Bridge Value Engineering

5/23/2018 Bridge Value Engineering

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Concessionaire:

Projek Lintasan Sungai

Besi -Ulu Klang Sdn. Bhd.

Tingkat 3 Blok G, Excel la

Business Park,

Jalan Ampang Putra, Taman

Ampang Hi l ir,

55100 Kuala Lumpur.

Main Consultant:

Sepakat Setia Perunding Sdn.

Bhd.

Wisma SSP, Level 8-18 ,

No 1, J ln SR 8/3 Serdang Raya,

43300 Seri Kembangan,

Selangor.


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3

1INTRODUCTION

2

DESIGN ASSUMPTIONS

4DESIGN PACKAGES

DESIGN CONCEPTS


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SRI PETALING

SG. BESI

ALAM

DAMAI

CHERAS

KAJANG

CHERAS

HARTAMAS

BKT

TERATAI

PERMAI

TASIK

TAMBAHAN

PKN

AMPANG

KOSAS

BKT

ANTARABANGSA

AMPANG

POINT

TMN

HILLVIEW

ULU

KELANG

Main Line 24.6 km

Interchanges 14 nos.

Toll Plazas 3 nos.

BUKIT

ANTARABANGSA

BUKIT

BELACAN

TMN

KOSAS

TMN

PUTRA

TMN BUKIT

PERMAI

PANDAN

INDAH

TMN BUKIT

SEGAR

CHERAS

HARTAMAS

BDR TASIK

SELATAN

TAMAN

CONNAUGHT

ALAM

DAMAI

BKT

JALIL

SRI

PETALING

TASIK

PERMAI

TASIK

TAMBAHAN

JALANLOKE YEW

MIDDLE RINGROAD 2 (MRR2)

AKLEH

DUKE

GRANDSAGA

PLUS

BESRAYA

KESAS

TAMAN

DAGANG

DBKL

MPAJ

MPKj

92%

8%

Alignment Composition

Elevated

At-grade

SECTION A SECTION B


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Overall Alignment (Section A)

Sri PetalingInterchange

Sg. BesiInterchangeAlam DamaiInterchange

Cheras Kajang

Interchange

Cheras HartamasInterchange

Toll Plaza No.1And

Rest & Service

MRR2 to Ampang


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Alignment on Geological Map (Section A)

Granite

Quartzite and phyllite

Limestone

Schist

Vein quartz

Phyllite lens


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3

1INTRODUCTION

2

DESIGN ASSUMPTIONS

4DESIGN PACKAGES

DESIGN CONCEPTS


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1. Superstructure :-

i. Span Configuration

Short to medium span = 30.0m (U-Beam)

Medium span = 40.0m (T-Beam)

Special crossing = > 50.0m (Segmental B.G. & Balanced Cantilever B.G.)

ii. Bridge Articulation

1 module consist of 4 to 5 spans with continuous deck (link deck)concept

Precast beams seated on elastomeric rubber bearings

1 module consist of 4 to 5 spans

Bridge Structure / Bridge Type


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1. Superstructure :-

iii. Continuous Deck System (CDS)

Continuity with structurally continuous top slab, short lengths of thetop slab are locally separated from the top of the beams (BA 57/01)

Superstructure is constructed in the usual manner by simply supported

ends of precast beams on separate bearings

Span by span easy construction

Continuity with structurally

continuous top slab Proposed CDS



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(iv) Parapet

- Reinforced concrete parapetdesigned to TL-4 impact

- Aesthetic faade or shape can be

designed to suit

(v) Rain Water Down Pipe (RWPD)

- uPVC RWDP class D to be used.

- RWDP not to cast in the bridge pier.



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2. Substructure :-i. Pier type T-shape pier

Portal pier

Staggered portal pier

Double decker pier

ii. Cross head Precast segmental crosshead (post-tensioned)

Cast in-situ cross head

iii. Column shape

Rectangle shape with emboss/grooves (H < 25.0m) Hollow core pier with emboss/grooves (H > 25.0m)

iv. Foundation

Bored piles (non-displacement piles)

Caisson piles



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3

1INTRODUCTION

2

DESIGN ASSUMPTIONS

4DESIGN PACKAGES

DESIGN CONCEPTS


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(i) Design Code & References

13.BS5400 Part 9: 1983 Code of Practice for

Design of Concrete Bridges Bridge Bearings, BSI14.BD28/87 Early Thermal Cracking15.BS6779 Parapets for Vehicle Containment on

Highways16.BS5950 Structural Use of Steel17.BS8004:1998 Foundations18.BD30/87 Backfilled Retaining Walls and Bridge

Abutments.19.BD31/01 The Design of Buried Concrete Box

and Portal Frame Structures.20.BD52/93 The Design of Highway Bridge

Parapets.21.BD57/95 Design of Durability22.BD74/00 Foundations23.BA24/87 Early Thermal Cracking of Concrete

(Advice Note).24.BA26/94 Expansion Joints for use in Highway

Bridge Decks

25.CIRIA Guide 1: A Guide to the Design of AnchorBlocks for Post Tensioned Prestressed Concrete.

26.AASHTO LFRD Bridge Design Specification 4thEdition, 2007

27.Guide Specification for Design and Constructionof Segmental Concrete Bridges (AASHTO) 2003Interim Edition

1. BD15/92 General Principles for the Design and

Construction Bridges: Use of BS5400: PT1: 1998BD20/92 Bridge Bearing Use of BS5400: Part 9:1983 BD37/01 Loads for Highway Bridges,Department of Transport and Traffic Highwayand Traffic.

2. BD58/94 Part 9 & 10 for the Design ofConcrete Highway Bridges and Structures withExternal and Unbonded Prestressing.

3. BS5400 Part 1: 1998 for General Statement

Steel, concrete and composite bridges, BSI4. BS5400 Part 4: 1990 Code of Practice for

Design of Concrete Bridges Steel, Concreteand Composite Bridges, BSI

5. BD24/92 The Design of Concrete HighwayBridges and Structures, Use of BS5400: Part 4:1990

6. BD33/94 Expansion Joints for Use in HighwayBridge Decks.

7. BD42/96 Design of Integral Bridge8. BD60/04 Vehicle Collision Load9. BS8006 Code of Practice4 for Reinforced Soil

and Other Fills10.BS8002 Code of Practice for Earth Retaining

Structures11.BS8110 Part 1 Structural Use of Concrete

Code of Practice for Design and Construction

12.BS 4449:1997 - Specification for carbon steelbars for the reinforcement of concrete.

DESIGN ASSUMPTION


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(ii) Concrete Grade

Structural Element Minimum Cube

Strength (N/mm2)

Aggregate Size

(mm)

Superstructure PrecastElement

50/55/60 20

In-Situ Superstructure 50 20

In-Situ Continuity Stitches 40 20

Parapet 40 20

Bearing Plinth 50 20

Pier Crosshead & Column 40/50 20

Abutment, bases & PileCap

40 20

Bored Piles 40 20

Precast Pile (Minimum) 60 20

Caisson 40 20

Blinding 20 20

DESIGN ASSUMPTION


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(iii) Cover to Reinforcement and Exposure Condition

Element Cover Detail(mm) ExposureCondition

Piles (Bored Cast In-Situ) 75 Severe

Pile caps 50/75 (soffit) Severe

Columns, crosshead anddiaphragm

50 Severe

Abutment and approach slab 50 Severe

Cast in-situ deck slab (soffit) 40 Severe

Cast in-situ deck slab (top) 40 Severe

Post-tensioned beam (sitecasting)

45 Severe

Pre-tensioned beam externalface

35 Severe

Pre-tensioned internal face 25 Moderate

Bearing plinth 50 Severe

Parapets 50 Severe

DESIGN ASSUMPTION


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(iv) Class Categories of Prestressed Concrete Structure

Class 1Under Load Combination 1 - HA load only Class 2Under Load Combination 2 to 5 HA or HA+30HB

(v) Traffic Live Load

HA & HB LoadingBridges shall be designed for HA loading combined with HB loadings and pedestrian live loadwhere appropriate in accordance with BD37/01and BD24/92. The following shall be adopted inthe analysis and design.

I. Serviceability Limit StateSLS Load Combination 1:Type HA+KEL loading for prestress design Class 1 (zero tension) and crack width check forreinforced concrete section.SLS Load Combination 2 to 5:

Type HA+KEL, or Type HA+KEL in combination with 30 units of HB to prestress design Class 2 for allbridge structures.

II. Ultimate Limit StateULS Load Combination 1 to 5:Type HA+KEL, or Type HA+KEL in combination with 45 units of HB.

DESIGN ASSUMPTION


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(v) Crack width

The serviceability limit state of crack for the reinforced concrete components shallfollow the requirements as specified in Clause 6.3.2.4 of BS5400-Part 4. The maximumdesign crack width shall not exceed 0.25mmbased on the nominal / actual concretecovers whichever is more.

(vi) Centrifugal force, longitudinal force, wind load, temperature load The above mentioned forces shall be designed in accordance with BD 37/01. Partial load

factor shall be in accordance with BD 37/01.

(vii) Creep & shrinkage The above mentioned forces shall be designed in accordance with BS 5400, Part 4. The

relative humidity is to be assumed at 70%.

(viii) Earthquake loading In view of the lack of standard and code of practice specifically available for Malaysia, it

is recommended that a PGA of 0.03gbe adopted for this project. This is based on thevalues widely adopted by current construction industry.

(viii) Vehicle collision load For collision force to piers within 4.5m of a carriageway shall design in accordance to BD

60/04, The Design of Highway Bridges for Vehicle Collision Loads. For collision force to piers greater than 4.5m from the edge of a major carriageway with

a safety fence shall design in accordance to BS 5400 Part2 Cl 6.9.

DESIGN ASSUMPTION


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3

1INTRODUCTION

2

DESIGN ASSUMPTIONS

4DESIGN PACKAGES

DESIGN CONCEPTS


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(Preliminary Alignment & Bridge GA)


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Item Package Name A1 A2 A3 A4 A5 A6

1 Lead Consultant SSP

2Detailed Design

Consultant (DDC)SSP JURUTERAS PSCE SSP EDP AMIN & TEH

3 Chainage (KM) 02.4 2.44.2 2.46.0 6.07.8 7.89.6 9.611.0

4Scope of Preliminary

DesignPreliminary Alignment & Bridge General Arrangement

5Scope of Detailed

Design

1) Road Works (including widening of existing roads)2) Bridge & Structure

3) Geotechnical (Bridge Foundation)

4) Drainage (for bridge / viaduct)

5) Relocation (or protection) of existing drainage, water pipe and sewer pipe

6) Toll Buildings & Infra

7) Toll Building & Toll Plaza (M & E Services)

8) Street Lighting (for bridge / viaduct) (including soffit lighting & high mast lighting)

9) Relocation of existing Street Lighting10) Relocation (or protection) of existing power and tele-communication cables)

11) Relocation of TNB Overhead Transmission Cable

6 Topographic Nature

Built-Up

Areas &

Rolling

Terrain

Built-Up

Areas &

Rolling

Terrain

Built-Up Areas

& Rolling

Terrain

Built-Up

Areas &

Rolling

Terrain

Built-Up Areas

& Rolling

Terrain

Built-Up

Areas & Hilly

Terrain


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Item Package Name A1 A2 A3 A4 A5 A6

7Traffic

Management

KESAS, MRR2,

KLSH &

BESRAYA

MRR2

Jalan 1/118B,Jalan Alam

Damai &

Persiaran Alam

Damai

Jalan AlamDamai, Persiaran

Alam Damai &

Jalan 1/144A

CherasKajang

Highway

Jalan BandarBaru Segar

Utama & Jalan

Bukit Segar

Jaya

8Upgrading of

Existing Road

MAJOR

(Widening of

KESAS & MRR2

for construction of

piers at median &

shoulder)

MAJOR

(Widening of

MRR2 for

construction of

piers at median

& shoulder)

MAJOR

(Existing Alam

Damai will be

modified tounderpass

adjacent to Toll

Plaza &

construction of

pier at median

& shoulder of

existing road)

MAJOR

(Existing Alam

Damai will be

modified tounderpass

adjacent to Toll

Plaza &

construction of

pier at median &

shoulder of

existing road)

NOMINAL

(Construction ofAcceleration &

Deceleration on

both side of

CherasKajang

Highway)

NOMINAL

(Traffic Light

Junction at JlnBandar Baru

Segar Utama &

Jln Bukit Segar

Jaya for ramp

connection with

SUKE)

9

Interfacing Issues

between Packages

& other Highways

Sri Petaling

Interchange & Sg.

Besi Interchange

(KESAS, MRR2,

KLSH &

BESRAYA)

MRR2

Jalan 1/118B,

Jalan Alam

Damai &

Persiaran Alam

Damai

Alam Damai

Interchange

(Jalan Alam

Damai &

Persiaran Alam

Damai)

& Jalan 1/144A

CherasKajang

Interchange

(Cheras

Kajang Highway)

Cheras

Hartamas

Interchange

(Jln Bandar

Baru Segar

Utama & Jln

Bukit Segar

Jaya)


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Package A1 Layout Plan

CHAINAGE CH.0 CH.2400

PACKAGE A1LOCATION SRI PETALING I/C

& SG.BESI I/C

LEADCONSULTANT &PRELIMINARYDESIGNCONSULTANT

SEPAKAT SETIAPERUNDING (SDN)BHD

DETAILED

DESIGNCONSULTANT

SEPAKAT SETIA

PERUNDING (SDN)BHD


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Package A1 Mainline Profile

Crossing ERL,STAR LRT, KTM

KESAS Hwy

To Sg Besi

To Ulu Kelang


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Elevated Viaduct Summary

Package Alignment Chainage Superstructure

Type

Span

Configuration

Substructure

Type

A1

Ch 0 -

2400

Mainline

Ulu Kelang

Bound

Ch. 950-

1330SBG

60+100+100+6

0+60+60

TPier (Precast

segmental x-

head), Portal Pier,

Single Pier

Supporting SBG

Structure &

Special Crossing.

Ch. 2045-

2280

Special

Crossing65+105+65

U-Beam & T-

Beam

U- (30m),

T- (>30,30,


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Bridge Foundation Estimated Pile Length

BH REF

COORDINATESAPPROXIMATE

BH CHAINAGE

APPROXIMATE

CHAINAGEPier ID

PILE

DIAMETER,

D (mm)

WORKIN

G LOAD,

WL (kN)

ESTIMATED SOCKET

LENGTH, (m)

ESTIMATED

PILE LENGTH,

bcl (m)E N

BH 18 146.851 -12125.972 CH 1500 CH1300 - 1600CH1225 - 1600 BP5BP13SP6SP15 2500 38000 65m in Hard Soil 95m

BH 22 184.062 -12041.878 CH 1600 CH1600 - 1950CH1600 - 1900BP14BP22SP16SP23 2200 32000 16m in Limestone 36m

BH36 724.736 -11770.507 CH2200CH2360

AP1AP4 2200 23820 11.0 in Limestone 23.0

JP1JP5 2200 24250 11.5 in Limestone 23.5

Main Line:


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Sri Petaling Interchange

Pile size, mm

dia.Pile Type

Estimated

working load,

kN

BH REF

ESTIMATED

SOCKET LENGTH,

(m)

ESTIMATED PILE

LENGTH, bcl (m)

1 MS10 900 Bored pile 4250 BH317.0 in very hard

soil41.0

2 MS20 900 Bored pile 4250 BH25 4.0 in Limestone 22.0


soil42.0


soil46.5


soil47.5

6 MS60 900 Bored pile 4250 BH13 4.5 in Limestone 28.5

Sungai Besi Interchange

Pile size, mm

dia.Pile Type

Estimated

working load,

kN

BH REF

ESTIMATED

SOCKET LENGTH,

(m)

ESTIMATED PILE

LENGTH, bcl (m)

1 MB10 900 Bored pile 4250 BH32 5.0 in Limestone 17.0




Interchange:


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Main Line Ulu-Kelang Bound

30m span U-12 Beams

Main Line Both Bound

Special Crossing

Cast In-situ Box Girder(65m+105m+65m)

Main Line Sg. Besi Bound30m span U-12 Beams


Precast Segmental Box Girder

60+60+60


Precast Segmental Box

Girder

60+60+60


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30/80


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PACKAGE A2

LOCATION MRR2

LEADCONSULTANT& PRELIMINARYDESIGNCONSULTANT

SEPAKAT SETIAPERUNDING(SDN) BHD

DETAILEDDESIGNCONSULTANT

JURUTERASENGINEERS SDNBHD



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Along MRR2To Sg BesiTo Ulu Kelang


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Type

Span

Configuration

Substructure Type

A2

Ch 2400

4200

Mainline

Ulu Kelang

Bound Ch. 2400-

4200

U-Beam & T-

Beam

U- (30m),

T- (>30,


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BH REF

COORDINATES

APPROXIMATEBH CHAINAGE

APPROXIMATECHAINAGE

PIER ID

PILE

DIAMETER,

D (mm)

WORKING

LOAD, WL

(kN)

ESTIMATED

SOCKET LENGTH,

(m)

ESTIMATED

PILELENGTH,

bcl (m)

E N

BH37 711.250 -11522.108CH2360-

CH2520

AP5 2200 26560 13.0 in Limestone 26.5



BH38 715.995 -11420.693CH2520

CH3060



BH40 1043.074 -10890.923CH3060

CH3280

AP24AP29 2500 38090

15.5 in

Siltstone/Sandston

e

56.0

or 55.0 in hard soil 92.5

JP26JP31 2500 38090

15.5 in

Siltstone/Sandston

e

56.0

or 55.0 in hard soil 92.5

BH41 1169.623 -10826.079CH3280

CH3560

AP30AP38 2200 30810 7.5 in Granite 44.0

JP32

JP40 2200 30810 7.5 in Granite 44.0

BH43 1453.598 -10753.018CH3560

CH3660AP39 - AP41 2200 27900 7.5 in Granite 21.0

JP41JP43 2200 27900 7.5 in Granite 21.0

BH44 1528.471 -10646.438CH3660CH

3800

AP42AP44 2500 3730013.0 in Granite 55.0

59.5 in hard soil 94.0

JP44JP47 2500 3730013.0 in Granite 55.0

59.5 in hard soil 94.0

BH45 1650.572 -10556.56

CH3800

CH4140

AP45AP54 2200 28700 8.0 in Granite 30.5

JP48

JP57 2200 28700 8.0 in Granite 30.5


Main Line:


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36/80

Main Line Both Bounds30m span U-12 Beams


37/80


38/80

P k A3 L t Pl


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CHAINAGE CH.4200

CH.6000

PACKAGE A3

LOCATION ALAM DAMAI




PRODUKIFSEPAKATCONSULTINGENGINEERINGSDN BHD


P k A3 M i li P fil


40/80


To Sg Besi

To Ulu Kelang

El t d Vi d t S


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Type

Span Configuration Substructure Type

A3Ch. 4200

- 6000

Mainline

Ulu Kelang

Bound Ch. 4200-

6000

U-Beam &

T-Beam

U- (30m),

T- (>30,


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BH REF

COORDINATESAPPROXIMATE

BH CHAINAGE

APPROXIMATE

CHAINAGEPIER ID

PILE

DIAMETER,

D (mm)

WORKING

LOAD, WL

(kN)

ESTIMATED SOCKET

LENGTH, (m)

ESTIMATED

PILE LENGTH,

bcl (m)E N

BH46 1920.648 -10469.745 CH4140CH4220

AP55AP58 2200 25000 7.0 in Granite 16.0JP58JP61 2200 25000 7.0 in Granite 16.0

BH47

2346.904

-10434.779 CH4240

CH4600 AP59AP70 165015000 5.0 in Granite 30.59000 3.0 in Granite 28.5

BH48 2395.162 -10413.586 CH4600 -CH4940 AP71AP79 1650

18500 7.0 in Granite 19.013000 5.0 in Granite 17.0

BH49 2513.615 -10487.854 CH4940 -CH5320 AP80AP91 1650

16000 5.5 in Granite 32.510000 3.0 in Granite 30.0


Main Line:


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Main Line Both Bounds

30m span U-12 Beams

40m span T Beams


45/80


46/80



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CHAINAGE CH.6000 CH.7800 & TP1

PACKAGE A4

LOCATION ALAM DAMAI LEN SENG



DETAILED

DESIGNCONSULTANT

SEPAKAT SETIA

PERUNDING(SDN) BHD




48/80


Toll Plaza 1 To Sg Besi

To Ulu Kelang



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Package Alignment Chainage Superstructur

e Type

Span

Configuration

Substructure Type

A4

Ch. 6000

7800

Mainline

Toll PlazaCh. 6020 -

6700U-Beam U- (20, 30)

Double Decker,

Toll Plaza Pier

Ulu Kelang

Bound

Ch 6700

7800U-Beam U-Beam

Double Decker,

Hollow Core Pier.Bkt Jalil Bound Ch 67007800

Alam Damai

I/CMA10, MA40 Ramps

U-Beam & T-

Beam

U- (30m),

T- (>30m,


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BH REF

COORDINATES

APPROXIMATE

BH CHAINAGE

APPROXIMATE

CHAINAGEPIER ID

PILE

DIAMETER,

D (mm)

WORKING

LOAD, WL

(kN)

ESTIMATED

SOCKET

LENGTH, (m)

ESTIMATE

D PILE

LENGTH,

bcl (m)

E N

Toll plaza CH6260- CH6780 TP1TP15

BH57 4284.935 -11121.723 CH6780 - CH6860 AP127AP130 165016000 6.0 in Granite 18.0

10000 3.5 in Granite 15.5

BH58 4457.439 -11051.700 CH6920 - CH7580 AP132AP148 165018500 6.0 in Granite 24.0

13000 4.0 in Granite 22.0

BH64 5212.436 -10690.780 CH7880 CH74207900 AP144 -AP155 1200 7000 3.0 in Granite 30.0


Main Line:



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Alam Damai Interchange

Pile size, mm

dia.Pile Type

Estimated

working load, kNBH REF

ESTIMATED SOCKET

LENGTH, (m)

ESTIMATED PILE

LENGTH, bcl (m)

1 MA10 1500 Bored pile 10000 BH57 4.0 in Granite 16.04 MA40 1500 Bored pile 10000 BH58 3.5 in Granite 21.5


Interchange:


52/80


53/80

Main Line / Toll Plaza

30m span U-12 Beams


54/80


55/80


56/80

PROPOSED REALIGMENT BY PUBLIC - MANDARINA

Proposed East West Link EWL) Expressway by Taman BukitMandarina 2 Residence : on 18thOct. 2012; Selangor State appointed UTM Prof. Dr.

Othman Che Puan as independent cosultant to carry outcomparative study on the alignment,

on 07thFeb. 2013; the report was presented to UPEN, it was concluded that the original SUKE alignment is a better

option compared to EWL.

EAST WEST LINK


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PROPOSED ALAM DAMAI INTERCHANGE

ALAM DAMAI

TOLL PLAZA &INTERCHANGE

RAMPS TOPERSIARAN

ALAM DAMAI


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PROPOSED REALIGMENT BY PUBLIC ALAM DAMAI

DAMAI 23(2 storeys Shop Lots

4 storeys Shop Lots

(Under Construction)

(With 2 lanes Ramp Toll)To acquire: 28 shop lots (2 storeys) 21 nos. of terrace houses 1 construction areas Damai 23

Shop Lots under construction

PROPOSEDRAMPS TO

JALAN ALAMDAMAI WITHRAMP-TOLL


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60/80


PACKAGE A5

LOCATION CHERAS KAJANG I/C &FORESTRESERVE

LEADCONSULTANT& PRELIMINARY

DESIGNCONSULTANT



EDPCONSULTINGGROUP SDN BHD




61/80


Crossing Cheras Kajang Hwy

Forest Area

To Sg Besi

To Ulu Kelang



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Package Alignment Chainage Superstru

cture

Type

Span

Configuration

Substructure Type

A5 Ch. 7800 -9600

Mainline

Ulu Kelang

Bound -U-Beam &

T-Beam

U- (30m),

T- (>30m,

30m,


63/80

BH REF

COORDINATES APPROXIMATE BH

CHAINAGE

APPROXIMATECHAINAGE

PIER ID

PILEDIAMETER, D (mm)

WORKING LOAD,WL (kN)

ESTIMATEDSOCKET

LENGTH, (m)

ESTIMATED PILELENGTH, bcl

(m)E N

BH64 5212.436 -10690.780 CH7880 CH7420 7900 AP144 -AP155 1200 7000 3.0 in Granite 30.0

BH 67 5195.718 -10602.625 CH 7980 CH7900 8020 BCP1 BCP2 1200 7000 4.0 in Granite 19.0

BH 70 5156.615 -10515.240 CH 8100 CH8020 8120 BCP3-BCP4 1200 7000 3.5 in Granite 15.5

BH 72 5174.268 -10434.413 CH 8140 CH8120 8180 AP156 1200 7000 3.5 in Granite 24.0

BH 74 5216.026 -10361.218 CH 8200 CH8180 8220 AP157 1200 7000 3.5 in Granite 12.5BH 75 5256.393 -10317.487 CH 8240 CH8220 8260 AP158 1200 7000 3.5 in Granite 9.5

BH 76 5256.448 -10252.312 CH 8320 CH8260 8300 AP159 1200 7000 3.5 in Granite 13.0

BH 77 5140.376 -10221.072 CH 8400 CH8300 8520 AP160- AP165 1200 7000 3.0 in Granite 31.5

BH 79 5029.842 -10080.072 CH 8560 CH8520 8820AP166 - AP

1721200 7000 2.0 in Granite 33.5

BH 81 4990.014 -9808.321 CH 8900 CH8820 8980 AP 173 1200 7000 2.5 in Granite 34.0

BH 84 5056.787 -9747.469 CH 9200 CH8980 9380 AP174- AP183 1200 6500 3.5 in Granite 20.0

BH 88 5445.465 -9489.165 CH 9520 CH9380 9680 AP184 AP191 1200 6500 2.0 in Granite 30.2


Main Line:


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Main Line

40m span T Beams

30m Span U12-Beam

Main LineSpecial Crossing

Cast In-situ Box Girder(60m+100m+60m)

Ramp

30m span Voided Deck30m Span U12-Beam


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PROPOSED ACQUISITION OF JBTN HUTAN DAERAH , SELANGOR

JBTN. HUTAN

OFFICE &QUARTERS

EXISTINGROAD TO

BKT SEGAR

PROP. NEWROAD TO

BKT SEGAR

Proposed affected forestry assets to be acquire due to: the existing access road will not have sufficient clearance heightto occomadate new ramp by SUKE, The proposes new road will utilise acquired forest.


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CONSTRUCTION OF HIGH MAIN LINE &RAMPS

HIGH MAIN LINE

SPANING OVERCHERAS KAJANG

HIGHWAY


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CONSTRUCTION OF HIGH MAIN LINE &RAMPS

MRT

To Sg Besi

To Ulu Kelang


71/80Package A6 Layout Plan


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PACKAGE A6

LOCATION FORESTRESERVE



DETAILED

DESIGNCONSULTANT

AMIN & TEHSDN

BHD



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Forest Area

Join to Section B

To Sg Besi

To Ulu Kelang



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Package Alignment Chainage Superstruc

ture Type

Span

Configuration

Substructure Type

A6 Ch. 9600

11000

Mainline

Ulu KelangBound -

U-Beam &T-Beam

U- (30m),T- (>30m,

30m,


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BH REF

COORDINATES

APPROXIMATE

BH CHAINAGE

APPROXIMATE

CHAINAGEPIER ID

PILE DIAMETER,

D (mm)

WORKINGLOAD, WL

(kN)

ESTIMATEDSOCKET LENGTH,

(m)

ESTIMATE

D PILE

LENGTH,

bcl (m)

E N

BH 89 5665.037 -9435.858 CH 9700 CH96809860AP192-

AP1931200 6500 2.5 in Granite 20.5

BH 92 5700.877 -9285.679 CH 9860 CH98609960 1200 6500 2.5 in Granite 22.0


BH 96 5922.150 -9034.422 CH 10180 CH10150

10200 1200 6500 3.0 in Granite 10.5

BH 97 6005.887-9007.

690CH 10260 CH1020010300 1200 6500

19.0 in very hard

soil34.0

BH 98 6019.469 -8917.643 CH 10320 CH1030010540 1200 6500

21.5m in very

hard

soil

32.0


BH 100 6044.784 -8548.463 CH 10720 CH1078011120AP194-

AP203

1200 7000 3.0 in Granite 27.0

Main Line:



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Cheras Kajang Interchange

Pile size, mm

dia.Pile Type

Estimated

working load, kNBH REF

ESTIMATED SOCKET

LENGTH, (m)

ESTIMATED PILE LENGTH,

bcl (m)

1 MK10 1200 Bored pile 8500 BH77 3.5 in Granite 32.0

1a MK10 1500 Bored pile 10000 BH69 3.5 in Granite 21.5




4a MK40 2000 Bored pile 20000 BH64 5.5 in Granite 31.0


Interchange:


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Main Line


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Main Line

40m span T Beams30m Span U12-Beam

Main LineSpecial CrossingCast In-situ Box Girder(60m+100m+60m)

Ramp30m span Voided Deck30m Span U12-Beam

At Grade


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TERIM K SIH

Bridge Value Engineering

Documents

Transcript of Bridge Value Engineering