN ]ALAN, JKR MALkYSIA 8. ROAD ROAD KERB KERB DET DETAILS AILS 9. STAND STANDARD ARD SPECIF SPECIFICA ICATION TION OF GEOTEXTILES

‘BERKHIDMAT BERKHIDMAT UNTUK NEGARA’ Saya yang menurut perintah,

( DATO’ Ir. Ir. Dr. WAHID WAHID B. OMAR O MAR ) Pengarah Cawangan Jalan b.p. Ketua Pengarah Kerja Raya JKR Malaysia Kuala Lumpur.

DESIGN REVIEW CHECKLIST FOR ROAD PROTECTS 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.

CONTENTS Functional : TITLE PAGE FOREWORD CONTENTS 1. DESI DESIGN GN REVI REVIEW EW CHEC CHECKL KLIS IST T

Adequate road and junction capacity for the designed life; road profile above designed flood level etc.

Cost effectiveness : Optimum cost and within budget

2. GUIDEL GUIDELINE INES S FOR FOR PREP PREPARA ARATION TION OF ROAD DESIGN REPORT 3. GUID GUIDEL ELIN INES ES FOR FOR SIT SITE E INVE INVEST STII GATION WORKS

Aesthetic : All structures and road side furniture should be pleasing and aesthetic in appearance.

Constructibility Constructibility : 4. GEOT GEOTEC ECHN HNIC ICAL AL DESI DESIGN GN CRIT CRITE E RIA FOR ROAD WORKS WORKS 5. GARISP GARISPAND ANDUAN UAN UNTLIK UNTLIK POLISI POLISI DASAR KE ATAS KEPERLUAN KTMB BAG[ PROJEK JAMBATAN MELINTAS1 LALUAN KERETAPI

Ease of construction; minimum temporary / abortive works; skills and machines / plants easily, available.

Maintainability : No problem to access for maintenance; min maintenance.



Sial 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 perbrndaharaan Malaysia diperolehi. Kerjasama serta tindakan segera Dato’/Tuan dalam menjayakan arahan Kerajaan ini amatlah diperlukan. Sekian, terima kasih,

6. REIN REINFO FORC RCED ED FILL FILL STRU STRUCT CTUR URES ES:: DESIGN CRITERIAAND CRITERIA AND REQUIRE MENTS 7. LIST LIST OF ARAH ARAHAN AN TEKN TEKNIK IKJG JGUI UIDE DE LINES PUBLISHED BY CAW CAWAN GAN ]ALAN, JKR MALkYSIA 8. ROAD ROAD KERB KERB DET DETAILS AILS 9. STAND STANDARD ARD SPECIF SPECIFICA ICATION TION OF GEOTEXTILES

‘BERKHIDMAT BERKHIDMAT UNTUK NEGARA’ Saya yang menurut perintah,

( DATO’ Ir. Ir. Dr. WAHID WAHID B. OMAR O MAR ) Pengarah Cawangan Jalan b.p. Ketua Pengarah Kerja Raya JKR Malaysia Kuala Lumpur.

DESIGN REVIEW CHECKLIST FOR ROAD PROTECTS 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.

CONTENTS Functional : TITLE PAGE FOREWORD CONTENTS 1. DESI DESIGN GN REVI REVIEW EW CHEC CHECKL KLIS IST T

Adequate road and junction capacity for the designed life; road profile above designed flood level etc.

Cost effectiveness : Optimum cost and within budget

2. GUIDEL GUIDELINE INES S FOR FOR PREP PREPARA ARATION TION OF ROAD DESIGN REPORT 3. GUID GUIDEL ELIN INES ES FOR FOR SIT SITE E INVE INVEST STII GATION WORKS

Aesthetic : All structures and road side furniture should be pleasing and aesthetic in appearance.

Constructibility Constructibility : 4. GEOT GEOTEC ECHN HNIC ICAL AL DESI DESIGN GN CRIT CRITE E RIA FOR ROAD WORKS WORKS 5. GARISP GARISPAND ANDUAN UAN UNTLIK UNTLIK POLISI POLISI DASAR KE ATAS KEPERLUAN KTMB BAG[ PROJEK JAMBATAN MELINTAS1 LALUAN KERETAPI

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 bylaws and regulations set by authorities

Government and departmental policy: Comply with the latest government 8t department policy.

l . Des Design ign Report Report Designer and checker should have adequate experience and qualification to carry out the specific design activity. Qualification and experience of all Designers, Checkers and approval for major design activities should be checked by UR) 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 )KR 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. 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 clocumented according to URJ's "Garispanduan Penyediaan Laporan Rekabentuk untuk Projek jalan".

2. Earthwork 2.1 Removal Removal of unsuitabl unsuitablee material material under road 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 embank embankment ment as ground ground treatment treatment for road embankment on soft and swampy ground should be avoided and replaced by more cost effective measures wherever posslible. Design and cost comparion for various ground treatments and slope stabi lization 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. 2.3. Eart Earthw hwor ork k desi design gn (a) The follow following ing notes notes should should be be specified specified in the earthworks design drawing/speci fication : "The Contractor shall submit detailed weekly programme, timelocation chart and construction sequences with details of constructional plants deployment for SO's prior written approval before com mencement of aerthworks for each loca tion/hill/valley tion/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 pro tection such as hydroseeding or turfing or as specified or directed by the SO shall be carried out immediately within



14 days after the bulk excavation or fill ing 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 per manent outlet before it is allowed to pro ceed 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 Quantities for for common common excavat excavation, ion, rock rock excavation and imported material fill should be clearly justified. Basis of esti mation should be made known to ]KR in writing especially for projects with excavation exceeding l x 101m3. (c) Estimati Estimation on of rock rock quanti quantities ties shoul should d be based on some geological evaluation, rock profile based on SI or seismic sur vey and site inspection. Generally for hilly/mountainous hilly/mountainous terrain, rock excava tion may be around 10% of the total cut volume while for rolling terrain it may have 2% to 5% rock excavation. (d) The volumes volumes of of cut and fill fill should should as far as possible balance one another. another. (e) Generally Generally the the slopes slopes for for cut and fill fill sec sec tions should be 1:1 and 1:1.5 respective ly. Slope for rock section should be 1:4 to 1:8. The designer shall check the sta bility of slopes based on technical analy sis. FOS required should be at least 1.2 (Refer to Geotechnical Design Criteria for Road 'Works). (f) In additio addition n to typical typical cut cut and fill cross sections, designed cross sections with specific typical details and specific need

for certain chainages should be pre pared. All cross sections should be cate gorised and designed accordingly.

3. Drainage 3.1 The designs designs of surface surface drains, drains, subsur subsurface face drains, culverts and slope protection etc should comply with ]KR guidelines (KT41/86, KT42/86, KT46/86 & KT47/86). The schedule of culverts includ ing culvert no, location, type ez size, esti mated length, invert levels for outlet 8t inlet, etc. should be shown on Drg. Similarly, Similarly, schedule of surface drains including type of drains, locations, estimat ed gradient, length etc. should also be shown on Drg. 3.2 No CMP CMP is allow allowed ed except except when the fol lowing 3 condit ions are fully complied : a) Culvert size exceeds 2.5m diam or equivalent 3 b) Cast insitu box culvert culvert is not possible possible or practical because the waterway cannot be diverted or too costly to divert the waterway. c) Access is very difficult or or no proper access is available.

4. Paveme Pavement nt Surface Surface Everines Everiness/ s/ lrrgularities & Design Class of surface evenness should be shown on Drawing and BQ. (Refer Table 4.14 JKR Standard Road Spec). 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 km/hr.. SR3 shoul should d be for 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 "To carry out all nec essary 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 Teknlk 5/85, but for major road where the projected projected ADT up to 10 years exceeding 10,000 per lane, the design life should be 20 years. Basis of design parameters such as ADT, % of com mercial vehicles, annual growth rate, equiva lence factor, subgrade CBR shall be, elabo rated and justified.

should not be overlooked. Artist's Artist's impression of the bridge should be prepared to chec check k the the aes aes thet thetic ic asp aspec ect. t. All All brid bridge ge 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 bridge proforma base based d on on JKR JKR guid guidee line liness for for brid bridge ge/ / structure should be submitted for approval. 5.3. Concrete Finishes

5. Concrete/Structures 5.1. Piling Works Bakau piles are riot allowed in JKR project (arahan KPKR). Local product (`Y/T rebars or H piles etc) should be used as reinforcement for micropiles. All precast concrete piles (spun/RC/prestressed) (spun/RC/prestressed) should comply with MS151314 Part 1. Environmental prob lems of piling works should be adequately addressed especially in built-up areas eg. No diesel hammers in City areas; only non-displacement piles near railway lines or built-up areas etc. Pile schedule including locations of piles, types 8t no. of piles, estimated 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 bridge designs designs especia especially lly the flood flood level, free board and hydraulic capacity should be cleared from JKR. Demolition of existing bridge or major culvert should be justified. Structural Structural and hydraulic hydraulic capacity, capacity, foundation condition etc should be assessed before making recommendations. recommendations. Adequate and appropriate deck drainage

All concrete finishes shall be free from defects such as honeycomb, porous con crete, 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 recom mended by specialist and approved by the SO. All exposed concrete surfaces of the com plete 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 con tractor from producing shoddy works. 5.4 Bar schedule schedule for for all R.C R.C works shoul should d 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;

FOR INTERNAL USE ONLY


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 super vise and maintain all traffic diversion and safety matters. The Contractor has to pro vide and maintain the approved traffic diversion plan in good order at ,all time (no pothole, good road marking, adequate sign boards, traffic barrier/cones/New Jersey Barrier, blinker light etc). If the con tractor fails to comply with these require ments within 2 hours after SO's oral or written instruction, the SO or his represen tatives 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 satis factory implementation of traffic diversion plan which should be prepared bar quali fied traffic engineer.

ROW have to be fully borne by the affect ed utility agencies. If the utility agencies choose to carry out the relocation/protection works by them selves, the following points should be clearly made known; to the utility agency concerned in writting as early as possible: - the scope, specification and plan of serv ices relocation works should be agreed by JKR so as to reduce interface prob lems during construction - the utility agency and/or his Contractor/agent will be fully responsi ble to pay and reimburse the full cost. to JKR or )KR Contractor if the relocation work is delayed, or the relocation works are not done according to )KR Spec or the relocation works have damaged the complete works by the )KR contractor.

8. Land Acquisition

Land problems with particular reference to the following should be highlighted : - No, location and type of squatters within ROW/Government land (if any)

7. Services relocation plan 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 utili ty agency plus site inspection plus trench ing 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 con sultant 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

- 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 by-PTG and JKR district office.



Preparation of LA plan shall comply with Arahan Teknik (Jalan) 7/85. Check with JKR District/State as well as state OPEN and Town and Country Planning Department about roadside devel opment plans which should be incorporat ed into the design.

pendent person. Built up rate should be included. Quotations from few suppliers or specialist contractors for each major items should also be included as part of the basis of the esti mated cost.

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

9.6 Sources of supply for important con struction materials should be identified and assessed for, availability and quality eg. where to procure sand, stone, pre mix, imported fill, bricks, precast piles/culvert pipes/kerbs etc for the esti mated 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 sup ply of major materials has not been pre pared.

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

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

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

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 :

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

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). 9.5 Estimated quantities should be justified by detail take off, and audited by inde

(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 manage ment in seminar/conference (at least national level).

(ii)

A P.Eng

(iii)

Have attended a road safety course conducted by IEM/REAM/ universi ty/ IKRAM or- have been accepted as a road safety auditor for several



road projects. - Purpose of the report - Background and brief description of the project - scope of the project (length, std, major structures, /bridges/walls etc, estimated cost etc.)

9.9 In addition to road safety audit, all geot echnical 81 structural designs should be checked, audited and endorsed by experts who should have all the follow ing qualifications 8t experience : (i)

(ii)

ave at least 10 years working experi ence or a Ph.D holder In the relevant field of specialization.

b) Technical Froposal

- Methodology of design for major design components. - Programme (time input and design activities) - Main technical problems, specialists input, and conceptional solutions - Traffic studies/analysis & findings. - EIA (problems, impact and mitigation measures etc). - Scope of survey and site investigation. - Manual of maintenance and operation (if any).

A P.Eng

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

GARIS PANDUAN PENYEDIAAN LAPORAN REKABENTUK UNTUK PROJEK JALAN 1. Tujuan 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 rnendokumentasikannya. Ini adalah untuk mempastikan semua rekabentuk adalah dibuat mengikut amalan kejuruteraan yang baik dan disemak oleh jurutera yang bertauliah serta berpengalaman yang mencukupi.

2. Kandungan Laporan Rekabentuk Konsultan d:ikehendaki mengemukakan salinan deraf kepada Pengarah Cawangan Jalan untuk disernak dan diluluskan sebelum menyediakan 3 salinan laporan muktamat untuk tnjuan dokumentasi dan simpanan JKR. Laporan Rekabentuk ini mestilah disediakan setelah rekabentuk telah disiapkan. Isi kandungan laporan mestilah mengandungi perkara-perkara berikut :a) Introduction

c) Design Checklist / certification

The Consultant has to cover all items stated in Lampiran A with full details. d) Design Concept, Calculations and Analysis

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

Cut slope stability analysis Fill slope stability and settlement analysis ground treatments (if any) slope stabilization works (if any) Bridges/viaducts/flyovers/major culverts Retaining walls Pavement Design Drainage Design Geometric. Design Earthworks Design and Planning

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



e) Road Safety Audit

1. Project:

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 given.

2. General Description of the Works

f) Geotechnical Reports

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 F and G for guidelines). g) Services utilities :Relocation

Type and scope of services/utilities reloca tion 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

Briefly describe scope of works including class of road, nature of works (upgrading, improvement, new road, interchange ....... ); length of road; estimated cost for construc tion, land acquisition, services relocation, Professional costs and miscellaneous, imple mentation 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 b) Road alignment selection & Geometric design c) Highway engineering and junction or interchange design d) Road drainage &, hydrolcgy e) Bridge design f)

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

g) Pavement evaluation/design

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

h) Road safety designlaudit i) Other special structures

LAMPIRAN A

ROAD DESIGN CHECKLIST/CERTIFICATION (shall be filled by the consultant/designer and approved by Pengarah Jalan/JPK before calling tender)

j) BQ, Quantities estimation k) Land Acquisition Plan preparation l)

Specification & tender documents preparation.

m) Others



4. Design Justification for Major Works Items

Locations (chainage), justification for the design or quantities adopted to show the basis used or assumed, construction control criteria at site etc. shall be given for the fol lowing major works items :- Rock excavation (locations, quantities & basis of estimation)

Designation & Name of Consulting Engineer Firm P. Eng. Chop Date :

EXAMPLE

ROAD DESIGN CHECKLIST 1.0. Project :-

- 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, quan tities, type of treatment & basis of selec tion).

Mernbina dan Menyiapkan Jalan Masuk ke Pelabuhan Baru. 2.0. General Description of the Works :-

The project consists of :- Construction of 12 km of JKR R05 dual two highway of which 8 km is new alignment and the remaining 4 km is existing R03/RO4 2 lane road to be upgraded. - 2 bridges i.e. bridge over Sg. ABC of 120 m long (3 spans) and Bridge over Sg. CDE of 80 m long (3 span). - One diamond interchange

- Major culvert (>1.5 m size) - Pavement (thickness of pavement elements & surface area). - Other special structures 5. 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 : ..............................................................

The estimated cost for the project is as fol lows : a). Construction cost : RM120 juta. b). Land acquisition (40,000 m2= RM20 j Long houses for 50 squatte.rs=RM 2 j c). Services relocation TNB =RM 2 j TMB =RM0.5j JBA =RM1.0j d). Professional fees (design fx supervision) =RM7.Oj 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. Records of Designers/checks/approval

Approval :

-

The designers/checkers/approval for various important design activities are as follows :1. Project Director : Ir. Othman Ali

11. Land acquisition plan Designer : Ir. Ali Hassan Checker : Ir. Choo KK Approval : -

2. Chief Road Designer Designer : Ir. Lim AB Checker : Approval : -

12. Services relocation 13. Street Lighting/Traffic Signal Designer : Ir. Soo TT Checker : Ir. Mazlan Approval : Ir. Tan YY

3. Geometric design Designer : Ir. Ali Hassan Checker : Ir. Lim AB Approval : Ir. Othman Ali 4.

5.

Drainage design Designer : Ir. Ali Hassan Checker : Ir. Lim AB Approval : Ir. Othman Ali Traffic design Designer : Ir. Ali Hassan Checker : Ir. Lim AB Approval : Ir. Othman Ali

6. Road safety design Designer : Ir. Ali Hassan Checker : Ir. Lim AB Approval : Ir. Othman Ali 7. Geotechnical design Designer : Ir. Tan SV Checker : Ir. Bala Approval : Ir. Othman Ali 8. Geological design Designer : En. Rajo Checker : Ir. Wong MY Approval : Ir. Othman Ali 9. Bridge/Structure design Designer : Ir. Lee YY Checker : Ir. Ho AB Approval : Ir. Othman Ali 10. Spec. & Ba Designer : Ir. Khoo XX Checker : Ir. Razali

13. Street Lighting/Traffic Signal Designer : Ir. Soo TT Checker : Ir. Mazlan Approval : Ir. Tan YY 14. Landscaping design Designer : En. Ahmad Ali Checker : En. Azman Approval : Brief CV of the key disigners/checkers are as follows :-

1. Ir. Lim AB BE. P. Eng, FIEM, C. Eng 35 years working experiences including 20 years of road design and supervision works. 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 experi ences. Has published several technical papers about road engineering in internation al conferences. 3. Ir Ali Hassan BE, M. Eng MIEM, P.Eng. Senior road engineer Have successfully designed five road proj ects of more than RM100 millions. Has



more than 10 yoars-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.

Ir Ho AS BE, P.Eng, MIEM MISTruct E, MICE, CEng. Senior Structural Engineer Has successful ly designed more than 100 bridges/struc tures. Has more than 10 years experiences in structural design.

7.

Geotechnical Engineer 5 years working experience in Geotechnical works. 12. En. Rajo (B. Sc) Engineering Geologist More than 5 years experiences.

En. Wong MY B. Sc. More than 10 years experiences in geologi cal engineering.

6.

11. Ir Tan SV (BE, M.Sc, MIEM P. Eng.)

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

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

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

4. Design Justification for Major Works 4.1 Rock Excavation

8.

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

9.

Ir Mazlan BE, MIEM, P.Eng,

- 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

Senior Electrical Engineer More than 12 years working experience. 10. En. Azman (B.Sc)

- 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

Specialist in Landscaping More than 10 years working experience.

- Below embankment Ch. 1500 - 1800 =



5000 cu. m - Culverts at Ch. 4000, 4800 & Ch. 10,200 = 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 mation : Shale (SPT > 50) at 5 m bgl. - RE walls = 2000 m2 for approach to fly over at diamond interchange.

unstabla from geological point of view; presence of unstable relict joint and bed ding. 4.7 Major culvert Ch. 4000, box culvert 1.8 x 2 m Ch. 4800, CMP culvert 3.5m diam. Ch. 10,200, box culvert 1.8 m x 2m All the above major culverts are not found ed on piles. All unsuitable materials are replaced with sand/laterite. 4.8 Pavement Works 40 mm ACWC 70 mm ACBC 320 mm Base Course 150 mm subbase

= 200,000 m2 = 195,000 m2 = 195,000 m2 = 195,000 m2

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

4.5 Ground Treatment 5. Certification 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 m' EPS) is used at Ch. 14,000 & 14,300 where embank ment 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

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 5911008, P.Eng. : M19999 Date

LAMPIRAN B

Cut Slope

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.

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.

The cut slope consists of highly weathered shale/mudstone/sandstone and is highly

1. Location (chainage)



2. Design parameters

Cu - short term analysis for cohesive soil C', 0' - long term analysis water table where? Give justification/basis for the above impor tant parameters including summarised soil investigation and lab test redsults. Geological report especially identification of geological formation, presence of unstable geological features should be included. These should be shown on typical cross-sec tions. Decision must be made whether to assume hydrostatic or other pore water pres sure 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 estab lished/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 stat ed for each design assumption. Prefer to present the analysis in table form (include chainage, design parameter used, FOS obtained). Justification for parameter used should be given below the Table. Typical cross-section for each designed slope should show W.T, geological information and subsoil profile etc. Sensitivity analysis with hydrostatic head and etc. should be car ried out. Analysis must also be made on the perform ance of existing cut slopes within the vicinity of the area of similar geology and topogra phy. This helps in the evaluation of the strength parameters used in design. References should be made to techniques used in applying the resistance envelope the ory and back analysis.

If geological condition is unfavourable, it is recommended that stereonets are plotted and analysis is made to identify the most proba ble mode of failure. Sensitivity analysis must be carried out with regards to the changes in the shear strength parameters and pore water pressure condi tions; the latter shall be checked for changes in hydrostatic head and/or R values. Refences concerning the analysis should be indicated. 4. Slope stabilization works if wry) .

As para 3 above, but stability analysis should be carried for two or more types of stabiliza tion methods. Explain why the particular option is recommended. Brief description of the system & works specification should be included. Brief description of the cost analysis con ducted shall be made to justify the stabiliza tion 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 con struction and maintenance of the chosen sch erne. 5. Instrumentation/monitoring works

Types, extent and purposes of instrumenta tion and monitoring works during construc tion 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, guide lines 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

3. Analysis

a) Designer : name, acadermic qualification, P.Eng. No. of years of working experiences.

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

b) Checker/Approva l: name of director, acadermic qualifica tion P.Eng No., no. of years of working experiences.

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

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

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

d) Specialist Consultant (if any) Note : One of the above should be a specialist in geotechnical engineering with not less than 10 years experiences in geotechnical works.

LAMPIRAN C

Fill Slopes

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 par ticular type of treatment is adopted. Furnish with cost comparison. Furnish specification for the system and materials adopted.

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.

5. Instrumentation/rnoil tcring works

Design inventory for each embankment should include the following details.

6. Other information

Types and extent of instrumentation and monitoring works during construction and maintenance stages should be clearly speci fied and justified.

See para 6 Lampiran B. 1. Location (s) 2. Design parameters

Cu -

for fill body and supporting ground C' 0'

LAMPIRAN D

BRIDGENIADUCTS/FLYOVER Name of Structure

Water table? C", C, CR -

consolidation properties

Give justification/basis for the above param eters adopted. Show the typical crosssection with design data and generalised subsoil pro file.

* 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.

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.

Explanation of Design Concept

1. Objective * * * *

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

2. Introduction Types of structure and loading. 3. Site Condition 3.1 Surface condition

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 incude : * 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 impor tant working loads predicted should be stat ed). * Construction control.

- topography : hilly, rolling, flat or fill ground - types of vegetation - any swamp or waterlogged areas? - nearby structures with particulars refer ence to distance, height, types of struc ture, types of foundation and their per formance. - land drainage paterns (rivers, tidal level, flood levels etc). 3.2 Subsurface condition - geological information . - scope of S.I. carried out - generalized subsoil properties and pro file - ground water (undersirable salt contents, possible fluctuation of water table etc.). - comments or evaluation of S.I. results. 3.3 -

Other relevant information geophysical data, if any aeriai photo, if any nearby S. I. results, if any nearby curdrop of rock, if known nearby deep excavation, if known buried structure (water pipes, sewer pipes, cables etc.). - nearby quarry, railway etc. - approach road condition - etc.

Lampiran D1

4. Foundation analysis. and recommendations

GUIDELINES FOR PILE FOUNDATION REPORT PREPARATION (GEOTECHNICAL)

4.1 Selection of tykes of foundation - state types of foundation recommended



and reasons/criteria based. - if piles are used, analysis leading to con clusion on that particular type of pile should be shown (use chart or table). - also state whether the pile are frictional, end-bearing or both. 4.2 Estimation of ultimate loads - state method/forrnula, assumptions, and correlation of soil parameters (Quote refer ence). - design perimeters used should be clearly stated. Analysis to obtain design parame ters should be shown in Appendix. - for big pile group, check block failure and group efficiency with particular reference to frictional piles. Negative friction may need to be considered if in compressible subsoil where the ground is likely to settle. - states FQS used to derive allowable loads of piles. 4.3 Settlement AnalvsIs

- estimate elastic and consolidation settle ment for the pile group and assumptions should be clearly stated. - detailed analysis to obtain. design parame ters should be shown in Appendix. Possible ground settlement due to fill on soft subsoil? 4.4 Load Testing F;eq jirement - state nos. of tests required - method of test and details - criteria of acceptance of load results (it dif ferent from JKR Standard Specification). 4.5 Associated designs - if there are major cut and fill slopes, state stable slope inclination, slope protection, surface drainage, subsoil drainage, retain ing walls etc. if necessary. - any soil improvement? - general drainage design if geotechnical properties are affected. - check how the above problems which may affect loading in piles.

4.6 Constructional advice - extent and degree of supervision - possible site problerns and how to over come - special precautions necessary to ensure design considerations are fulfilled. - methods of construction. - special precautions against possible dam ages to nearby structures. 5. Conclusion Brief summary of foundation recommenda tion. 6. Reference List of references. LAMPIRAN E

Pavement Design

- Design life (for major road should be ;20 years unless otherwise specified by JKR). - ESAL & subgrade CBR - justification / basis for these values should be explained. - Design calculation (Arahan Tekniik). 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 cho sen route. - Geology of the route chosen. - Generalized subsoil profile - Identify locations and quantities 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 ade quate for the purpose and also achievable frcrr; the proposed sources. - Protection of earthrvorks : fill formation, cut and fill slopes. - Machines requirements - Tolerances of earthvvrork - Quality control plan - etc. LAMPIRAN F

JKR Guidelines for Preparation of Geotechnicall 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.

versed, major structures involved etc. A topo plan showing the alignment and ter rain, 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 summa rized subsoil properties. A longitudinal secticsn showing the gener alized subsoil profile with classified sub soil 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 pol icy, 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)

b) Introduction General/brief description of the project with particular reference to estimated proj ect cost, scope of works, length of road, no of traffic lanes, class of road, terrain tra Chainage

Fill/Cut

Height (m)

Appendix Detailed calculations, photos, drawings / sketches etc.

Project Name : Summary of Geotechnical Design

Type of Subsoil

Geotechnical Design/Remarks



NOVEMBER 1996 T E CHNICAL

B U LL E T I N

Guidelines For Planning Scope of Site Investigation Works For Road Projects

by Ir Neon 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 geotechncal 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.

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).

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

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 trans versely and longitudinally, (usually one or two borehoies in addition to three or more Deep Sounding (DS) or piezocones are used to determine the generalized subsoil profile for deposited formation at each stretch of soft ground. For residual soils areas, hand augering (HA) and deep boring (DB) plus JKR probes are performed instead of DS). - the nature of these subsoil strata, their basic physical properties or index properties (moisture content, liquid limit, plastic limit, sieve analysis, SG, organic content), shear strength (Cu, C', o') and compressibility (Cc, Cv, Mv). At least two undisturbed samples



per distinct soft strata per borehole plus field & lab testing are preferred. Stationary pis ton samplers should be used for taking sam ples from soft strata. Additional penetration vane shear and pressure meter tests are invaluable to obtain representative strength and consolidation properties of the soft ground. The extent of site investigation in embankment areas should be sufficient to produce adequate characterization of site conditions and properties to assess slope sta bility, to predict amount and rate of settle ment and to design the necessary cost effec tive 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 have 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 settlement 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 val ues 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 hori zons, 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 standpipe 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 geological 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 determining 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 inter-



val 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. 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.

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

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 boring. Boring shall only be terminated after 5 con secutive SPT exceeds 50 OA 5 consecutive 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 :--

- At least 3 water samples (from river and or from UD samples) shall be taken for chemi cal test (pH, So4 & chloride contents). - 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. SI Report

The factual. SI report should be prepared and checked by a suitably qualified engineer. The

Rock type

Min. Core Length

Igneous rocks (granite) & bon: depth < 24 m or Recovery ratio R/r < 50%

4.5 m

Igneous rocks, bore depth > 24 m

3.0 m

Shale/schist/slatelsandstone Recovery ratio Rlr < 50%

6.0 m

Shale/schist/slate/sandstone Recovery ratio R/r > 50%

3.0 m

Limestone R/r > 50% and no cavity

6.0 m

Limestone R/r <50% or with cavity

9 m - 21 m

Other rocks R/r <50%

4.5 m

Other rocks R/r >50%

6.0 m

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



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 set ting, topography, vegetation & other relevant surface features). - Record of time & date of bo, ing operation and ground water observation. - Borelogs (field borelogs shah be corrected, checked & certified by geotechnical engi neer). - Piezometer records. - Summary of lab testing results. - Photographs showing general site conditions, typical soil and rock samples. - Plan showing actual boreholes/te st locations with coordinates or chainages & A.L. - Generalized subsoil profile along the 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 anCinaer Scull 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 5m. 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 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 laborato ry tests to determine strength and deforma tion properties. Piezometers can also be installed in the borehole to monitor the ground water conditions. SPT tests are usu ally carried out at 1.5 m interval. For soft clay and residual soils strata, stationary pis ton 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 PenetrometerTest. It is usually used to sup plement 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 corre late and ascertain 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 the possible associated risks and geotechnical problems to be 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 because 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

d) NEOH C A (1990), IKRAM LECTURE NOTES ON SITE INVESTIGATION. Appendix ‘H’

TERMS OF REFERENCE FOR ROAD SAFETY AUDIT PROPOSAL FOR CONSULTANCY SERVICES. 1.0. Road Safety Audit f)bjwctive.

The objective of Road Safety Auditing is to identify road safety deficiencies at vari ous stages in the development of road proj ects, so that they can be eliminated at the most opportune time to reduce cosi:.s and minimise disruption to design and con struction progress. Road Safety Audit s''iail be carried out in accordance with the Guidelines prepared by JKR and shall include audits at the fol lowing stages of the project :

Stage 1 Audit At the Planning and Feasibility Stage of the Project Development. The Starve 1 ,Nuclit 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 role,, ant) should be included in the evaluation process. The Stage 1 Audit mado be omitted on the approval in writing of JKR*s Supervising. En ineer for minor projects involving only reconstruction or rehabilitati3n of and existing road, intersection or interchange, or otherwise where them is little or no sig nificant planning phase in the project.

b) BS 1377 (1990) METHODS OF TEST FOR SOILS FOR CIVIL ENGINEERING PURPOSES.

Stage 2 Audit

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

At the Preliminary Design Stage, when the Functional Layout has



been prepared and land acquisition requirementsare being determined. The project development shall be not pro ceed into the detailed design stage before resolution of each of the road safety items identified in the Stage 2 Audit.

Stage 3 Audit

identified safety deficiency. In particular the audit shall include a final detailed check of the project just prior to it being òpened to traffic'.

Stage 5 Audit At the operational stage of the projects, generally towards the end of the prescribed ‘maintenance period’.

At the Detailed Design Stage. 2.0 Use Of Road Safety Aludit Check Lists.

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

Stage 4 Audit At the Construction Stage. Audit at this stage shall include two dis tinct aspects as follows : * Audit of Traffic Management through and in the vicinity of the project durin; the con struction phase. This shall include audit of traffic managernernt arrangements, both by checking the relevant plans prior to the works commencing and by site inspections within 24 his of the star of construction of any particular `stage construction to ensure that the traffic operation through and around the works is safe and effective for all road users. * Audit of the project itself, at appropriate times during the construction when aspects which influence the ultimate safety of road users are being finalised and when action can still be taken to correct any

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 critically examine all aspects of the project which may have adverse safety implications, considering carefully the needs of all road user groups. 3.0. Road Safety Auditors .

Road Safety Auditors for the project shall be nominated by the Contractor / Consultant and shall be approved by JKR, as the `Client' who will consider and make the final decisions on the audit reports. The auditors must be independent of project planners, designers and construction com panies involved in the project and have no business or other company associations with them. The names, qualifications and other background experience relative: to Road Safety Auditing, of all personnel who will be undertaking the various stages of audit must be submitted to the Client and only these people shall undertake the audit. The. client reserves the right to disal low 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 submit ted to the Client within 2 weeks of the audit being done or otherwise as agreed in writing.

GUIDELINES FOR SITE INVESTIGATION WORKS. Contents 1. Introduction 2. Desk Study

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 may include the auditors suggestions for eliminating or otherwise treating the safety problem identified, but this is not an essen tial requirement.

3. Scope of SI

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

4. Procedures

5.0. Response To Road Safety 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 contractor in respect to each of the issues or items raised by the Audit.

REAM Technical Committee (TCS ) GEOTECHNICS GUIDELINES FOR SITE INVESTIGATION WORKS. Ir Neoh Cheng Aik Cawangan Jalan Ibu Pejabat JKR Malaysia

3.1. Road embankment on soft / weak ground. 3.2. Road embankment on rolling & hilly terrains 3.3. Cut Areas 3.4. Pavement evaluation 3.5

SI for structures.

5. Common SI methods 6. SI reports 7. Concluding remarks 8. Reference

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



This guideline is intended to assL,t engineers to plan and implement Site Investigation (SI) Works for road projects so as to ensure that the S1 results are complete, adequate, accurate and reliable according to usual good engineering prartwce. Sound knowledge of SI methods, insitu et laboratory testing, equipment, procedures coupled with understanding of typical potential geotechnlcal problems for road works will ensure proper Sl methods and appropriate tests for the situation are selected to achieve the targeted purpose of 51. This guideline also Identities the typical geotechnlcal Issues or problems for road embankments, cut slopes and common road structures In typical geological formations. Scope of SI and suitable SI methods including relevant types of field tests, samples and laboratory tests to procure the appropriate design parameters for the geotechnlcal problems identified are subsequently discussed. General procedure of SI works including preparation of SI report Is also Included. Decisionmaking process of SI is presented by the flaw chart In Figure I which Indicates the stages of an Investigation, the action regr,lred, and those who should have responsibility for carrying out the actions. The planning of SI works should be carried out by sultably qualified,geotechnlcal engineers after review of the project brief/route location, desk study and fleld inspection. All the qua!Ity SI works should be closely directed, monitored, supervised and reported by qualified geotechnlcal engineers registered with Board of Engineers Malaysla

2. DESK STUDY Before planning Sl works, the following desk studies should be carried out first : - Project brief with site ez location plan (to check overall details of structures et nature of project, loads, bearing capacity, settlement et stability requirements of slopes, walls, bridges et other superstructures). Usual geot echnlcal design criteria for road works are shown In Appendix A.

- Topo map (to assess terrain, access site/envir onment conditions). - Geological map (to evaluate geological for mation et characteristics) - Aerial photo (to study site conditions, land use etc.) - Other relevant records and information. - An evaluation of performance of existing road or structure In the Immediate vicinity of the proposed alignment or site, relative to the foundation, material and environment. - A review of all available information on the geologic history and formation of rock, or soil or both and ground-water conditions occurring at the proposed alignment or location and In the Immediate vicinity. These Information plus site reconnaissance or walkover survey by designer or engineers involved in SI are crucial to obtain basic knowledge of site conditions and project concept designs. The need, purpose and the likely geotechnlcal issues or problems can then be identified and subsequently used to determine or design the scope and methods of SI works. Through SI, the knowledge of behaviour of the ground and Its spatial variability can be obtained for the necessary geotechnlcal design and construction.

3. SCOPE OF SI Scope of SI for a project depends on what Is known about the site and what geotechnlcal data are required for geotechnlcal design or evaluation of geotechnlcal issues or problems. The following information has to be procured before scope of SI can be planned : - likely or possible or anticipated geotechnlcal issues or problems to be encountered In design et construction - establish the purpose ez need for SI



- what Information Is required - extent, areas et depth of ground to be investi gated - 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 geological conditions and so the spacing and location of boreholes/test pWtypes 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 problem and usual design (Cu from insitu vane shear tests or applicable SI methods and tests for typical road undisturbed samples, C' 81 e' from works are given in the following sections. triaxlal tests using quality undisturbed samples

3.1 ROAD EMBANKMENT ON SOFT / WEAK GROUND Coastal alluvium or deposited soil formations 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 8: long term), slope stability (local 8t global, short 8t long term), amount and rate of settlement (primary s: secondary consolidation, elas~lc deformation). Geotechnical designs are usually carried out to check whether the design criteria as shown in Appendix A can be complied and subsI~~cluently carry out the necessary designs of ground improvement works. Important dat.:i to be acquired through SI are : - subsoil profile showing they thickness of

various compresslHe and ilrrn strata, Water Table (WT) etc. Deep Sounding/Deep Boring (DS/DB) plus continuous sampling are necessary If accurate profile is required. Spacing of DS/DB should be in the range of 60m to 300m. DS/DB can be supplemented by Geonor Vane tests and JIKR probes. Usually one or two boreholes plus two or more DS or plezocones are used to deter mine the generall2ed subsoil proille for each stretch of soft groused. Criteria to terminate depth of bore hole are : (a) until 10 SPT exceeding 10 or until 10 Insitu vane shear nests exceeding 50 kPa if the height of embankment is less 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 embankment Is more than 5m. (d) at least one borehole along, the soft stretch should be extended until 2 consecutive SPT exceeds 50 or until I .5m rock coring, whichever come first. - consolidation parameters for settlement ana lysts (Cc, Cv, Mv, Pc etc. from consolidation tes6 using quali/ undisturbed sampies obtained by stationary piston samplers). These consolidation properties also can be supplemented by correlation values from DS or plezocones tests. - shear strength parameters for stablllgr and bearing analysis or ground improvement design (Cu from insitu vane shear tests or undisturbed samples, C' 81 e' from triaxlal tests using quality undisturbed samples ....) - Index properties (LL, PL, PI, M/C, gradation, organic contents etc) for soil classification and engineering property correlations etc. - see Appendix D for applicability of various tests for various engineering properties.


3.2


ROAD EMBANKMENT ON ROLLING & HILLY TERRAINS

The main geotechnical problems and relevant SI methods and tests are:

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

3.3

CUT AREAS

Usual purposes of SI in cut areas are: (a) Check the stability of embankment body (local slope stablity); usually unsaturated soil, and the design parameters especially the shear strengths are from compacted samples using bulk samples taken at least one or two samples at 1.5m deep from major cut areas or borrow pits; assessment on suitability of fill material from relevant major cut areas (HA, test pits 8t bulk sam ples for compactlon/CBR 8t classification tests w get Index properties for engineering property correlations). (b) Check global stability of embankment: bearing check of supporting ground (DB/SPT to obtain shear strength parameters of supporting ground based on engineering property correlations. JKR Probes, HA and piezometer etc are used to supplement DB/SPT). Spacing of boreholes for low embankment (h < 6m) and high embankment should be 300m - 600m and 100m - 300m respectively. DB should be supplemented by at least one 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 especially those from the top bm should be carried out. (c) Stability check of supporting ground is very Important when the embankment is on sloping ground or is very high eg 12m high or more. More DB/HA/3KR Probes plus site Inspection etc to Identify possible unstable faulted/sheared geological formation, laminated bedding, foliation, colluvium, 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 formation.

(a) to assess the slope stability and obtain soil data for the design of slope stabilization works if found necessary. LIsoaily DB Is carried out to procure information such as subsoil profile,, weathering profile, WT conditions by piezometers and shear strength parameters (from 5PT based on engineering property correlacuons or triaxial tests from quality undisturbed samples le Mazlei samplers)., For major high cut areas and unstable geological formations (sheared/faulted zone or colluvium areas or relict joints etc) more DB Is required. Refer Appendix D for applicable 51 methods and tests. DB is usually supplemented by geophysi cal surveys and/or IHA plus )KR probes etc. (b) to determine the suitability of cut material as filling material for embankment. (HA, test pits, bulk samples plus )KR probes or DE for classification tests, ompaction/CBR tests and shear strength parameters from compacted samples etc). (c) to determine the bedrock profile, rock con dition and to determine rock type and Its quantity (by site Inspection, geological mapping, seismic survey or DB) Spacing DB/HA in cut areas is usually 60m to 600m depending on type of geological formation. For stable formation and low cut areas of less than 6m high, bigger spacing or HA only is acceptable. For sedimentary rock areas especially at cut height exceeding 12m, at least 2 boreholes per major hill should be carried out to deterndne the stradgraphical formation, the presence of defective or unstable geological structural discontinuities and Its strength properties. Seismic survey to supplement DB may



have to be carried out for project passing through moutalnous areas. DB in cut areas is usually terminated after 1.5m rock cor ing or at least 3m below the design forma tion level, whichever comes first., For highly fractured sedimentary rock of RQD less than 25% or boulder abundant forma tions, at least 3m coring should be specified.

3.4. PAVEMENT EVALUATION Tests relevant for pavement evaluation of the existing road for upgrading works are test pits plus bulk samples, water table

particular reference to capacity, settlement and constructibility assessment. At least 2 DB should be carried out at each site or minimum one DB per pier/abutment or one DB per 60m spacing especially for erratic or unstable geological formation areas (limestone, boulder abundant areas, faulted/sheared zone etc). Borehole could be terminated after 5 consecutive SPT exceeding 50 or 10 consecutive SPT exceeding 30 if the bore depth is more than 60m or refer to designer for direction. If rock Is encountered coring shall be carried out and minimum core length depends on type & condition of rock. Suggested minimum core lengths are as follows :

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.Om

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

6.Om

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

3.Om

Lime stone R/r> 50% and no cavity

6.Om

Lime stone R/r < 50% or with cavity

9m - 21m

Other rocks R/r > 50%

4.5m

Other rocks R/r < 50%

6.Om

monitoring, Insitu plate bearing, field density, DCP (Dynamic Cone Penetration) 8T CBR tests. These tests are carried out at about 200m to 1000m interval after pavement condition inspection/surveys/traffic count survey. Falling weight Deflectometer car 'Benklman Beam tests at 50m to 200rr Interval depending on the severity of pave ment conditions may also need to be specified.

3.5. SI FOR STRUCTURES Purposes of SI for structures such as bridges, walls, major culverts etc are for foundation design and construction with

* Min core size should be 52mm diam (NMLC or HMLC or equivalent For structures on soft ground, insitu vane shear tests and undisturbed sampling for shear strength and consolidation tests should be carried out. These test results are necessary for foundation design, stability analysis, and construction/temporary works design. Pressuremeter and plate bearing tests may be specified If detail fractured rock conditions (stiffness and deformation) are required for bearing design eg rock socket design or shallow foundation design. See Para 3.4, Appendix D, D 1 & E for additional guidance. Preparation of "Summary of Scope of SI Works" and an



Illustrated example are enclosed in Appendix H.

4. PROCEDURE 4.1. The guidance given in Para 3 above can be used to determine the locations, numbers and types of SI methods or boreholes or Insitu testing 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 S1 methods are JKR Probes, HA, MHEI, DB, DS (IOT/20T), Piezocone, DO, Sampling, Test Pits, Geonor Vane, continuous sail sampling, SBP, seismic surveys, etc. Methods, procedure and equipment for SI methods,. testing should comply with standard )KR Sl Spec. and relevant MS/BS/ASTM stan dards. Standard borehole or casing sizes commonly used are 75 rnm, 100 mm, 150 mm. Usually size NW casing or borehole is specified for DB except when extensive and hlgF quality large undisturbed samples airy. required ua determine accurate con solidation properties and shear strength for stability and settlement anarysis. Guidance on selection of SI methods, spacing and depth of boreholes, types of Acid and lab tests etc have been discussed. Appendix E & D also provide some guidance in specifying the methods of sampling and applicability of common field tesu,.

Vane shear test - very suitable for very soft to stiff clay to obtain undrained strength SPT - Suitable for almost all swI types except very soft clay and coarse gravel; disturbed samples (35 mm diameter) are procured from the test for field Identification / descilptiori of soil types and subsequent lab classification and index properties tests. SPT Is usually carried out at a change of strata or 1.5m interval except when undis turbed sampling or vane shear test or pres suremeter test is required. SPT may be: carried out at t.Om Interval If detailed Information is required eg. for shallow foundation at deep excavation works.

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

Packer test - Single or double Packer test Is sometimes carried out in rock strata to assess the amount of grout that rock will accept, to check the effectiveness of grouting, to obtain a measure of fracturing of rock, to give an approximate permeability of rock.

Undisturbed sampling 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 fcw Sl contractor, Phasing of Sl programme may be necessary for large/complicated projects (Preliminary & detall SI works). 4.3 Some guidances to determine the frequecy & types of insitu testing/sarnpling in the bureholes are :

- thin wall open tube sampler, 50 mm, 75 mm or 100 mm diam; area ratio is about 10%; suitable for soils having some cohesion unless they are too hard or too gravelly. - stationary piston thin wall sampler 50mm, 75 mm or 100 mm diam; suitable for very soft to firm clay when strength and consol idation properties are required.



- Denison sampler for stiff to very stiff cohe sive 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) continuous soil samplers for soil fabrics & stratigraphical / profiling evaluation. 4.4. If rock is encountered or rock coring is required, determine the size, length at type of coring (or criteria of coring). - Double tuba swivel type (30 mm, 42 mm, 54 mm diam, TNW 61 mm diam) could be used In most rocks.

posed comply with relevant standards. 4.8 Determine scheme of laboratory testng including types of lab tests for - disturbed samples (mainly for basic: e Index properties tests). !:ail classification tests shall be carried out: for all typical disturbed samples at various distinct strata. - undisturbed samples (mainly for engineering property tests) - water samples (mainly for chemical nests). At least 3 water samples from river for bridge project shati be taken far chemical tests (pH, S04, Chloride etc). - block samples (mainly fear engineering property tests) - bulk samples (mainly for compacdon/CBR tests plus classification tests) 4.9 Usual Important laboratory tests are :

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

- Important geotechniced properties from lab. tests are :

- wire line barrels for rock coring at great depth.

* BASIC PROPERTIES (colour, natural moisture content, sg, porosity, void, reactivity etc.) for soil description, classification & correlations.

- BW or larger drill rods are preferred If bore depth exceeds 20m. 4.5 Prepare BQ, Spec., Costing 81 Works programme (Std. )KR BQ at Spec. should be used). 4.6 Determine procedure, extent of supervision at monitoring of SI works (supervisor and drillers should have CIDB cerdflcates). 4.7 The proposed scope of SI should be checked or audited by an expert before Implementation. Ensure rellabie/reputable SI contractor registered with CIDB Is engaged. Check the proposed works pro gramme and ensure all equipment pro

* INDEX PROPERTIES (I-L,, PL, PI, SL, particle size distribution, organic content etc) for soil description, classifi cation &t correlations with engineering properties. * CHEMICAL PROPERTIES (total dis solved salts,sulphate ex chloride con tents; pH value etc) for corrosion & durability assessment of foundations. * ENGINEERING PROPERTIES (shear strength, stiffness, compressibility, compacdon/CBR, permeability etc.) for analysis and design. Engineering proper ties can be obtained front insltu testing



and laboratory tests on undisturbed samples. The results from the Insitu anti lab oratory testing should be viewed as complimentary and then compared with the recommended data from the pub lished literatures before adopting as design parameters. For Iniform subsoil, more! elaborate lab tesd'ng should be done, but If the subsoil is complex. or erratic, more insitu testing is more meaningful. - classification & index tests from dis turbed & undisturbed samples are mainly for classification, Identification 81 simple preliminary correlations for shear strength parameters et: other engineering properties/behaviour. - shear strength tests from block samples and undisturbed samples (UU, CU, CKUC, CIUC, CIUE, CD ulaxial tests, direct shear test, UCS etc.) are for analysis and design.

of embankments. Usually carried out near HA or DB positions and filling areas to verify the consistency of subsoil of medium strength up to maximum of 12m deep.

b. Hand Augering (HA) Used In soft to stiff cohesive soils or sandy soils above water table. Usual spacing Is 60m - 600m. Maximum depth Is about Sm. Very extensively used for road projects because extensive open tube samples of 50 mm to 100 mm diam along the alignment can be obtained at a relatively fast and low price for the basic and Index properties; used for Identification, classification and correlation of engineering properties such as permeability, strength and defor mation etc. HA Is particularly valuable In connection with ground-water deter mination.

c. Deep Boring (DB) - consolidation ex permeability tests from undisturbed samples or block samples are for settlement analysis and seepage evaluation - compaction/CBR tests from bulk samples coupled with Index properties are for fill suitability evaluation and stability analysis etc.

5. COMMON SI METHODS SI method and the type of equipment or sampler required. for a SI job depend on the nature of terrain, access, type of geological formation and intended use of the data. Experience plus engineering judgement are required in selection of SI method. Common SI methods are briefly outlined as follows:

a. JKR Probes Results can be used to determine thickness of unsuitable material to be removed and also for preliminary design

Boreholes should be advanced by power rotary drilling with adequate capacity for the spefified depth of drilling Le open hole rotary drilling or casing advance ment drilling method. To avoid distur bance 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 cf Pd AI or HIM 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 speci fied. Invaluable to determine stratigraphical formation and subsoil properties in cut and filling areas. Usual spacing Is 60m - 600m. Field tests such as SPT, vane shear, (for soft to stiff strata) permeability and pressure. meter tests can be carried out In the boreholes. Disturbed and undisturbed samples can be taken for various labora



tory tests to determine strength and deformation properties. Piezometers can also be installed in the borehole to monitor the ground water conditions. SPT tests are, usually carried Out at l .5m interval. For soft clay and residual soils strata, stationary piston and Mazler samplers are respectively used to take quality undisturbed samples for laboratory strength tests. Continuous soil sampling (Swedish or Delft Samplers) is specified' If identification of soil fabric: or depth of changes in distinct strata 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

(f).

Motorlstd Hand Boring (MHB) MHB or commonly called wash boring or percussion drilling consists of a tripod with block ez 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 boulders. Progress is slow when encountering very stiff/dense material especially when deeper than 10 m. MHB can be adopted easily at locations where access Is difficult. Normally casing Is used and max. depth of boring is about 20m. SPT, vane shear test and undisturbed sampling (only soft to medium soil) can be carried out In the borehole at the required depth.

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

(e). Test Pit, Bulk Samples & Block Samples Usually test pit can be up ro.2rn deep. Visual Inspection of subsoill .strata, soil type and strength (by pocs;et penetrome ter) can be carried In test pit. Bulk samples (about 50kg) for lab texts (soil clas sification, CBR arrd compacdon tests) can be collected. Undisturbed block samples also can be obtained for strength tests In the laboratory.

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

6. Sl REPORT The SI report submitted by the SI Contractor registered with CIDB should be checked to ensure the following items are included/complied:



The factual SI report should be prepared, checked and certified by a suitably qualified geotechnical engineer or engineering geologist. It should include but not limited to the fol lowing details.

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

GL/RL; Depth to ground water and raising or lowering of level Including: dates and times measured. Type, size ex depth of casing; drilling fluid. Size, type and desi;n of core bits, core bar rel & reaming shell used. Types of Insitu testing, sampling and rock coring details (R/r, RQD, types of sam pler). Depth, date and time of boring disruptions and termination of boreholes. Any change to drilling fluid or drilling fluid return.

(b) SITE DESCRIPTION Describe access, terrain, vegetation, land use, geological Information etc. about the site.

(c) FIELD WORKS Account for SI methods, testing, proce dures, types and models of equipment used (quote standards used).

Legends er symbols for subsoil profile. Soil/rock description of each straturn 8t thickness/levels shall be made In accor dance to BS 5930. A typical engineerIng boreloll Is shown in Appendix G 1. (e) Summary of all imi)ortant lab. test results for each borehole with reference to sample NO & RL.

Problems encountered In testing er sam pling; date ei time of SI.Weather condition.

(f) Generalized subsoil profile - Drg.

Photos showing site & testing process/ conditions.

(g) Appendix - plan/dralnwing; photos for site conditions, plant/machine se¢ up, apical rock samples, typical soll samples etc.

Plan showing site 9 boreholes/testing locations. (d) BORE LOGS (field borelogs should be corrected & checked) Title of Investigation/project. Location reference/borehole no and sheet no. Name of Super visor/driller. Date of boring, type of boring, make of plants/tools

7. CONCLUDING REMARKS It is hoped that this guideline for Site Investigation works Is useful and helpful cc isist geotechnical and road engineers to plan and execute a proper Site Investigation works. Experience In geotechnical engineering design plus sound knowledge of SI methods and procedures are crucial to ensure that, proper SI methods and tests are selected to achieve the targeted purpose of SI. The scope of SI works for a project depends mainly on what is known about the site and the nature of the project ie the possible geot-





echnical problems and issues likely to be encountered during 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 dedderent engineers of different background, training and experience tends to be varied because there is an infinite number of condi tions to be met and the process of planning also leaves many areas where Individual engineering judgement, knowledge and experience must be applied. Therefore It Is Important to realize that It Is Impossible to provide an exhaustive step by step guidelines applicable to all possible cases for engineers who are not familiar with geotechnical design.

8. REFERENCES 8.1 BS 5930 (1981), Site Investigation 8.2 GEO HONG KONG (1993), Guide to Site Investigation 8.3 JKR Standard Specification for Site Investigation Works (1990) 8.4 NEOH CA (1997), Guidelines For Planning Scope of Site Investigation Works For Road Projects, IEM Bulletin August 97 8.5 NEOH CA (1990), Site Investigation, IKRAM Lecture Notes 8.6 SI STEERING GROUP. Site Investigation In construction series. Thomas Telford UK, 1993. APPENDIX A GEOTECHNICAL DESIGN CRITERIA FOR ROAD WORKS DESIGN COMPONENT MODE OF FAILURE MINIMUM DESIGN MAXIMUM PERMISSIBLE MOVEMENTS FACTOR OFLIFE SAFETY (durabllity oI materials)

VERTICAL LATERAL DIFFERENTIAL 1. Unreinforced Slopes 1.1 Local & global stability 1.20 75 yrs Analysis should be according to GEOTECHNICAL MANUAL FOR SLOPES (cut & fill slopes) ) (1984). GEO Hong Kong i 1.2 Bearing (fill) 2.0 I R: ,'creed ot treated 2 : LD~l & glzltai stabilty 1.50 76 y;a Slopes (not on soft (cut & fill slopes) I nrn~_nri) 1 2 2 Bearing (fill) ; 1.5t i a _ 3 Permanent Anchors 13.i Tensile Resistance 1 2.0 75 yrs r Geo Spec 1 (19891, GFG Hong Icon; 3.2 Resistance at Soil BS 8081 Grout Interface 3 0i 4 Rigid Retaining 4 1 Overturning 1 1,875 yrs 15 mm along 15 mm along ? 15G I Structures4.2 Sliding g 1.6face of wall I face of wall along race of wall 4.3 Overall Stability 1.5 Geoguide 1 (1983). GEO Hong Kong I 4 4 Bearing 2.0 5 Reinforced fill walls/ I External Stability 1 100 structures BS 8006 120 yrs t5mm per metre height 15mm from reference alignment along face of wall Internal Stability 6. Individual Foundation 6 1 Shaft Resistance 2 075 yrs 12 mm along axis of pile Piles (mainly under axial at pile head at design load loads) 38 mm or 10% pile size at pile head at twice design load ' 6.2 Base Resistance 2.0BS 8004 7 Individual Foundation Ultimate lateral 2.5 75 yrs 12 mm along axis of pile 12 mm perpendicular to axis of pile loads (mainly under lateral & Resistance at pile head at design toad al design load bending loads perpendi cular to axist of pile) BS 8004 8. Pile group Block Bearing Capacity2.075 yrs 12 mm at Working Load 10 mm BS 8004 9 Piles as retaining As for 4. 6 & 7 above As for 75 yrs structures individualAs 4 above for rigid



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).

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) B.S 1377: Part 7

6.1 Lab vane shear 6.2 Direct shear box (small)

2. Chemical & Eleccro-chemical tests: 135, 1,377 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 Durabiliry Tests: BS 1377: Part 5

4.1. 1-D conso test

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 N balloon), CBR, SPT, Plate Bearing, Vane shear (Acker, Geonor, cylindrical), DS (Static Dutch cone), Peizocon Test, etc. * These tests are from undisturbed samples (thin wall samplers, Mazier samplers, block samples etc).

4.2. Swelling and collapse tests 4.3. Permeability by constant head 4.4. Dispersibility 5. *Consolidation & Permeability Tests in Haydraulic Cells & with gore Rressure measurements: BS 1377: Part 6

5.1. Consolidation Properties using hydraulic cell

APPENDIX C LIST Of- ABBREVIATIONS/SYMBOLS ASTM = American Society hor Testing Arid Meterials BS = British Standard BQ = Bills of Quantities Cc = Compression Index C = Coef. of Consolidation



C' = Effective C:"ohesion Cu = Cohesion. CBR = California :Bearing Ratio CIDB = Construction Industry Development Board CU = Consolidated Undrained Triaxial Test CD = Consolidated Drained Triaxial Test CIUC = Consolidated Undrained Compression Triaxial Test With Pore Pressure Measurement (Effective stress) CIUE = - Ditto - extension Ck.UC = Consolidated Undrained Compression At Ko Conditions DB = Deep Boring (rotary drilling) DS = Deep Sounding (Static Dutch Cone Penetrometer) GL = Ground Level HA = Hand Auger HMLC = 65 mm Triple Tube Core Barrel (DCMA) JKR = Jabatan Kerja Raya LL = Liquid Limit M/C = Moisture Content MV = Coef. of Compressibility MHB = Motorized Hand Boring (Wash Baring/Percussion Drilling) MS = Malaysian Standard NW = N Size Casing (101,6 nun diam) NMLC = 52 min Triple Tube Core Barrel (DCMA) pH = Acidity Index PL = Plastic Limit PI = Plasticity Index PC = Effective Preconsol'i dated Pressure RL = Reduced Level RQD = Rock Quality Designation R/r = Recovery Ratio SI = Site Investigation SPT = Standard Penetration Test TNW = 61 mm Double Tube Core Barrel (Atlas Copco) UU = Unconsolidated Undrained Test gives undrained shear strength (total stresses) UCS = Unconfined Compression Strength WT = Water Table I w11WAIMK KUAWA

I-KVNIMVM AKIN{ MT

APPENDIX D APPLICABILITY OF COMMON FIELD 0~R,."I,NSITII TESTS i I FIELD TESTS Soil Soil Rock SOIL TYPE SOIL PARAMETERS I type ProfileH Rock t S. Rock Gr Sand Silt Clay , Peat 0 Cu My C, r t ; i I 1 1 i i I JcUU.0meter i ""ai 1 ~ i I t I t I l I 1-1 )KR Probe X C X X C B B B B XB i X E X X 1 11.2 SPT 1 A B I X B I B I A I A l A l A i B B I X j X j X. 1.3 DS (CPT) B A X X 1 B I A 1 A I A I, A C B C C a: I i !.4 Pietocone (CPT' " I A A X n A I A A A I A ` IB i .5 Fl:t Dilatometer B A X I X C ! A AA A B B C ` C X 1.6 Resistivity Probe C C X X C A A AA B C X X i X i.y 2. Vane Shear B C X X X X B A B X A X X X I, 13. PB Pressuremeter B B C A B B B AB X B B C I X 4. SB PressuremeterB B C B B B B A BB B B B B S. Continuous Soil Sampling A A X B B AA A A C B B B C i Leeends. A - suitable/useful O = effective frictional angle K = coef. of permeability B =moderateCu = undrained strength C doubtful My = coef. of volume compressibility X =not suitable CV = coef. of consolidation



Appendix E COMMON OF 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)

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 pro cured. Continuous samples for soil fabrics et stratigraphicai or profiling evaluation etc.

6. BLOCK SAMPLING REMARKS 1. 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

REMARKS 6. Blocks of soil (200 to 350mm cubes) cut from test pits; Need careful sealing and han dling. Mainly for triaxial, shear box 8L per meability tests.

7. ROTARY ROCK CORE SAMPLERS

(50mm, 75mm, 100rnm, 150mm) REMARKS 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 & consolidation tests.

3. DENISON SAMPLER (Double tube with this: wall tube) REMARKS 3. No piston; suitable for stiff to very stiff cohesive soil and sandy soil (SPT = 420); open drive sampler

4. MAZIER SAMPLER (74mm) REMARKS 4. Triple tube sampler; usual core size 74mm diam ex PW casing Is required; air foam drilling technique is preferred to pro cure high quality undisturbed samples from residual soils. Not suitable for gravelly soils.

REMARKS 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 accordance with BS 5930.





APPENDIX ‘G’ QUALITY OF SAMPLES ( AFTER ROWE ) * Items changed from original German classi fication (7th. Int. Conf. Soil Mech. Foundn. Engng. Mexico 1969). Quality Class 1

2

3

Properties

Purpose

- Remoulded properties - Fabric - Water content - Density and porosity - Compressibility & deformation - Effective strength parameters - Total strength parameters - Permeability* - Consolidation*

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

-

Laboratory data on in situ insensitive soils

Remoulded properties Fabric Water content Density and porosity Compressibility and deformation* Effective strength paranteters* Total strength parameters*

- Remoulded properties - Fabric A * 100 % recovery Continuous - Fabric B * 100 % recovery. Consecutive

4

Remoulded properties

5

None

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

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

Fabric examination and laboratory data on remoulded soils.

Pressed or driven thin or thick walled samplers. water balance in highly permeable soils.

Laboratory data on remoulded soils Sequence of strata

Bulk and jar samples (from AST split samplers)

Aproximate sequence of strata only

Washings (washed samples)



APPENDIX H SUMMARY OF COME OF SI WORKS Summary of Scope of SI Works should include the following details: 1. Brief Project description and objectives of SI.

Special requirements about S1 methods, test ing 8z sampling if any should be clearly mentioned. * Examples or case histories of Scope of SI Works for road projects are enclosed. * Scope of SI works -.4re based on "Guidelines for planning SI works for Road Projects"

2. SI Methods & Locations (cope of SI Works) - Types 8z methods SI 8z the quantities should be indicated - Locations of SI sho1n,n on Drawings should be indicated

3. Criteria of 'Terminacing 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 8z frequency of various field tests 8t: sampling should be indicated.

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

6. Special requirements

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 traverses through sedimentary shale and granitic formations. Preliminary geological and terrain evalution studies show that potential slope instability areas are at KM5, KM9 and KM 12. The main objectives of SI are : - To determine generalised subsoil profile for the proposed road alignment (earthwork planning 8z rock estimation) - To identify unstable soil formation and water

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

Min. Core Length 4.5m

Igneous rocks, bore depth >24m

3.Om

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

6.Om

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

3.Om

Lime stone R/r> 50% and no cavity

6.Om

Lime stone R/r < 50% or with cavity

9m - 21m

Other rocks R/r > 50%

4.5m

Other rocks R/r < 50%

6.Om



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 81 necessary ground treatment - To determine suitability of fill and borrow sources - To obtain subsoil properties; for foundation design for structures

2. SI METHODS & LOCATIONS - Rotary wash boring (NW & HW casings)

- 33 Nos

- Rotary wash boring (air foam drilling technique) - 10 Nos (for Mazier samples) - Trial pits 8z bulk samples/block samples - 10 locations (1.5mx 1.5mx2.Om deep)

- ]KR Probes (Until 12m deep or until 400 blows/300mm)

-200 locations

- Hand Augers

- 20 Nos

Locations of the above are shown in Drg. Nos A 100 Works Spec : JKR Std. Spec., for 51 Works (1980).

3. CRITERIA OF TERMINATING BOREHOLES

* BH21, 131-1213, BH35, BH40 - Max depth = I 5m * 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.

3.2

In Fall Areas Boreholes In filing areas should be termi nated as follows :

3.2.1

Alluvial soll or Soft or Swmav 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.

3.1 Cud Areas 3.2.2. Residual Soil Areas : Boreholes should be terminated after 3 consecutive SPT exceeding 50 or after 3m rock coring or the max depth (about 3m below formation level) specified below, whichever comes first:

a. until 5 SPT exceeding 20 If the height of embankment is loss than 6m. b. until 5 SPT exceeding 30 If the



height of embankment is more than 6m.

3.3

Bruges & Structures Locations of boreholes (11115, 6, 7 8t BH 12 8r 13) are shown in the Drg A 100. Estimated depths are given in the BQ.

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

from each borehole should be selected for classification tests which Include natural moisture content, liquid limit, plastic limit, plasticity index, and particle size distribution (excluding sg, pipette/ hydrometer tests and other chemical tests unless otherwise specified or directed by the Designer). Typical undisturbed samples from soft to firm strata may be selected for odeometer tests/UU/CIU tests etc. Typical undisturbed samples from residual soils may be selected for CIU/CD tests. Water samples are for hH 8t salt contents tests.

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.Om 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).

Bulk samples from trial pits are mainly for classification, compaction & CBR tests. Block samples will be mainly for trlaxial tests (CIU/CD).

GEOTECHNICAL DESIGN CRITERIA FOR ROAD WORKS

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).

GEOTECHNICAL DESIGN CRITERIA FOR ROAD WORKS DESIGN COMPONENT MODE OF FAILURE MINIMUM DESIGN MAXIMUM PERMISSIBLE MOVEMENTS FACTOR OFLIFE SAFETY (durability of materials) VERTICAL LATERAL DIFFERENTIAL 1. Unreinforced Slopes 1.1 Local S global stability 120 75 yrs Analysis should be according to GEOTECHNICAL MANUAL-FOR SLOPES (cut d fill slopes)(1964), GEO Hong Kong . 1.2. Bearing (fill) 2.0 2 Reinforced or treated2.1 Local d global stability 1 50 75 yrs I slopes (not on son t bait 6 FIl sln~5~ ! ground) _^ 2 bearing (fill) r rI t ? Ptfnraên: Anchors ; 1 Tensile Resistance 2 0 75 yrs Geo Spec 1 (1989), GEO Hone

As a general guide, typical disturbed sam ples from Hand Augers and SPT samplers

Kcig

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. LAB 0RATORY TESTING



1 ~ 2 Resistance at Soil ! + BS 8051 I s Grout interface 3 01 ) 3 3 Creep/corrosion 4 Ryid Retaining 1 4 1 Overturning ' 1 8 75 yrs 15 mm along ( 15 mm along 1 15^, Structures4 2Sliding 1 6face of wail I face of wall I along face of wall , 4 3 Overate Stability 1.5 Geoguide I (1983), CEO Hong Kong 4 4 Bearing 2 0 5 Reinforced fill walls/ External Stability 1:100 structures _ BS 8006 120 yrs t5mm per metre height I tt 5mm from reference alignment along face of wall Internal Stability

P 8. Individual Foundation 6.1 Shaft Resistance 2 075 yrs 12 mm along axis of pile Pies (mainly under axial at pile head al design load loads) 38 mm or 10% pile size) at pile head at twice design load. 6 2 Base Resistance 2 0BS 8004 7 Individual Foundation Ultimate lateral 2 5 75 yrs 12 mm along axis of pile- 12 mm perpendicular' to axis of pile toads (mainly under lateral & Resistance at pile head al design load at design load bending loads perpendi cular to axis( of pile) BS 8004 8 Pile group Block Bearing Capacity2 075 yrs 12 mm at Working Load 10 mm BS 8004 9 Piles as retaining As for 4. 6 & 7 above As for 75 yrs structures individual As 4 above for rigid retaining structures foundation BS 8004 piles 10. Embankment on Soft 11 1 Bearing (short term) 1 475 yrs - Total post construction settlement < 4(10 mm Ground 11 2 Local 8 global slope 1 2- 5 years post construction settlement < loo mm (or 10% of estimated ultimate settlement) stability (long term) (For embankment within 10 m from bridge abutment, the above settlement criteria should be reduced to t 5Y.) I ,gAOO~wO~ago urll`wrrl.uuv.+'o ~ ,.

DRAF PINDAAN OKTOBER 1998 GARIS PANDUAN UNTUK POLISI DASAR KE ATAS KEPERLUAN KTMB PROJEK JAMBATAN MELINTASI IALUAN KERETAPI JABATAN KERJA RAYA IBU PEJABAT JKR JALAN SULTAN SALAHUDIN 50582 KUALA LUMPUR DRAF GARIS PANDUAN POLISI DASAR KTM - REVISED OKT `98

POLISI DASAR KE ATAS KEPERLUAN KTMB BAGI PROJEK JA MBATAN 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 projek-projek jambatan JKR yang melintasi laluan KTMB.

2.0. LATAR 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 lukisanlukisan kejuruteraan yang berkaitan akan dikemukakan kepada KTMB. Berdasarkan cadangan ini pihak KTMB akan memberikan ulasan serta syaratsyarat yang perlu dipenuhi oleh JKR.



2.3 Sejak kebelakangan ini JKR mendapati banyak ketidakseragaman timbul didalam keperluan serta syarat-syarat yang diberikaan oleh KTMB. Perbezaan amat ketara diantara satu projek dengan projek yang lain dan menyebabkan JKR berada di dalam dilema untuk memenuhi keperluan-keperluan tersebut. Perkara ini menjadi lebih ketara dm kr.itikal sejak projek `KTMB DoubleTracking' dilaksanakan. JKR khuatir di dalam rnemenuhi keperluan KTMB ini, ketidakseragaman akan dikesan oleh pihak Odit dan JKR akan dipersalahkan di dalam hal ini. 2.4 Rezab Bersama i(Common Reserve) JKR mempertikaikan tindakan KTMB yang menempkan syarat yang perlu dipatuhi oleh JKR memandangkan.TKR juga mempunyai hak keatas rezab terse but. Pihak Kerajaan perlu memutuskan pihak mana yang berhak ke atas com mon reserve ini. 2.5 Oleh yang deurIika,Ir1 J7(R mendapati amat perlu supaya satu polisi dasar dite tapkan oleh kerajaan bagi keperluankeperluan 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-keltieduan yang; dianggap kritikal oleh JKR meliputi perkaraperkara seperti `Flagging charges’, Ìnsurance Policy', kelegaan pugak dan mendatar (Horizontal dan vertical clearance) serta kerja.-kerja perlindungan (protection works) yang perlu disedia kan.

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 kefnggian 6 m menegak di atas landasan dan jarak 10 m mendatar dari garis tengah landasan (within 6 m above the track and 10m from the centre line of the track). 3.1.2. Kakitangan KTMB perlu berada dita pak bina bagi mengawal/menghad kan hadlaju normal keretapi kepada 10km/jam. 3.1.3. Tuntutan bukan bagi keseluruhan tempoh projek tetapi hanya pada masa-masa yang digunakan adalah tetap. Kadar ini telah digunakan oleh KTMB selama 10 tahun. Kadar yang ditentukana adalah 2 (man) x RM50/hari.

3.2. Inconvenience charges 3.2.1. Penutupan sementara atau pengawalan halaju normal keretapi mengganggu kelanearan jaclual per jalanan. 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 menetapkan 'Insurance Coverage' yang berasin gan jika Àll Risk Insurance' yatig 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 berkaitan dengan projek. (b) Kerugian pendapatan (loss of income) ‘All risk insurance' yang disediakan dalam kontrak JKR didapati wajar dan cukup unnik tujuan in.i. 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 kere tapi 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 per simpangan. 3.4.3. Keperluan maksimum KTMB bagi kelegaan pugak dari sudut kejuruteraan Elektrik adalah 6.1m bagi landasan yang mempunyai sistem `cate-

nary'. 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 diperse tujui untuk digunapakai adalah seperti berikut . 3.4.4. Kelegaan Pugak 7.0 m adalah diperlukan bagi struktur jambatan yang merentangi laluan keretapi yang telah mempunyai sistem elektrifikasi iaitu di Lembah Klang (laluan Sentul ke Pelabuhan Klang dan laluan Seremban - Rawang). 3.4.4.1 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. 3.4.4.2 Kelegaan Pugak 6.1 m adalah diperlukan bagi struktur jambatan yang merentangi laluan keretapi yang belum mempunyai sistem elek trifrkasi. 3.5

Kelegaan Mendatar (Horizontal Clearance)

3.5.1 Kelegaan mendatar yang telah diper setujui 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 `dou



ble tracking'. 3.5.2 Bagi laluan berhampiran stesyen, di mana kelegaan mendatar 25m tidak mencukupi dare KTMB memerlukan kelegaan mendatar yang lebih, KTMB hendaklah mengemukakan justifikasi lengkap berhubung dengan kelegaan yang diperlukan dan ianya hendaklah diluluskan oleh Jabatan Keretapi Malaysia. 3.6

(d) Keperluan standard rekabentuk geometri jalan seperti jaraj pandangan (sight distance) dan faktor kese lamatan pengguna jalanraya/jambatan dengan penggunaan New Jersey Barrier. 3.6.3

Ketinggiarl Parapet: Wall adalah 1.8 m.

3.6.4

Àpproach, road' k:e j ambatan hen daklah mempunyai New Jersey Barrier bagi menghalang kenderaan daripada terjatuh kedalam kawasan laluan keretapi.

3.7

Kerja-Kerja Perlindunga,n Pagar keselainatan sementam perlu disediakan 50m sebelum dan 50m selepas lokasi jambawn melintasi landasan. Ini adalah untuk kesela matan pekerja semasa kerja pembi naan dijalanlcin bagi menghalang pekerja dari memasuki landasan keretapi. Ketinggian pagan hendak lah 6m.

4.0

PROSEDUR MELAKSANAKAN PROJEK LINTASAN KERETAPI

4.1

Permohonart kepada KTMB

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 Bahru, Johor untuk. digunapakai bagi lain-lain projek jambatan merentangi laluan keretapi. `New Jersey Barrier' dan `Parapet Wall' ini telah direkabentuk dengan inengam bilkira faktor keselamatan pengguna jalanraya atau jimbatan dan juga keselamatan laluan keretapi di baha gian bawah jambatan tersebut. 3.6.2 `New Jersey Barrier' dan `Parapet Wall' pada jambatan merentangi laluan keretapi yang (Yigunapakai tersebut telah direkabentuk dengan mengambilkira perkara-perkara berikut (a) Kenderaan ttidak rnudah jatuh ke atas landasan KTMB. (b) Pejalan kaki - pejalan kaki tidak sewenang-wenangnya boleh melom pat daripada jambatan berkenaan. (c) Pejalan kaki-pejalan kaki tidak mudah melakukan perkara-perkara yang boleh mendatangkan bahaya kepada mereka dan kerosakan harta benda. termasuk melontar objek ke kawasan laluan keretapi.

4.1.1 Segala bentuk perirlohonan pembinaan jambatan melintasi landasan keretapi perlu aialamatkan kepada Jabatan Pengurusan Hartanah Tkt. 1, Blok Annexe Selatan Bangunan Stesen Keretapi Jalan Sultan Hishamuddin 5,0621 Kuala Lumpur 4.1.2 Permohonan hendaklah dalam bentuk 9 set dokumen-dokumen yang men gandungi 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 haruslah menunjukkan bentuk



peparitan yang akan disediakan bagi membolekan pihak KTMB mengetahui cara mengeluarkan air larian permukaan, bentuk struktur jambatan, jenis cerucuk yang digunakan. 4.1.2.2 Lukisan Ukur Tanah Pelan susun atur dan keratan bujur bagi landasan keretapi 1000m sebelum dan 1000m selepas jambatan melintasi landasan keretapi.

4.2

4.2.1

Permofonan untuk melaklanakan jambatan merentangi laluan keretapi hendaklab dikemukakan 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 dalmn tempuh 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 peringkat rekabentuk sehinggalah pembinaan struktur lintasan keretapi bagi melicinkan perjalanan projek dan mengurangkan gangguan kepada perjalanan keretapi.

4.1.2.3 Program kerja yang menjelaskan jadual kerja pembinaan yang akan dilaksanakan dikawasan sekitaran landasan keretapi. 4.1.2.4 `Method Statement' bagaimana kerja-kerja akan dijalankan dikawasan tersebut. Antara lain perkara-perkara yang perlu adalah kaedah bagaimana pembinaan jambatan akan dijalankan, kaedah penanaman cerucuk, jenis mesin yang akan digunakan. Aktivitiaktiviti yang ada kaitan dikawasan rezab KTMB hendaklah dinyatakan juga. Ini bagi anggaran kos kesulitan dapat ditaksirkan. 4.1.3

Salinaq surat pen;nohonan kepada KTMB hendaklah dihantar kepada Jabatan Keretapi Malaysia.

4.1.3.1 Saliana surat permohonan tersebut hendaklah disertakan bersama: a) Pelan susun atur jambatan yang merentangi laluan keretapi.

5.0 TARIKH BERKUAT KUALA DI GUNAPAKAI 5.1

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.

Peraturan yang diiteta.pkara dalam garis panduan ini adalah berkuat kuasa sertamerta.

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

b) Pelan Keratan rentas di bahagian bawah jambatan.

Tempoh Permohonark Dam Kelulusan.

Sebarang persoalan b.rkai.tan dengan pelaksanaan mana-mana peraturan seperti yang ditetapkrn dalarn garis panduan ini, hendaklah ditujukan kepada Jabatan Kerja Raya Malaysia Cawangan. Jalan, Ibu Pejabat Jabatan Kerja Raya Jalan Sultan Salahuddin 50582 Kuala Lumpur.



JABATAN AUDIT NEGARA (National Audit Department) Jalan Cenderasari 50518 Kuala Lumpur. Tel. 03 - 26966422 Fax 003 - 26930264 Ruj. Tuan Rul. Kami.(16)dlm.Audit/Ps:JKR /726/4 JWJII Tarikh. 24 Oktober 1998

Ketua Pengarah Kerja Raya, lbu Pejabat Jabatan Kerja it aya., Jalan Sultan Sal.ahuddin, 50580 Kuala Lumpur. Puan Ir. Nafisah bt H.j. Abd. Aziz Cawangan Jalan .

U.P.

sanaan projek-projek infrastruktur Kerajaan Persekutuan akibat dari gangguan kepada pihak-pihak yang berkenaan ketika sesuatu kerja sedang dilaksanakan. ii. Tanggungjawab KTMB terhadap Pembangunan Infrastruktur Negara Sebahagian besar modal :Sahara KTMB dimiliki oleh Kerajaan Persekutuan. Maka dalam usaha Kerajaan Persekutuan membangunkan infrastruktur negara yang mans memberi facdah kepada sernua pihak, adalah kurang menasabah bagi KTMB untuk tidak mahu memikul sedikit kos (flagging charges & inconvenience charges) bagi membuktikan bahawa KPAB jugs pri hatin terhadap pembangunan infrastruktur negara.

Puan, iii. KTMB dapat menjimatkan kos

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, pekara yang penting dalam menetapkan garis panduan ini adalah penetapan prosedw.-Prresedur teknikal dan pcntadbiran yang perlu dipatuhi oleh Jabatan Kerja Raya (JKR) dan juga Keretapi Tanah Melayu Berhad (KTMB) dalarn pelaksanaan projek Untasan 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 undangundang yang sedang berkuatkuasa Setakat ini tidak ada sebarang peraturan atau undang-undang yang membenarkan bayaran parnpasan kepada orang awam atau mana-mana pihak lain dalam pelak-

Pembinaan jambatan rrielintasi 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 lalulintas ketika keretapi melintasi lintasan berpagar. Gaji dan kemudahan yang perlu disediakan bagi pekerjapekerja yang berkenaan adalah penjimatan kepada KTMB. iv. Tuntutan KTMB akan menjadi precdent kepada pihak lain Jika inconvenience charges dibayar kepada KTMB dalam urursan kerajaan melaksanakan projek-projek pembangunan kerana ado elemen gangguan kepa da KTMB, maka 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 berpagar, KTMB terpaksa menghalang lalulintas sementara waktu bagi membenarkan keretapi melintasi jalan raya. Dalam kes-kes sedemikian tidak pernah timbul permintaan incon venience charges oleh mana-mana pihak lain terhadap KTMB.

naan jambatan melintasi laluan keretapi dapat dilaksanakan dengan lancar, selamat don mengakibatkan kesulitan yang paling minimum kepada mana-mana pihak. Sekian, terima kasih. `BERKIEIIDMAT UNTU K. NEGARA'

v.

Gangguan tidak dapat diukur dalam nilai wang Kerugian yang telah dialami oleh KTMB akibat daripada kerja-kerja yang sedang dilaksanakan oleh kerajaan tidak dapat ditentukan ataupun ditaksirkan. Pihak Audit hanya bersetuju KTMB menuntut kerugian dalam keadaankeadaan yang berikut: -

Sek:iranya terdapat litigasi oleh pihak swam terhadap KTMB yang berpunca dari kerja-kerja yang dijalankan oleh JKR secara lang sung.

-

Laluan keratapi langsung tidak dapat digunakan.

-

Bilangan. keretapi yang boleh lalu setiap hari terpaksa dikurangkal,-i akibat kerja-kerja

vi.

Flagging charges pada RM50/hari bagi dua orang pada masa-masa sebenarnya diperlukan merupakan sate petty claim. Biarkanlah ini men jadi satu sumbangan. kecil oleh KTMB terhadap pembangunan infra struktur 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 prosedurprosedur teknikal don pentadbiran bagi KTMB don JKR mematuhi, supaya kerja-kerja pembi-

ÀUDITAN BERKUALITI MENINGKATKAN AKAUNTABILITI ' Saya yang menurut perintah,

(P RANCES SOOZA) Ketua Cawangan Audit Kerij Raya Bahagian Audit Kerajaan Persekutuan b.p. Ketua Audit Negara Malaysia.

1.-This kinematic envelope is based on . a speed of 120 Kph and incorporates the following track tolerances o 1.1 Track. alignment ±25 mm 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 ; allowdnces must be made for superelevation and curvature (end throws/centre throws)

REINFORCED FILL STRUCTURES by Ir Neoh Cheng Alk

1. Introduction Reinforced flll structures mean :structures with vertical or near vertical face (B > 70°) which compresses tensile and shall include any connections and any facing ensure sta bility. There has been an increasing extensive use of reinforced fill structures to replace con



ventional 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 elements, fills, facings, connections etc are quite doubtful due to lack of acceptance criteria and approval procedure. This paper will briefly discuss the founda mentai concept of reinforced fill structures, compare the differences between various common systems available and subsequently propose minimum design requirements for reinforced fill structures.

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, reinforcing 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 serv ice life expected

2. Foundamental Concept 4.2 FOS

Fig. l

Fig.2

-

-

Table l

Fig.3

shows effect of reinforcement on a soil element. shows typical forms of reinforce ment. Checidist for investigation of reinforcement products.

-

FIg.4 -

Definitions and types of walls and abutments. Design procedure for reinforced soil walls

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 gal vanised (BS 729: 1986) and minimum zinc coating 610g/m1(85 microns). The sacrificial steel thickness allowance for each surface of galvanised steel component should be 0.75mm. 4.4 Fill

Fig 5

Fig.6

Fig.7

Table 2

-

-

-

Minimum sizing of reinforces fill structures. Min FOS against various ultimate limit states - external stability. shows serviceability limit states external and internal stability. Usually accepted tolerances for faces of reinforced fill struc tures/walls.

3. Types of Reinforced Fill Structure Reinforced Fill StrucL-ure systems such as

Basically sand with the following properties shall be use Max size % passing l Omm BS sieve % passing 600 microns 96 passing 63 microns pH resistivity (ohm-m) chloride ion content Total sulphate content Total sulphide content

150mm >25 >8 0-10 5-10 >10 <0.02% <0.2% <0.03%



4.5 Facings R.C types of various shapes

4.6 Connections Connections between facing and rein forcing 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 complying with BS 4360:1979 All steel shall hot-dip galvanised to BS 729:1972 and minimum zinc coating shall be 610g/mz (85 microns).

Design philosoohv Limit state design, with load factors and material factors General Load factors fts applies to weight of structure and earth pressure behind (here: fts - 1.5) fq applies to traffic load and induced earth pressure (fq = 1.5) Material factor fm material factor: fm = (fmss*fm12)*(fm21*fm2:) to take account of... fns 1 manufacturing variations fm12 extrapolation of data and confidence of long-term capacity assessment frn2t construction damage fm22 rate of environmental and aging degradation

Ramifications of failure, fn to take account of economic ramifications of failure (fo = 1.0 to 1.1) Long-term base strength °l's Design tensile load I'D s To / (fm *fn) where TD includes load factors i.e. practically: (frs; fq)*Tat s To / (fm *fo) Galvanized steel strip reinforcement1 (width w) Design thicknessE< = En - Es (nominal thickness - sacrificed thickness) Sacrificed thickness Es = 0.9mrn for 70 yrs service life; 1.5mm for 120yrs Long-term base strength To = wv* E: *au (au = rupture stress) Material factors (En 2 4mm)) fm =(fmss*fm12)*(fmzs*fa22)= 1.5 Allowable tensile load Tassow S w*E:*au /[(fts: fq)*fm*fn]= w*Ec*au /(1.5* 1.5* 1.0) Tauow S 0.414*( %,*Ec*au) Polymeric reinforcements Long-term base strength To = extrapolated tensile creep rupture strength at end of service life TCR Material factors fm 11 z 1.0 depending on quality control and tolerances fmt2 z log(ta/tt) depending on consistency of products tested where to =design service life, ti = duration of real time creep tests fm21 to be derived from trials, plus assessment of long-term effects fm22 to be assessed, depending on polymer, soil chemistry. temperature, state ofstress, design service life etc.. Allowable tensile load Taw% s Tctt / [(frs: fq)*fm*fn) = TCR /[1.5*fin* 1.0) Tatsow 5 0.67*Tcx / [(fmst*fmr2)*(fm21*&_2)J _AASHTO (Interim 19941 Design hiphilosophy iL loso_ohv Working stresses (no load factors) Galvanized steel strip reinforce== (width w) Allowable stress 0.55 ay (sy = yield stress) Design thicknessEC = En - Es(nominal thickness - sacrificed thickness) Sacrificed thickness (until end of design service life) 1/ galvanization (86p) laplside/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 service life) Allowable tensile load Tallow s w*Fu*0.55Fy Tassow S 0.5.5*(w*Ec*ay)



Polymeric reinforcements Limit state tensile load Ts highest load level at which no failure can occur within design service life Factors FC"factor of safety" with respect to construction damage. to be determined by tests (1.05 < FC < 3.50) FD "factor of safety" with respect to environmental and aging losses, to be based on product specific data (1.1 < FD < 2.0) FS overall factor of safety to account for uncertainties in structure geometry, externally applied loads, fill properties, reinforcement manufacturing ,variations (1'S == 1.78) Allowable tensile load 'Tallow s: Ti/QFC*FD*FS) 'Tallow s 0.56*Ti/(FC*FD)

GARISPANDUAN & ARAHAN TEKNIK JALAN JABATAN KERJA RAYA MALAYSIA Garispanduan don Arahan Teknik (Jalan) yang teiah oaerbitkan oleh Unit Rekabentuk Jalan, Cawangan Jalan, Jabatan Kerja Rays, boleh dibeli daripada : Cawangan Pengurusan Tender dan Harta Bahagian Kewangan dan Akaun Blak A, Tingkat Bawah Kementerian Karja Raya Jalan Sultan Salahuddin 50580 Kuala Lumpur. Tel: 4684316 Pembayaran hendaklah dibuat dengan kiriman wang (.Money order) atau postal order atas name Ketua Akauntan Kementerian Kerja Raya. Harga Garlapanduan & Arahan Teknik (Jalan) 1. Arahan Teknik (Jalan) 1/85 (Pindaan 1/89) Manual On Design Guidelines of Longitudinal Traffic Barrier ........... RM2.00 2. Arahan Teknik (Jalan) 2A/85 Manual on Traffic Control Devices: Standard Traffic Signs ................... RM8.00

3. Arshan Teknik (Jelsn) 2B/85 Manual on Traffic Control Devices: Traffic Sign Applications ............... RM5.00 4. Arahan Teknik (Jalan) 2C/85 Manual on Traffic Control Devices: Temporary Sign And Work Zones Control............................................ RM10.00 5. Arehan Teknik (Jalan) 213183 Manual on Trat Control Devices: Road Marking And Delineation ...RM4.00 6. Arahan Teknik (Jalan) 2E/87 Manuel on Traffic Control Devices: Guide Signs Design And Application ........ ....... RM9.00 7. Arahan Teknik (Jslon)3185 (Pindaan 1188) Garispanduan Untuk Memproses Pembangunan Tepi Jalan Persekutuan. ...... ..........................TidaK dijual 8. Arahan Teknlk (Jalan) 4/85 (Pind.1997) Application for The Installation of Public Utilities Services Within the Road Reserve First SChedurs - Guidelines For JKR Engineers- Tidak dijuai Soo" Schedule instruction To Applicants... ...........RM11.00 9.Arshan Teknik (Jalan) 5/85 Manual On Pavement Design ........RM2. 00 10. Arshan..Teknik (Jalan) 8/85 (Pindaen 1/88) Guidelines for Presentation of Engineering Drawings ........................ RM5.00 11. Arahan Taknik (Jalen) 7/85 Garis Panduan Untuk Penyedlaan Pelan Pengambilan BaNk Tanah Bagl Projek Jalen Persekutuan .............................. RM1.00 12., Arehart Teknik (Jalan) 8/88 A Guide On Geometric Design of Roads ...... .............................RM9.00 13. Arahan Teknik (Jalan) 9/88 Guidelines for The Installation of Kilometre Past... ...............................................Tidak dijual



14. Arahan Teknik (Jalan) 10/86 A Guide To The Design of Cycle Track ......... ........................RM2.00 15. Anahen Teknik (Jalan) 11187 A Guide To The Design of At-Grade Intersections .................................. RM11.00 16. Arahan Teknik (Jalan) 12/87 A Guide To The Design of Interchanges ........ ................RM10.00 17. Arahan Teknik (Jalan) 13187 A Guide To The Design of Traffic Signals ...... ...............................................................RM9.00

27. Standard Specification for Road Works ..................................................... RM22.00 28. Road Safety Audit Guidelines for the So" Audit of Roads' and Road Project In Malaysia ..................................................... RM200.00

Minit Mesyuarat Defination Rock, Unsuitable Material & Concrete Road Kerb Yang Diadakan Pada 17 Mac 1998 Di Bilik Mesyurat, Cawangan Jalan, Ibu Pejabat JKR, Kuala Lumpur.

Yang Hadir 18. Arahan Teknik (Jalan) 14/87 Model Terms of Reference For Detailed Ground Survey And Engineering Design of Roads .......................................... RM3.00

1. Dato' Ir Dr. Wahid b. Omar - Pengarah Jalan (Pengerusi) 2. Ir Neoh Cheng Aik -

JPK (R)

3. Ir Chin Wei Cheng

-

Tim. Pengarah (Caw. SKP)

20. Note Teknik (John) 19/97 Intermediate Guidelines to Road Reserve Landscaping .....................................RM20.00

4. Ir Rohani bt Razak

-

JPK (J)

5. Ir Wong Wai Cheng -

JPK (Projek)

21. Construction Supervision Manual for Contract Roadworks ........................RM50.00

6. Ir Goh Chee Eng

PPK (HPU)

19. Arahan Teknik (Jalan) 15197 Intermediate Guidelines to Drainage Design of Roads ...............................RM30.00

22. Guidelines for Inspection A Testing of Road Works .....................................RM30.00 23. A Guide to the Visual Assessment of Flexible Pavement Surface Conditions .......... ...........................................................RM20.00 24. Interim Guide to Evaluation and Rehabilitation of Flexible Road Pavement ..... ...........................................................RM20.00 25. Interim Guide on Identifyirrg. Prioritising and Testing Hazardous Locations on Roads in Malaysia ......................................RM30.00 26. Guidelines for the Environmental Impact Assessment of Highway/Road Project ........... RM45.00

-

7. Ir. Abu Harith b. Hj. Shamsudin - PP (Caw. Bangunan) 8. Pn. Tan Kim Lian - Jurukur Bahan Kanan(Caw. Kontrak dan Ukur Bahan) 9. Cik Noriha Derin

-

Wakil LLM

10. Ir Kamalaldin Abd. Latif - PPK (Standard) 11. Pn. Aishah Othrnan-

PPK (Pelbagai)

12. Dr. Azmi b. Hassan

-

PPK (Senggara)

13. Pn. Nafisah bt. Abd. Aziz - PPK (Zon Selatan)



14. Ir Baharanuddin Che Zain - PPK (Zon Utara) 15. Ir Kamil Puat b. Nil

-

16. Pn. Roziyah bt. Ismrail-

PPK (Zon Timur) PP (Jurukur Bahan)

17. Pn. Naelah bt. Mat Kasa Awam (Standard)

Jurutera

2. 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.

3. 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.

PRECISE clear-cut, objective and specific in nature; minimum personal discretion is required in interpretation & decision.

REALISTIC realistic in reflecting cost of excavation & time (within a reasonably accurate margin). Ir Neoh also informed that when rock is

encountered in bulk excavation, it can usually be loosened by:-. - drilling & blasting (use explosives or chemicals) - ripping (use D7, D8 or DO). - excavating by powerful hydraulic excavator (effective and practical only for soft rock) - pneumatic tools (slow, < 5m3/hr). - wedges & sledge; hammers (very slow, practical only for small quantity of rock). - combination of the above. Cost effective method for rock excavation depends on:- type of rock - degree of weathering - joints/discontinuities (spacing) - zon (intact/sheared/faulted) - quantities/volume - time constraint - environmental and site constraints





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