report guideway_revised p411, p412, p417 & p418 _rev.0

Syarikat Prasarana Negara Berhad B-20-1, Level 20, Menara UOA Bangsar No. 5, Jalan Bangsar Utama 1 59000 Kuala Lumpur Tel:03-22991999, Fax:03-22991919

LRT AMPANG (AMG) LINE EXTENSION PACKAGE B

Revised Foundation Design Report For Double Track Guideway at P411, P412,

P416 & P418 (Rev. 0)

5 February 2013

SUBMITTED BY

Level 3, Stesen Sentral Kuala Lumpur, 50470 Kuala Lumpur Malaysia Tel: 03-2786 8080, Fax: 03-2780 2071 Document No. MRCB/LMP/LUES/LRT/AMG/B/TT-P411-P412 & P416-P417-REVISED (Rev.0)

Page 1 of 42

MRCB ENGINEERING SDN BHD REVISED FOUNDATION DESIGN REPORT FOR DOUBLE TRACK GUIDEWAY AT P411, P412, P416 & P417 (REV.0) MRCB/LMP/LUES/LRT/AMGB/TT-P411-P412 & P416-P417-REVISED (REV.0)

i

TABLE OF CONTENTS Page

1.0 EXECUTIVE SUMMARY .1

APPENDICES

Appendix A : Foundation Load from MMSB

Appendix B : Output of PIGLET analysis and Pile Reinforcement Design

Appendix C : Pile length design

Appendix D : Preliminary Construction Drawing

Page 2 of 42


Page 1 of 1

1.0 EXECUTIVE SUMMARY This current revised design report for double track guideway foundation at pier P411, P412,

P413 and P414 are due to the revised of span configuration. The revised loading provided by

MMSB on 24 January 2013 and 1 February 2013 are adopted (see Appendix A).

The PIGLET analysis and summary of analysis are shown in Appendix B and C, all the

previously design for foundation and pile cap are adequate based on current revised loading.

The preliminary construction drawings are shown in Appendix D.

Page 3 of 42


Page 1 of 1

Page 4 of 42


Appendix A : Foundation Load from MMSB

Page 5 of 42


Appendix B : Output of PIGLET analysis and Pile Reinforcement Design

Page 9 of 42


Typical Pile Group Type BPG1b

(5 x 900)

P411, P412 & P417

Page 10 of 42

Input data for PIGLET Version No: 5.1 May 2004

Company name (licensee) Liang United Engineering Studio (Malaysia)

Title:

Scope of problem 3 1 for vertical loading only, 2 for x:z plane only, 3 for all 6 degrees of freedom

Soil details: SymbolsAxial: Surface shear modulus, G(0) 8000 GoaAxial: Shear modulus gradient, dG/dz 0.00E+00 Gma Go + GmL = 8.00E+03Axial: Shear modulus below base, Gb 1.50E+05 Gb Set to less than Go + GmL for continuous profileLateral: Surface shear modulus, G(0) 4.00E+03 GoLateral: Shear modulus gradient, dG/dz 0.00E+00 GmPoisson's ratio (all loading modes) 0.3333333

Pile details:Free-standing length 0 LfYoung's modulus: Free-standing part (axial) 2.80E+07 EpafYoung's modulus: Embedded part (axial) 2.80E+07 EpaYoung's modulus: Free-standing part (lateral) 2.80E+07 EpfYoung's modulus: Embedded part (lateral) 2.80E+07 EpPiles pinned (0) or fixed (1) to pile cap 1 Nfix

H (u) M () H (v) M () T () LoadingLoading cases V (w) x x to z y y to z x to y Type

1 8,363 171 8,858 276 8,888 12 8,305 291 11,689 191 7,765 13 7,404 161 3,585 19 15,178 14 6,663 815 5,601 10 3,773 15 10,232 216 11,203 344 11,181 16 10,162 381 15,103 242 9,823 17 9,113 213 4,709 786 20,936 18 8,152 2,561 15,094 13 4,843 19

1011121314151617181920

Rake RakeShaft Base x y Embedded x to z y to z x:z y:z

Pile group geometry: Diameter Diameter co-ord. co-ord Length (x) (y)1 0.90 0.90 1.93 1.93 33.50 2 22 0.90 0.90 1.93 -1.93 33.50 2 23 0.90 0.90 0.00 0.00 33.50 2 24 0.90 0.90 -1.93 1.93 33.50 2 25 0.90 0.90 -1.93 -1.93 33.50 2 26789

10

Profile switches

Analysis of 5x900 Bored Pile Type BPG1b at P411: TT-P3 (24.1.2013)

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Output from PIGLET

Company name (licensee): Liang United Engineering Studio (Malaysia)

Title: Analysis of 5x900 Bored Pile Type BPG1b at P411: TT-P3 (24.1.2013)

Scope of problem General three-dimensional loading Total number of piles 5 Number of load cases 8 Pile head fixity Piles built into pile cap

Summary tables of results

Pile cap loads and deformations at origin (x = y = z = 0):

Load Case Vertical Horizontal Horizontal Moment Moment Torque No. Load Load (x) Load (y) (x to z) (y to z) (x to y)

1 8363.194336 171 276 8858 8888 02 8305.194336 291 191 11689 7765 03 7404.194336 161 19 3585 15178 04 6663.194336 815 10 5601 3773 05 10232.19434 216 344 11203 11181 06 10162.19434 381 242 15103 9823 07 9113.194336 213 786 4709 20936 08 8152.194336 2561 13 15094 4843 0

Load Case Vertical Horizontal Horizontal Rotation Rotation Torsion No. Deflection Defn (x) Defn (y) (x to z) (y to z) (x to y)

1 0.005446597 0.0038784 0.00495577 0.00095344 0.00098184 2.58113E-112 0.005408823 0.00578395 0.00381872 0.00127391 0.0008457 3.9504E-113 0.00482204 0.0025052 0.00385295 0.00040801 0.00156764 1.99493E-114 0.004339458 0.00965669 0.00101156 0.00077329 0.00039096 6.92547E-115 0.006663797 0.0049024 0.00620164 0.00120578 0.00123437 3.26531E-116 0.006618209 0.00752431 0.00483467 0.00164719 0.00106993 5.14101E-117 0.00593504 0.00330616 0.01305829 0.00053629 0.00234552 2.06296E-118 0.005309181 0.02974029 0.00130011 0.00217184 0.00050187 2.12626E-10

Pile forces and deflections at cap level:

Load Case Axial Lateral Lateral Moments Moments Torques Axial Lateral Lateral Resultant Resultant Pile No. No. Loads Loads (x) Loads (y) (x to z) (y to z) (x to y) Deflection Defn (x) Defn (y) Moment Lateral

1 1 3885.168213 44.6578064 69.4875107 143.191208 95.2553635 3.06527E-06 0.00918169 0.0038784 0.004955774 171.9805404 82.60044681 2 4075.172607 74.3746414 48.8608322 158.652145 106.464256 4.69136E-06 0.00949967 0.00578395 0.003818722 191.0631862 88.98858471 3 3727.396729 39.7679062 11.7628574 15.3870611 372.413239 2.36911E-06 0.00863503 0.0025052 0.003852952 372.7309779 41.47108851 4 2681.123779 195.297913 4.17118502 -237.24191 90.1288071 8.22445E-06 0.00658646 0.00965669 0.001011562 253.7851987 195.3424521 5 4832.825684 56.4165497 86.6570663 181.223389 121.316216 3.87777E-06 0.01137329 0.0049024 0.006201643 218.0815002 103.4034541 6 5121.931152 97.2807312 61.9000664 202.66745 134.505692 6.10529E-06 0.01186225 0.00752431 0.004834674 243.2403674 115.3046351 7 5081.602051 52.5959663 195.79184 19.5056152 161.372604 2.4499E-06 0.01149694 0.00330616 0.013058285 162.5471823 202.7332731 8 4650.832031 612.48999 5.39289522 -808.44061 115.612686 2.52507E-05 0.01046946 0.02974029 0.001300107 816.665487 612.513732

2 1 1730.864136 44.6577873 69.4875488 143.191193 95.2553024 3.06527E-06 0.00539178 0.0038784 0.004955774 171.9804939 82.60046862 2 2219.582275 74.3746262 48.8608589 158.652115 106.464195 4.69136E-06 0.00623527 0.00578395 0.003818722 191.0631268 88.98858662 3 287.776886 39.7678986 11.7628822 15.3870382 372.413177 2.36911E-06 0.00258395 0.0025052 0.003852952 372.730916 41.47108822 4 1823.299683 195.297852 4.17119122 -237.242 90.1287918 8.22445E-06 0.00507736 0.00965669 0.001011562 253.7852789 195.3423912 5 2124.431885 56.4165192 86.6571121 181.223358 121.316124 3.87777E-06 0.00660861 0.0049024 0.006201643 218.081424 103.4034752 6 2774.34375 97.2806931 61.9001007 202.667389 134.50563 6.10529E-06 0.00773231 0.00752431 0.004834674 243.2402828 115.3046212 7 -64.81345367 52.5959587 195.791916 19.5055923 161.37236 2.4499E-06 0.00244323 0.00330616 0.013058285 162.5469372 202.7333452 8 3549.647461 612.489807 5.39290476 -808.44086 115.612663 2.52507E-05 0.00853222 0.02974029 0.001300107 816.6657254 612.513549

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3 1 1315.092285 -7.6312666 -1.9501195 210.188507 191.365265 3.06527E-06 0.0054466 0.0038784 0.004955774 284.2531849 7.876496423 2 1305.971924 -6.4986448 -4.443377 265.138824 176.564102 4.69136E-06 0.00540882 0.00578395 0.003818722 318.5490204 7.87248273 3 1164.291748 1.92832971 -28.051481 67.8945313 411.414886 2.36911E-06 0.00482204 0.0025052 0.003852952 416.9794673 28.11768233 4 1047.771362 33.8081322 -6.6847301 0.66142291 101.283722 8.22445E-06 0.00433946 0.00965669 0.001011561 101.2858816 34.4626673 5 1608.988037 -9.6662245 -2.6283824 265.882599 241.334824 3.87777E-06 0.0066638 0.0049024 0.006201643 359.076668 10.01719973 6 1597.980713 -8.1230011 -5.6003604 341.64093 223.289108 6.10529E-06 0.00661821 0.00752431 0.004834674 408.1379069 9.866467623 7 1433.027954 2.61609578 2.83235812 88.8966751 425.348663 2.4499E-06 0.00593504 0.00330616 0.013058285 434.538956 3.85567243 8 1281.912964 111.039696 -8.5715122 -66.441513 129.976471 2.52507E-05 0.00530918 0.02974029 0.001300106 145.9738252 111.370036

4 1 1793.186768 44.6578331 69.4875565 143.191101 95.2552567 3.06527E-06 0.00550142 0.0038784 0.004955774 171.9803923 82.60049984 2 1280.028931 74.3746872 48.8608589 158.651993 106.464172 4.69136E-06 0.00458238 0.00578395 0.003818722 191.0630127 88.98863764 3 2832.174316 39.7679291 11.7628956 15.3869982 372.413116 2.36911E-06 0.00706013 0.0025052 0.003852952 372.7308533 41.47112124 4 984.4116821 195.298004 4.1711812 -237.24219 90.1288071 8.22445E-06 0.00360156 0.00965669 0.001011561 253.7854554 195.3425434 5 2187.171143 56.4165802 86.6571121 181.223282 121.316071 3.87777E-06 0.00671898 0.0049024 0.006201643 218.0813308 103.4035094 6 1507.762573 97.2807846 61.9001007 202.667252 134.5056 6.10529E-06 0.00550411 0.00752431 0.004834674 243.2401515 115.3046994 7 3904.896973 52.5960007 195.791931 19.5055256 161.372223 2.4499E-06 0.00942685 0.00330616 0.013058285 162.5467928 202.7333714 8 -114.5072327 612.490173 5.39286566 -808.44153 115.612732 2.52507E-05 0.00208614 0.02974029 0.001300106 816.6663998 612.513914

5 1 -361.1171875 44.6578255 69.4875107 143.191162 95.2554398 3.06527E-06 0.0017115 0.0038784 0.004955774 171.9805446 82.60045715 2 -575.5612793 74.3746719 48.8608208 158.652054 106.46431 4.69136E-06 0.00131797 0.00578395 0.003818722 191.0631399 88.98860395 3 -607.4454956 39.7679253 11.7628479 15.387023 372.41333 2.36911E-06 0.00100905 0.0025052 0.003852952 372.7310678 41.4711045 4 126.5877304 195.297958 4.17116928 -237.24207 90.1288605 8.22445E-06 0.00209245 0.00965669 0.001011561 253.7853603 195.3424975 5 -521.2225342 56.4165649 86.6570663 181.223328 121.316277 3.87777E-06 0.0019543 0.0049024 0.006201643 218.0814835 103.4034625 6 -839.8250122 97.2807693 61.9000549 202.667328 134.505768 6.10529E-06 0.00137417 0.00752431 0.004834674 243.2403079 115.3046615 7 -1241.518677 52.5959892 195.791824 19.5055618 161.372681 2.4499E-06 0.00037314 0.00330616 0.013058285 162.5472516 202.7332655 8 -1215.691528 612.490112 5.3928504 -808.4411 115.612801 2.52507E-05 0.00014891 0.02974029 0.001300106 816.6659865 612.513853

Load Case 1 to 4 : Unfactored case WITH erectionLoad Case 5 to 8 : ULS case WITH erection

Max axial 4,075.17 kN at service Associated Moment 191.063186 kNmMin Axial -607.45 kN at service Associated Moment 372.731068 kNmUltimate Moment 816.67 kN at ULS Max Lateral Load at SLS 195.34 kN at SLSUltimate Lateral 612.51 kN Asa = 1.903044717 T32

Ultimate Tension -1,241.52 kN Ultimate Tension -1,215.69 kN Ultimate Compression (5121.93, 4650.83) kNAssociated Mult 162.55 kNm Associated Mult 816.67 kNm Associated Mult (162.55, 816.67) kNm

Diameter 900fcu 40 Mpa fy 500 MpaStress 6.406 Mpa

0.160 fcu Use Working Load = 6500 kN 15T32

Page 13 of 42

0

1

2

3

4

5

6

7

8

9

10

-100

0

-800

-600

-400

-200

0 200

400

Dep

th fr

om c

ut-o

ff le

vel (

m)

Bending Moment (kNm) Bending Moment profile of foundation pile

Mr

Mxz

Myz

Page 14 of 42

DESIGN OF CIRCULAR COLUMN TO BS5400:Part4:1990PROJECT : LRT Extension - Package BSTRUCTURE : Foundation for Double Track PierPILE GROUP : BPG1b (5x900)PILE TYPE : BORE PILE LOCATION : TYPICAL IN P411

DESIGN DATA

Column Diameter, ColDia = 900 mm Gap between the Reinforcing Steel Bar :Concrete Cover, co = 75 mm 171.83 mm. OK, comply with BD74/00 Cl. C9.2.2)

Reinforcing Steel Diameter, RSDia = 32 mm Abar = 804.2 mm per no.No. of Bar, NoBar = 13 (Add 2 nos for Asa) = 1.64 %Characteristic strenght of reinforcement, fy = 500 N/mm (min) = 0.40 %Characteristic strenght of concrete, fcu = 40 N/mmPartial safety factor for reinforcement, ms = 1.15Partial safety factor for concrete, mc = 1.5

Ultimate Bending Moment, Mapplied = 200, 850 kNmUltimate Axial Force, Napplied = 5150, 4700 kNUltimate Tension Force, Tapplied =-1300, -1250 kN

Mapplied = 200, 850 kNm

RESULTS

Radius of column, R = 450 mmAngle between bar, Teta, = 0.48332 radEccentricity, e = M/N = 180.9 mmArea of reinforcement provided, As = 10455 mmMinimum area of reinforcement, As,min = 2545 mm

4 T 32Depth of Neutral Axis, x = 430.7 mm

Area of concrete in compression A = 262123 61 mmM-Ninteractiondiagram

Tension

Compression

0

50

100

150

200

250

300

350

400

450

500

0 0.002 0.004 0.006 0.008 0.01

Stress

(N/m

m)

Strain

Stress-strainDiagram

LIANGUNITEDENGINEERINGSTUDIO

Area of concrete in compression, Ac = 262123.61 mmCentroid of concrete in compression, xc = 224.9 mmLever arm, la = (R - xc) = 225.1 mmForce provided by concrete, Fcc = 4194.0 kNMoment resistance provided by concrete, Mcc = 944.1 kNm

Force provided by reinforcement, Fst = -201.6 kNMoment resistance provided by steel, Mst = 815.3 kNm

Ultimate axial force resistance, Nu = 3992.3 kNUltimate bending resistancce, Mu = 1759.5 kNm* Nu e = 722.0 kNm

59.0 %

, alpha = 1.43172 rad

layer y y No. of bar la Strain Stress Force Moment0 91.0 339.7 1 359.0 0.00200 357.1 287.2 103.11 132.1 298.6 2 317.9 0.00200 357.1 574.5 182.62 246.1 184.6 2 203.9 0.00150 300.1 482.7 98.43 406.7 24.0 2 43.3 0.00019 38.9 62.6 2.74 577.3 -146.6 2 -127.3 -0.00119 -238.3 -383.3 48.85 718.7 -288.0 2 -268.7 -0.00234 -369.3 -594.0 159.66 798.6 -367.9 2 -348.6 -0.00299 -392.5 -631.3 220.17 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.08 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.09 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.0

10 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.0Total 13 -201.6 815.3

-6000

-4000

-2000

0

2000

4000

6000

8000

10000

12000

14000

16000

0 500 1000 1500 2000

Axial

Force

s(kN

)

BendingMoment(kNm)

Mu&Nu

AppliedM&N

Tension

BS5400_MN_Design on Pile P411- 5x900~15.6.2011Design of Circular Column

Page 15 of 42

ShearReinforcementDesigninBoredPiletoBD74/00(ClauseC6)PIERNO. P411

1 PileDiameter,b 900 mm2 GradeofConcrete,fcu 40 N/mm23 CharacteristicStrengthofmainreinforcement,fy 500 N/mm24 CharacteristicStrengthofshearreinforcement,fyv 460 N/mm2 Cl.5.3.3.2BS5400:Part4:19905 Partialsafetyfactorforsteelreinforcement,gms 1.256 Main Bar Diameter 32 mm6 MainBarDiameter 32 mm7 LinkreinforcementDiameter 10 mm8 Nos.ofmainbar 139 AreaofMainReinforcement,As 10455.22 mm210 AreaofConcrete,Ac 625717.3 mm211 UltimateShearForce,Fv 620 kN12 UltimateAxialForce,N 4650.84 kN13 Effectivedepth,d 640.8 mm PROKONSectionAnalysis14 DepthFactor,e=(500/d)1/4 0.939857 Table9BS5400:Part4:199015 UltimateShearStressofRCsection,

vc=0.27/gms{100As'/(bd)}1/3(fcu)(1/3) = 0.714913 N/mm2As'=halfoftotalAs vcxe = 0.671916 N/mm2

Cl.C6.1ofBD74/00&Table8BS5400:Part4:1990

16 EnhancedUltShearStressduetoaxialload,vc*vc*=vc.e(1+0.05N/Ac) = 0.921627 N/mm2

17 UltimateshearstressduetoshearforceFv,v 1.075045 N/mm2vc*/2 = 0.537523 N/mm2 Cl.C6.1ofBD74/00

v>vc*/2 andv > vc*

Cl.C6.1ofBD74/00&Cl.5.5.6ofBS5400:Part4:1990

v>vc*18 Shearreinforcementrequired, Asv/Sv = Cl.C6.1ofBD74/00

= 0.99

19 MinimumshearreinforcementasperclauseC9.3.2 Cl.C9.3.2ofBD74/00Asv/Sv 0 4b/(0 87fyv)Asv/Sv =

= 0.90

20 ShearLinkasprovided,Asv/Sv = 1.05

=>OK

0.4b/(0.87fyv)

T10150c/c

Page 16 of 42



Title:





1 8,251 171 8,899 273 8,914 12 8,187 291 11,667 191 7,802 13 8,013 241 5,261 696 16,978 14 8,013 241 5,261 10 3,965 15 10,086 216 11,254 341 11,216 16 10,009 381 15,069 242 9,870 17 9,919 317 6,914 887 21,717 18 8,097 2,561 15,300 13 5,090 19

1011121314151617181920



10

Profile switches


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Output from PIGLET







1 8251.314453 171 273 8899 8914 02 8187.314453 291 191 11667 7802 03 8013.314453 241 696 5261 16978 04 8013.314453 241 10 5261 3965 05 10086.31445 216 341 11254 11216 06 10009.31445 381 242 15069 9870 07 9919.314453 317 887 6914 21717 08 8097.314453 2561 13 15300 5090 0


1 0.004905254 0.00392977 0.00497409 0.00097538 0.001002 2.6202E-112 0.004867207 0.00583374 0.00386444 0.00129518 0.00086523 3.9859E-113 0.004763768 0.0037506 0.01126979 0.00061099 0.00195168 2.37741E-114 0.004763768 0.0037506 0.00107564 0.00061099 0.00041833 2.67213E-115 0.005996128 0.00496715 0.00623311 0.00123344 0.00126015 3.31399E-116 0.005950353 0.00758732 0.00489257 0.0016741 0.00109466 5.18594E-117 0.00589685 0.00493188 0.0143821 0.00080303 0.00249564 3.13707E-118 0.004813704 0.02988496 0.0013825 0.00223364 0.00053707 2.1362E-10



1 1 3862.961426 44.7599068 68.8756638 148.543015 101.739548 3.11166E-06 0.0087216 0.00392977 0.004974086 180.0443355 82.14198871 2 4046.082764 74.4735794 48.9517021 163.838654 111.227585 4.73351E-06 0.00903679 0.00583374 0.003864445 198.0269679 89.12117131 3 4441.536133 59.5295296 172.7901 23.0936966 112.341835 2.82334E-06 0.00970972 0.0037506 0.01126979 114.6909182 182.7571711 4 2794.383545 59.5295296 4.29853725 23.0936756 96.8049698 3.17333E-06 0.00675036 0.0037506 0.001075645 99.52145512 59.68452321 5 4804.175293 56.5452461 86.0713501 187.96991 129.170364 3.93558E-06 0.01080876 0.00496715 0.006233105 228.0738257 102.9836991 6 5083.544922 97.4059525 62.0151253 209.231644 140.536804 6.15865E-06 0.01129407 0.00758732 0.004892566 252.0485549 115.4720541 7 5633.819824 78.2993698 220.247025 30.2210541 145.212845 3.72548E-06 0.01226329 0.00493188 0.014382103 148.3242476 233.7510281 8 4682.713379 612.777527 5.55664492 -793.36926 124.196396 2.53688E-05 0.01016117 0.02988496 0.001382501 803.0314637 612.80272

2 1 1710.22229 44.7598877 68.8757019 148.542999 101.739487 3.11166E-06 0.00485388 0.00392977 0.004974086 180.0442884 82.14201032 2 2187.186035 74.4735565 48.9517288 163.838593 111.227524 4.73351E-06 0.005697 0.00583374 0.003864445 198.0268832 89.12116682 3 248.4670715 59.5295105 172.790192 23.0936699 112.341652 2.82334E-06 0.00217623 0.0037506 0.01126979 114.6907335 182.7572512 4 1895.619629 59.5295143 4.29854536 23.0936489 96.8049545 3.17333E-06 0.0051356 0.0037506 0.001075645 99.52143408 59.68450862 5 2096.820801 56.5452232 86.0714035 187.969879 129.170242 3.93558E-06 0.00594458 0.00496715 0.006233105 228.0737314 102.9837312 6 2731.731934 97.4059143 62.0151596 209.231583 140.536713 6.15865E-06 0.00706867 0.00758732 0.004892566 252.0484532 115.4720412 7 272.0826721 78.2993393 220.247131 30.2210426 145.212601 3.72548E-06 0.00263011 0.00493188 0.014382103 148.3240062 233.7511192 8 3528.854736 612.777344 5.55665445 -793.36951 124.196373 2.53688E-05 0.00808809 0.02988496 0.001382501 803.0317014 612.802537

Page 18 of 42

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3 1 1296.042969 -8.0396461 -2.5027161 216.014069 197.470428 3.11166E-06 0.00490525 0.00392977 0.004974086 292.6715701 8.420183963 2 1285.990356 -6.8944077 -4.8068504 270.784454 181.749069 4.73351E-06 0.00486721 0.00583374 0.003864445 326.124125 8.404681393 3 1258.660034 2.88185859 4.83943892 101.697227 343.387146 2.82334E-06 0.00476377 0.0037506 0.01126979 358.1299458 5.632519683 4 1258.660034 2.88186049 -7.1941652 101.697205 108.550842 3.17333E-06 0.00476377 0.0037506 0.001075645 148.7467875 7.749911823 5 1584.268311 -10.181027 -3.2855113 273.226288 248.931168 3.93558E-06 0.00599613 0.00496715 0.006233105 369.6205224 10.69803273 6 1572.17395 -8.6238937 -6.0605721 348.786194 229.854065 6.15865E-06 0.00595035 0.00758732 0.004892566 417.7136581 10.5404973 7 1558.037598 3.80251145 6.01172018 133.598694 439.843597 3.72548E-06 0.00589685 0.00493188 0.014382103 459.6857635 7.113358763 8 1271.853882 109.889648 -9.2265062 -50.035892 139.320023 2.53688E-05 0.0048137 0.02988496 0.0013825 148.0326289 110.276304

4 1 1767.413696 44.7599335 68.8757019 148.542923 101.739441 3.11166E-06 0.00495663 0.00392977 0.004974086 180.0441996 82.14203534 2 1263.476318 74.4736252 48.951725 163.838516 111.227493 4.73351E-06 0.00403741 0.00583374 0.003864445 198.0268029 89.12122214 3 3128.860596 59.5295601 172.790192 23.0936089 112.341545 2.82334E-06 0.0073513 0.0037506 0.01126979 114.6906166 182.7572684 4 1481.70813 59.5295601 4.29854393 23.0935879 96.8049545 3.17333E-06 0.00439194 0.0037506 0.001075645 99.52141992 59.68455424 5 2154.202637 56.5452843 86.0714111 187.969788 129.170197 3.93558E-06 0.00604768 0.00496715 0.006233105 228.07363 102.9837714 6 1486.838745 97.4060059 62.0151596 209.231445 140.536667 6.15865E-06 0.00483203 0.00758732 0.004892566 252.0483137 115.4721184 7 3908.556396 78.299408 220.247147 30.2209263 145.212463 3.72548E-06 0.00916359 0.00493188 0.014382103 148.3238481 233.7511564 8 -116.1242828 612.777832 5.55661488 -793.37 124.196449 2.53688E-05 0.00153932 0.02988496 0.0013825 803.0321956 612.803025

5 1 -385.3253784 44.7599258 68.8756638 148.542969 101.739632 3.11166E-06 0.00108891 0.00392977 0.004974086 180.0443451 82.14199915 2 -595.4205322 74.4736176 48.9516907 163.838562 111.227638 4.73351E-06 0.00069762 0.00583374 0.003864445 198.0269222 89.12119695 3 -1064.208862 59.5295486 172.7901 23.0936394 112.341911 2.82334E-06 -0.0001822 0.0037506 0.01126979 114.6909814 182.7571775 4 582.9437256 59.5295525 4.2985301 23.0936184 96.8050079 3.17333E-06 0.00277717 0.0037506 0.001075645 99.52147895 59.68454555 5 -553.1519775 56.545269 86.0713425 187.969849 129.17041 3.93558E-06 0.0011835 0.00496715 0.006233105 228.0738013 102.9837055 6 -864.9746704 97.4059906 62.0151138 209.231522 140.536865 6.15865E-06 0.00060664 0.00758732 0.004892566 252.0484876 115.472085 7 -1453.181152 78.2993851 220.247009 30.2210121 145.212936 3.72548E-06 -0.0004696 0.00493188 0.014382103 148.3243287 233.7510195 8 -1269.983032 612.777649 5.55659914 -793.36975 124.196526 2.53688E-05 -0.0005338 0.02988496 0.0013825 803.0319662 612.802842


Max axial 4,441.54 kN at service Associated Moment 114.690918 kNmMin Axial -1,064.21 kN at service Associated Moment 114.690981 kNmUltimate Moment 803.03 kN at ULS Max Lateral Load at SLS 182.76 kN at SLSUltimate Lateral 612.80 kN Asa = 1.903942587 T32

Ultimate Tension -1,453.18 kN Ultimate Tension -1,269.98 kN Ultimate Compression (5633.82, 4682.71) kNAssociated Mult 148.32 kNm Associated Mult 803.03 kNm Associated Mult (148.32, 803.03) kNm



Page 19 of 42

0

1

2

3

4

5

6

7

8

9

10

-100

0

-800

-600

-400

-200

0 200

400

Dep

th fr

om c

ut-o

ff le

vel (

m)


Mr

Mxz

Myz

Page 20 of 42


DESIGN DATA



Ultimate Bending Moment, Mapplied = 200, 850 kNmUltimate Axial Force, Napplied = 5700, 4750 kNUltimate Tension Force, Tapplied =-1500, -1300 kN


RESULTS




Tension

Compression

0

50

100

150

200

250

300

350

400

450

500

0 0.002 0.004 0.006 0.008 0.01

Stress

(N/m

m)

Strain






59.4 %

, alpha = 1.43172 rad


10 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.0Total 13 -201.6 815.3

-6000

-4000

-2000

0

2000

4000

6000

8000

10000

12000

14000

16000

0 500 1000 1500 2000

Axial

Force

s(kN

)

BendingMoment(kNm)

Mu&Nu

AppliedM&N

Tension


Page 21 of 42


1 PileDiameter,b 900 mm2 GradeofConcrete,fcu 40 N/mm23 CharacteristicStrengthofmainreinforcement,fy 500 N/mm24 CharacteristicStrengthofshearreinforcement,fyv 460 N/mm2 Cl.5.3.3.2BS5400:Part4:19905 Partialsafetyfactorforsteelreinforcement,gms 1.256 Main Bar Diameter 32 mm6 MainBarDiameter 32 mm7 LinkreinforcementDiameter 10 mm8 Nos.ofmainbar 139 AreaofMainReinforcement,As 10455.22 mm210 AreaofConcrete,Ac 625717.3 mm211 UltimateShearForce,Fv 620 kN12 UltimateAxialForce,N 4682.72 kN13 Effectivedepth,d 640.8 mm PROKONSectionAnalysis14 DepthFactor,e=(500/d)1/4 0.939857 Table9BS5400:Part4:199015 UltimateShearStressofRCsection,





v>vc*/2 andv > vc*



= 0.99


= 0.90


=>OK

0.4b/(0.87fyv)

T10150c/c

Page 22 of 42



Title:





1 9,784 261 4,740 668 10,618 12 8,406 291 11,214 191 4,412 13 8,901 171 3,235 552 10,788 14 7,810 777 4,793 - 383 15 12,349 396 7,042 479 7,818 16 10,286 381 14,466 242 5,582 17 11,044 226 4,249 690 13,624 18 9,627 2,511 14,031 - 490 19

1011121314151617181920



10

Profile switches


Page 23 of 42

of 2

Output from PIGLET







1 9784.314453 261 668 4740 10618 02 8406.314453 291 191 11214 4412 03 8901.314453 171 552 3235 10788 04 7810.314453 777 0 4793 383 05 12349.31445 396 479 7042 7818 06 10286.31445 381 242 14466 5582 07 11044.31445 226 690 4249 13624 08 9627.314453 2511 0 14031 490 0


1 0.007454756 0.0047004 0.01161222 0.00056407 0.00128658 -5.98682E-112 0.006404845 0.00687789 0.00370022 0.00124434 0.0005107 -2.63109E-113 0.00678199 0.00311533 0.01015181 0.000383 0.00127219 -5.14409E-114 0.005950748 0.01142015 0.00010576 0.00071205 3.9754E-05 -3.6827E-115 0.009409051 0.0070903 0.00838311 0.00084029 0.00094376 -5.20543E-116 0.007837234 0.00894537 0.00468601 0.00160674 0.00064622 -3.38172E-117 0.008414761 0.00411001 0.01272814 0.00050344 0.00160467 -6.50843E-118 0.007335136 0.03650336 0.0001353 0.00214974 5.0861E-05 -1.18173E-10



1 1 4111.90625 61.4114342 156.734222 -32.193768 -116.14273 -5.21067E-06 0.0110265 0.0047004 0.011612219 120.5220833 168.3359161 2 3715.33252 70.1994934 45.2160339 96.3087997 -2.5273855 -2.28998E-06 0.00979206 0.00687789 0.003700219 96.34195652 83.50124911 3 3709.365967 40.27285 130.104248 -18.205416 -51.07148 -4.47719E-06 0.00997652 0.00311533 0.010151808 54.21930662 136.1947791 4 2479.884766 180.104919 0.11170077 -303.60596 8.53977585 -3.20526E-06 0.00740174 0.01142015 0.000105758 303.726036 180.1049541 5 4579.5625 93.132309 112.448311 -52.184158 -78.72908 -4.53058E-06 0.01285226 0.0070903 0.00838311 94.45345123 146.0077041 6 4662.849121 91.8476105 57.2870827 121.273376 -3.3822708 -2.9433E-06 0.01218545 0.00894537 0.004686006 121.3205325 108.2487571 7 4662.597656 53.2183762 162.670853 -24.651756 -60.74007 -5.66466E-06 0.01248341 0.00411001 0.012728143 65.55200404 171.1549061 8 4465.861328 581.612549 0.14290158 -1013.6681 10.9255915 -1.02852E-05 0.0115823 0.03650336 0.000135304 1013.726969 581.612566

2 1 1265.745361 61.4114304 156.734238 -32.193756 -116.14281 -5.21067E-06 0.00606032 0.0047004 0.011612219 120.5221611 168.3359292 2 2585.573975 70.1994934 45.2160416 96.3088379 -2.5274174 -2.28998E-06 0.00782078 0.00687789 0.003700219 96.34199549 83.50125322 3 895.0285645 40.2728462 130.104263 -18.205387 -51.07156 -4.47719E-06 0.00506586 0.00311533 0.010151808 54.21937247 136.1947922 4 2391.940186 180.104919 0.11170123 -303.60602 8.53977394 -3.20526E-06 0.00724829 0.01142015 0.000105758 303.7260969 180.1049542 5 2491.790283 93.1323013 112.448318 -52.18412 -78.729134 -4.53058E-06 0.00920936 0.0070903 0.00838311 94.45347467 146.0077052 6 3233.281006 91.8476181 57.2870903 121.273399 -3.3823111 -2.9433E-06 0.00969104 0.00894537 0.004686006 121.3205565 108.2487682 7 1112.758423 53.2183723 162.670868 -24.651733 -60.74017 -5.66466E-06 0.00628939 0.00411001 0.012728143 65.55208733 171.1549192 8 4353.34668 581.61261 0.14290218 -1013.6682 10.9255886 -1.02852E-05 0.01138598 0.03650336 0.000135304 1013.727091 581.612627

Page 24 of 42

of 2

3 1 1524.679443 15.3542156 41.0629883 52.1362267 96.391777 -5.21067E-06 0.00745476 0.0047004 0.011612219 109.5881417 43.83971883 2 1309.947144 10.2020073 10.1357756 203.254822 61.2413139 -2.28998E-06 0.00640485 0.00687789 0.003700219 212.2805246 14.38106043 3 1387.08252 9.90860462 31.5828991 37.327507 128.945145 -4.47719E-06 0.00678199 0.00311533 0.010151808 134.2393128 33.10075473 4 1217.07312 56.5802498 -0.4468152 -72.863647 9.37453938 -3.20526E-06 0.00595075 0.01142015 0.000105758 73.46423014 56.5820143 5 1924.380615 23.470726 29.2066498 75.4384995 74.1172333 -4.53058E-06 0.00940905 0.0070903 0.00838311 105.7559997 37.46869853 6 1602.90564 13.6095419 12.8516083 260.824127 77.3960876 -2.9433E-06 0.00783723 0.00894537 0.004686006 272.0650285 18.71853273 7 1721.024048 13.1264944 39.3164635 48.684864 164.583694 -5.66466E-06 0.00841476 0.00411001 0.012728143 171.6333548 41.4498393 8 1500.214355 184.549469 -0.5716445 -271.16592 11.9935551 -1.02852E-05 0.00733514 0.03650336 0.000135304 271.4310294 184.550354

4 1 2864.07251 61.4114342 156.734329 -32.193798 -116.14299 -5.21067E-06 0.00884919 0.0047004 0.011612219 120.5223414 168.3360164 2 962.6097412 70.1994934 45.2160759 96.3087769 -2.5274692 -2.28998E-06 0.00498891 0.00687789 0.003700219 96.34193583 83.50127184 3 2862.087646 40.27285 130.10434 -18.205418 -51.071682 -4.47719E-06 0.00849812 0.00311533 0.010151808 54.2194977 136.1948664 4 904.6806641 180.104919 0.11170686 -303.60605 8.53976345 -3.20526E-06 0.00465321 0.01142015 0.000105758 303.7261271 180.1049544 5 2720.676514 93.132309 112.448395 -52.184162 -78.729279 -4.53058E-06 0.00960874 0.0070903 0.00838311 94.45361868 146.0077684 6 1108.423584 91.8476105 57.2871284 121.273338 -3.3823748 -2.9433E-06 0.00598343 0.00894537 0.004686006 121.3204972 108.2487814 7 3548.886963 53.2183762 162.670975 -24.651772 -60.740307 -5.66466E-06 0.01054013 0.00411001 0.012728143 65.55222893 171.1550224 8 -289.796814 581.612549 0.14292009 -1013.6683 10.9255505 -1.02852E-05 0.00328429 0.03650336 0.000135304 1013.727151 581.612566

5 1 17.9115715 61.4114227 156.734161 -32.193741 -116.14261 -5.21067E-06 0.00388301 0.0047004 0.011612219 120.5219585 168.3358555 2 -167.148941 70.1994781 45.2160339 96.3088684 -2.5273499 -2.28998E-06 0.00301763 0.00687789 0.003700219 96.34202423 83.50123635 3 47.75041199 40.2728386 130.104202 -18.205372 -51.071384 -4.47719E-06 0.00358746 0.00311533 0.010151808 54.21920206 136.1947325 4 816.736084 180.104904 0.11170619 -303.60596 8.53976345 -3.20526E-06 0.00449976 0.01142015 0.000105758 303.7260356 180.1049395 5 632.9047241 93.1322861 112.448288 -52.18409 -78.728996 -4.53058E-06 0.00596584 0.0070903 0.00838311 94.45334334 146.0076725 6 -321.1445313 91.8476028 57.2870674 121.27343 -3.3822265 -2.9433E-06 0.00348902 0.00894537 0.004686006 121.3205846 108.2487425 7 -0.951814532 53.2183647 162.670792 -24.651718 -60.739899 -5.66466E-06 0.00434611 0.00411001 0.012728143 65.55183063 171.1548445 8 -402.3107605 581.612549 0.14291929 -1013.6681 10.9255505 -1.02852E-05 0.00308797 0.03650336 0.000135304 1013.726968 581.612566


Max axial 4,111.91 kN at service Associated Moment 120.522083 kNmMin Axial -167.15 kN at service Associated Moment 96.342024 kNmUltimate Moment 1,013.73 kN at ULS Max Lateral Load at SLS 180.10 kN at SLSUltimate Lateral 581.61 kN Asa = 1.807036226 T32

Ultimate Tension -402.31 kN Ultimate Tension kN Ultimate Compression (4662.85, 4465.86) kNAssociated Mult 1,013.73 kNm Associated Mult kNm Associated Mult (121.32, 1013.73) kNm



Page 25 of 42

0

1

2

3

4

5

6

7

8

9

10

-120

0

-100

0

-800

-600

-400

-200

0 200

400

Dep

th fr

om c

ut-o

ff le

vel (

m)


Mr

Mxz

Myz

Page 26 of 42


DESIGN DATA



Ultimate Bending Moment, Mapplied = 150, 1050 kNmUltimate Axial Force, Napplied = 4700, 4500 kNUltimate Tension Force, Tapplied = -450, kN

Mapplied = 1050, kNm

RESULTS




Tension

Compression

0

50

100

150

200

250

300

350

400

450

500

0 0.002 0.004 0.006 0.008 0.01

Stress

(N/m

m)

Strain






47.1 %

, alpha = 1.43172 rad


10 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.0Total 13 -201.6 815.3

-6000

-4000

-2000

0

2000

4000

6000

8000

10000

12000

14000

16000

0 500 1000 1500 2000

Axial

Force

s(kN

)

BendingMoment(kNm)

Mu&Nu

AppliedM&N

Tension


Page 27 of 42


1 PileDiameter,b 900 mm2 GradeofConcrete,fcu 40 N/mm23 CharacteristicStrengthofmainreinforcement,fy 500 N/mm24 CharacteristicStrengthofshearreinforcement,fyv 460 N/mm2 Cl.5.3.3.2BS5400:Part4:19905 Partialsafetyfactorforsteelreinforcement,gms 1.256 Main Bar Diameter 32 mm6 MainBarDiameter 32 mm7 LinkreinforcementDiameter 10 mm8 Nos.ofmainbar 139 AreaofMainReinforcement,As 10455.22 mm210 AreaofConcrete,Ac 625717.3 mm211 UltimateShearForce,Fv 581.62 kN12 UltimateAxialForce,N 4465.87 kN13 Effectivedepth,d 640.8 mm PROKONSectionAnalysis14 DepthFactor,e=(500/d)1/4 0.939857 Table9BS5400:Part4:199015 UltimateShearStressofRCsection,





v>vc*/2 andv > vc*



= 0.82


= 0.90


=>OK

0.4b/(0.87fyv)

T10150c/c

Page 28 of 42


Typical Pile Group Type BPG1a

(6 x 900)

P416

Page 29 of 42



Title:





1 10,031 280 5,359 834 18,725 12 9,296 291 11,249 191 7,571 13 10,031 280 5,359 834 18,725 14 10,031 280 5,359 834 18,725 15 12,388 416 7,843 790 19,853 16 11,179 381 14,512 242 9,579 17 12,271 369 7,043 1,066 23,991 18 10,033 2,561 15,154 13 6,039 19

1011121314151617181920


Pile group geometry: Diameter Diameter co-ord. co-ord Length (x) (y)1 0.90 0.90 2.00 2.70 25.90 2 22 0.90 0.90 2.00 0.00 25.90 2 23 0.90 0.90 2.00 -2.70 25.90 2 24 0.90 0.90 -2.00 2.70 25.90 2 25 0.90 0.90 -2.00 0.00 25.90 2 26 0.90 0.90 -2.00 -2.70 25.90 2 2789

10

Profile switches

Analysis of 6x900 Bored Pile Type BPG1a at P416: TT-P2 (1.2.2013)

Page 30 of 42

of 2

Output from PIGLET


Title: Analysis of 6x900 Bored Pile Type BPG1a at P416: TT-P2 (1.2.2013)





1 10030.83984 280 834 5359 18725 02 9295.839844 291 191 11249 7571 03 10030.83984 280 834 5359 18725 04 10030.83984 280 834 5359 18725 05 12387.83984 416 790 7843 19853 06 11178.83984 381 242 14512 9579 07 12270.83984 369 1066 7043 23991 08 10032.83984 2561 13 15154 6039 0


1 0.005558282 0.00429762 0.01323033 0.00050415 0.00144316 5.40737E-112 0.005151004 0.00570248 0.00364161 0.00099367 0.00055626 -2.11526E-113 0.005558282 0.00429762 0.01323033 0.00050415 0.00144316 5.40737E-114 0.005558282 0.00429762 0.01323033 0.00050415 0.00144316 5.40737E-115 0.006864341 0.00635916 0.01292657 0.00073919 0.00151254 3.87383E-116 0.00619441 0.0074191 0.00461145 0.00128313 0.00070386 -2.77123E-117 0.006799509 0.00565943 0.01692136 0.00066279 0.00184854 6.83238E-118 0.00555939 0.03193862 0.00127706 0.00181065 0.00041774 -1.00307E-10



1 1 4017.018066 52.5669365 171.13707 -22.405592 -123.38115 4.70641E-06 0.01046311 0.00429762 0.013230334 125.3990373 179.0284321 2 3246.92334 55.3066406 40.1936798 80.1090927 18.6895962 -1.84105E-06 0.00864027 0.00570248 0.003641609 82.26036555 68.3692651 3 4017.018066 52.5669365 171.13707 -22.405592 -123.38115 4.70641E-06 0.01046311 0.00429762 0.013230334 125.3990373 179.0284321 4 4017.018066 52.5669365 171.13707 -22.405592 -123.38115 4.70641E-06 0.01046311 0.00429762 0.013230334 125.3990373 179.0284321 5 4736.780762 78.0853195 162.753098 -35.453632 -86.612091 3.37166E-06 0.01242656 0.00635916 0.012926573 93.58746906 180.5156171 6 4028.432129 72.386116 50.9218788 100.951515 23.4858685 -2.41199E-06 0.01066109 0.0074191 0.004611446 103.6474526 88.50303691 7 5058.374512 69.2733994 218.760986 -29.880459 -156.88605 5.94669E-06 0.01311616 0.00565943 0.01692136 159.7062105 229.467151 8 3957.737061 476.777893 4.41907167 -821.3847 80.2675018 -8.73038E-06 0.01030859 0.03193862 0.001277058 825.2973433 476.798372

2 1 1880.41272 34.866127 74.7258606 13.1728249 41.9209518 4.70641E-06 0.00656658 0.00429762 0.013230334 43.94188797 82.45969352 2 2191.707764 34.8867416 15.1126499 120.658813 60.3977814 -1.84105E-06 0.00713835 0.00570248 0.003641609 134.9312464 38.01942832 3 1880.41272 34.866127 74.7258606 13.1728249 41.9209518 4.70641E-06 0.00656658 0.00429762 0.013230334 43.94188797 82.45969352 4 1880.41272 34.866127 74.7258606 13.1728249 41.9209518 4.70641E-06 0.00656658 0.00429762 0.013230334 43.94188797 82.45969352 5 2421.701172 51.8293495 69.4938278 17.3308792 72.4513855 3.37166E-06 0.00834271 0.00635916 0.012926573 74.49538667 86.69298462 6 2710.877686 45.7277832 19.1562366 153.906418 76.3148727 -2.41199E-06 0.00876066 0.0074191 0.004611446 171.7880824 49.57813592 7 2339.62085 45.9531784 95.4781113 16.9946098 54.4663963 5.94669E-06 0.0081251 0.00565943 0.01692136 57.05615736 105.9611452 8 2995.163574 326.944183 -2.3381636 -517.27521 89.5867081 -8.73038E-06 0.00918069 0.03193862 0.001277058 524.9756362 326.952544

Page 31 of 42

of 2

3 1 473.5584717 52.5669479 171.1371 -22.405573 -123.38112 4.70641E-06 0.00267005 0.00429762 0.013230334 125.3990039 179.0284643 2 1881.100464 55.3066292 40.1936913 80.109169 18.6895924 -1.84105E-06 0.00563644 0.00570248 0.003641609 82.26043898 68.36926243 3 473.5584717 52.5669479 171.1371 -22.405573 -123.38112 4.70641E-06 0.00267005 0.00429762 0.013230334 125.3990039 179.0284643 4 473.5584717 52.5669479 171.1371 -22.405573 -123.38112 4.70641E-06 0.00267005 0.00429762 0.013230334 125.3990039 179.0284643 5 1022.976074 78.0853271 162.753128 -35.453579 -86.612068 3.37166E-06 0.00425886 0.00635916 0.012926573 93.58742765 180.5156483 6 2300.205078 72.386116 50.9218941 100.951584 23.4858704 -2.41199E-06 0.00686023 0.0074191 0.004611446 103.6475199 88.50304573 7 519.5575562 69.2734146 218.761017 -29.880419 -156.88605 5.94669E-06 0.00313403 0.00565943 0.01692136 159.706203 229.4671843 8 2932.041992 476.777954 4.41907978 -821.38428 80.2674866 -8.73038E-06 0.0080528 0.03193862 0.001277058 825.2969166 476.798433

4 1 3091.494629 52.5669327 171.137177 -22.405529 -123.38139 4.70641E-06 0.00844651 0.00429762 0.013230334 125.3992587 179.0285334 2 1422.727051 55.3066254 40.1937027 80.1092148 18.6895504 -1.84105E-06 0.00466557 0.00570248 0.003641609 82.26047403 68.36926614 3 3091.494629 52.5669327 171.137177 -22.405529 -123.38139 4.70641E-06 0.00844651 0.00429762 0.013230334 125.3992587 179.0285334 4 3091.494629 52.5669327 171.137177 -22.405529 -123.38139 4.70641E-06 0.00844651 0.00429762 0.013230334 125.3992587 179.0285334 5 3379.776367 78.0853119 162.753189 -35.453556 -86.61232 3.37166E-06 0.00946982 0.00635916 0.012926573 93.58765198 180.5156964 6 1672.857666 72.3861008 50.9219208 100.95166 23.4858112 -2.41199E-06 0.00552859 0.0074191 0.004611446 103.6475809 88.50304854 7 3841.611816 69.2733917 218.761108 -29.880371 -156.88634 5.94669E-06 0.01046499 0.00565943 0.01692136 159.7064789 229.4672644 8 633.722229 476.777924 4.41909313 -821.38434 80.2674866 -8.73038E-06 0.00306598 0.03193862 0.001277058 825.2969773 476.798403

5 1 1020.32196 34.8661308 74.7258224 13.1727953 41.9210548 4.70641E-06 0.00454998 0.00429762 0.013230334 43.94197737 82.45966065 2 496.478302 34.8867416 15.1126347 120.658821 60.3978271 -1.84105E-06 0.00316366 0.00570248 0.003641609 134.9312737 38.01942235 3 1020.32196 34.8661308 74.7258224 13.1727953 41.9210548 4.70641E-06 0.00454998 0.00429762 0.013230334 43.94197737 82.45966065 4 1020.32196 34.8661308 74.7258224 13.1727953 41.9210548 4.70641E-06 0.00454998 0.00429762 0.013230334 43.94197737 82.45966065 5 1160.634277 51.829361 69.4937897 17.3308487 72.4514999 3.37166E-06 0.00538597 0.00635916 0.012926573 74.49549087 86.69296085 6 521.8372192 45.727787 19.1562195 153.906418 76.3149261 -2.41199E-06 0.00362816 0.0074191 0.004611446 171.7881061 49.57813285 7 1208.880615 45.9531822 95.4780579 16.9945736 54.4665146 5.94669E-06 0.00547392 0.00565943 0.01692136 57.05625945 105.9610995 8 -93.85048676 326.944244 -2.338172 -517.27545 89.586731 -8.73038E-06 0.00193808 0.03193862 0.001277058 524.9758806 326.952605

6 1 -451.9655151 52.5669594 171.137024 -22.405651 -123.38092 4.70641E-06 0.00065345 0.00429762 0.013230334 125.3988227 179.0283956 2 56.90333557 55.3066597 40.1936684 80.1090164 18.6896458 -1.84105E-06 0.00166174 0.00570248 0.003641609 82.26030252 68.36927376 3 -451.9655151 52.5669594 171.137024 -22.405651 -123.38092 4.70641E-06 0.00065345 0.00429762 0.013230334 125.3988227 179.0283956 4 -451.9655151 52.5669594 171.137024 -22.405651 -123.38092 4.70641E-06 0.00065345 0.00429762 0.013230334 125.3988227 179.0283956 5 -334.0288696 78.0853348 162.753036 -35.453697 -86.61187 3.37166E-06 0.00130212 0.00635916 0.012926573 93.58728887 180.5155686 6 -55.37002945 72.3861465 50.9218712 100.951385 23.4859238 -2.41199E-06 0.00172773 0.0074191 0.004611446 103.6473388 88.50305746 7 -697.2055054 69.2734375 218.760925 -29.880522 -156.88577 5.94669E-06 0.00048285 0.00565943 0.01692136 159.7059525 229.4671036 8 -391.973938 476.777954 4.41908979 -821.38458 80.2674789 -8.73038E-06 0.00081019 0.03193862 0.001277058 825.2972195 476.798433


Max axial 4,017.02 kN at service Associated Moment 125.399037 kNmMin Axial -451.97 kN at service Associated Moment 125.398823 kNmUltimate Moment 825.30 kN at ULS Max Lateral Load at SLS 179.03 kN at SLSUltimate Lateral 476.80 kN Asa = 1.481384845 T32

Ultimate Tension -697.21 kN Ultimate Tension -391.97 kN Ultimate Compression (5058.37, 3957.74) kNAssociated Mult 159.71 kNm Associated Mult 825.30 kNm Associated Mult (159.71, 825.3) kNm



Page 32 of 42

0

1

2

3

4

5

6

7

8

9

10

-100

0

-800

-600

-400

-200

0 200

400

Dep

th fr

om c

ut-o

ff le

vel (

m)


Mr

Mxz

Myz

Page 33 of 42

DESIGN OF CIRCULAR COLUMN TO BS5400:Part4:1990PROJECT : LRT Extension - Package BSTRUCTURE : Foundation for Double Track PierPILE GROUP : BPG1a (6x900)PILE TYPE : BORE PILE LOCATION : TYPICAL IN P416

DESIGN DATA


Reinforcing Steel Diameter, RSDia = 32 mm Abar = 804.2 mm per no.No. of Bar, NoBar = 10 (Add 2 Nos for Asa) = 1.26 %Characteristic strenght of reinforcement, fy = 500 N/mm (min) = 0.40 %Characteristic strenght of concrete, fcu = 40 N/mmPartial safety factor for reinforcement, ms = 1.15Partial safety factor for concrete, mc = 1.5

Ultimate Bending Moment, Mapplied = 200, 850 kNmUltimate Axial Force, Napplied = 5100, 4000 kNUltimate Tension Force, Tapplied = -750, -450 kN


RESULTS




Tension

Compression

0

50

100

150

200

250

300

350

400

450

500

0 0.002 0.004 0.006 0.008 0.01

Stress

(N/m

m)

Strain






41.0 %

, alpha = 1.46656 rad

layer y y No. of bar la Strain Stress Force Moment0 91.0 357.0 1 359.0 0.00200 357.1 287.2 103.11 159.6 288.4 2 290.4 0.00200 357.1 574.5 166.82 339.1 108.9 2 110.9 0.00085 170.2 273.7 30.43 560.9 -113.0 2 -110.9 -0.00088 -176.5 -283.9 31.54 740.4 -292.5 2 -290.4 -0.00228 -367.3 -590.8 171.65 809.0 -361.0 1 -359.0 -0.00282 -386.5 -310.8 111.66 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.07 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.08 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.09 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.0

10 0.0 0.0 0 0.0 0.00000 0.0 0.0 0.0Total 10 -50.1 615.0

-6000

-4000

-2000

0

2000

4000

6000

8000

10000

12000

14000

0 200 400 600 800 1000 1200 1400 1600 1800

Axial

Force

s(kN

)

BendingMoment(kNm)

Mu&Nu

AppliedM&N

Tension


Page 34 of 42


1 PileDiameter,b 900 mm2 GradeofConcrete,fcu 40 N/mm23 CharacteristicStrengthofmainreinforcement,fy 500 N/mm24 CharacteristicStrengthofshearreinforcement,fyv 460 N/mm2 Cl.5.3.3.2BS5400:Part4:19905 Partialsafetyfactorforsteelreinforcement,gms 1.256 Main Bar Diameter 32 mm6 MainBarDiameter 32 mm7 LinkreinforcementDiameter 10 mm8 Nos.ofmainbar 109 AreaofMainReinforcement,As 8042.477 mm210 AreaofConcrete,Ac 628130 mm211 UltimateShearForce,Fv 480 kN12 UltimateAxialForce,N 3957.74 kN13 Effectivedepth,d 659.9 mm PROKONSectionAnalysis14 DepthFactor,e=(500/d)1/4 0.932981 Table9BS5400:Part4:199015 UltimateShearStressofRCsection,





v>vc*/2 andv > vc*



= 0.50


= 0.90


=>OK

0.4b/(0.87fyv)

T10150c/c

Page 35 of 42


Appendix C : Pile length design

Page 36 of 42

CLIENT : MRCBPROJECT : Proposed Ampang Line LRT Extension, Package B

DATE : 18/5/2012GEOTECHNICAL DESIGN FOR BORED PILE LENGTH USING

MODIFIED MEYERHOFF FORMULA : DATA FILE : P411-900

Ultimate Capacity = Ultimate Shaft Capacity + Ultimate End Bearing

TYPE BPG1b

DATA : TT-P3 (1)Diameter of Pile, D1 = 900 mmDiameter of Pile, D2 = mmDiameter of Bottom Bell, D3 = mmConcrete Grade Used, fcu = 40 N/mm2

Working Load of pile (compression) = = 6,500 kNDesigned Concrete Stress1 at WL = 0.4 fcu/1.5 10.667 N/mm2 ; 10.22 N/mm2

Desing of steel stress at ultimate = 1.5 x N/mm2 ; mm2

Use minimum T32Designed Concrete Stress2 = 0.000 fcu = N/mm2

Skin Friction Empirical Factor, Ks = 3.5End Bearing Empirical Factor, Kb = 3

Base area with bell = - m2

Borehole Reference No. = BH-411 PantasReduce Level of Borehole, RL = = 8.9690 m RLTop of Pilecap Level, RL = 7.9690 m RLCut-off-level of pile (COL) = 6.5440 m = 1.43 mITEM ULTIMATE fs (kN/m2)

NO. QsN N' kN

1 0.00 1.50 1.50 - - 2 1.50 2.50 1.00 - - 3 2.50 4.50 2.00 900 8 - - 4 4.50 6.00 1.50 900 8 8.0 95.10 95.10 5 6.00 7.50 1.50 900 8 8.0 95.10 190.20 6 7.50 9.00 1.50 900 8 8.0 95.10 285.30 7 9.00 10.50 1.50 900 8 8.0 95.10 380.39 8 10.50 12.00 1.50 900 8 8.0 95.10 475.49 9 12 00 13 50 1 50 900 11 9 5 112 93 588 42

0.0022.4222.4222.4222.4222.4226 63

11.2111.2113 31

0.9m diameter cast insitu RC Bored Pile (D1)

DittoDittoDittoDittoDitto

Medium dense grey fine to medium SAND

Qu = 9.81 N' ( x D x L ) / Ks + 9.81 x N x ( /4 x D2) x Kb kN

SPT N ValuesSOIL LAYERDESCRIPTIONS

Top soil, greyish brown sandy GRAVEL with traces of rootlets

0.00

Dimater (mm)

Loose, grey clayey fine to medium SAND

PIER P411

UltimateAllowable

DEPTH (m)

FROM TO

Ditto

Effective Thickness

(m)

Culmulative Qs (kN)

0.00 0.000.00 0.00

11.2111.2111.21

No.5,2ndFloor,JalanUSJ10/1G,47620SubangJayaTel:0192736420Email:[email protected]

LIANG UNITED ENGINEERING STUDIOJuruteraPerundingCivildanGeotechnical (1794089M)

9 12.00 13.50 1.50 900 11 9.5 112.93 588.42 10 13.50 15.00 1.50 900 11 11.0 130.76 719.18 11 15.00 16.50 1.50 900 11 11.0 130.76 849.94 12 16.50 18.00 1.50 900 11 11.0 130.76 980.71 13 18.00 19.50 1.50 900 12 11.5 136.70 1,117.41 14 19.50 21.00 1.50 900 12 12.0 142.65 1,260.06 15 21.00 22.50 1.50 900 12 12.0 142.65 1,402.71 16 22.50 24.00 1.50 900 12 12.0 142.65 1,545.35 17 24.00 25.50 1.50 900 14 13.0 154.54 1,699.89 18 25.50 27.00 1.50 900 14 14.0 166.42 1,866.31 19 27.00 28.50 1.50 900 13 13.5 160.48 2,026.79 20 28.50 30.00 1.50 900 13 13.0 154.54 2,181.33

21 30.00 31.50 1.50 900 2,968.81 5,150.13 22 31.50 33.00 1.50 900 3,392.92 8,543.05

23 33.00 34.50 1.50 900 3,392.92 11,935.97 24 34.50 36.00 1.50 900 3,392.92 15,328.89

OUTPUT :ULT %

Allowable Shaft Frictional Resistance, Qs ( kN ) = 7664.45 100.00%

Allowable End Bearing, Qb ( KN ) = 0.00 0.00%SPT-N at Base of Pile = Ultimate fb of sandstone kN/m2Shaft Frictional Resistance F.O.S. = 2.00

End Bearing F.O.S. = 2.00

Safe Geotechnical Capacity , ( kN ). = 7664.45 O.KFOS on Shaft at Working Load = 2.36Overall Factor of Safety. = 2.36 O.K

PROBABLE BORING LENGTH FROM PLATFORM LEVEL, BL = 36.00 m

RECOMMENDED PILE LENGTH FROM CUT-OFF-LEVEL, PL = 33.50 mRock socketing length = 6.00 m

NOTES :THE PILE LENGTH IS SUBJECTED TO THE ACTUAL SITECONDITIONS AND TEST PILE RESULT.

All Right Reserved

16.8218.22

33.63

26.63

19.62

13.3115.42

30.8330.8332.23

800.00800.00

33.6333.6336.4439.24

30.83

16.82

37.8436.44

700.00800.00

400.00400.00

16.82

DittoDitto

18.9218.22

350.00400.00

15.4216.12

Medium dense, grey fine to medium SAND

DittoMedium dense, grey fine to medium SAND

DittoDittoDitto

15.42

DittoDittoDittoDitto

Very weak, chalky white, highly weathered & highly fractured LIMESTONE with broadly open joint

Ditto

ESTIMATED LOAD TRANSFER (SHAFT) PROFILE at SERVICE

Weak, chalky white, highly weathered & highly fractured LIMESTONE with roughly open joint

Ditto, EOB

-45

-40

-35

-30

-25

-20

-15

-10

-5

00 1000 2000 3000 4000 5000 6000 7000

Dep

th (

m)

Load (kN)



Page 37 of 42





TYPE BPG1b

DATA : TT-P2Diameter of Pile, D1 = 900 mmDiameter of Pile, D2 = mmDiameter of Bottom Bell, D3 = mmConcrete Grade Used, fcu = 40 N/mm2







NO. QsN N' kN

1 0.00 1.50 1.50 - - 2 1.50 2.50 1.00 - - 3 2.50 4.50 2.00 900 6 - - 4 4.50 6.00 1.50 900 6 6.0 71.32 71.32 5 6.00 7.50 1.50 900 7 6.5 77.27 148.59 6 7.50 9.00 1.50 900 7 7.0 83.21 231.80 7 9.00 10.50 1.50 900 7 7.0 83.21 315.01 8 10.50 12.00 1.50 900 7 7.0 83.21 398.23 9 12.00 13.50 1.50 900 8 7.5 89.16 487.38

10 13 50 15 00 1 50 900 8 8 0 95 10 582 48

0.0016.8218.2219.6219.6219.6221.02

9.819.81

10.5111 21


22 42Ditto

DittoDittoDitto

Medium stiff, brown fine to medium clayey SANDDitto

Loose, brown fine to medium SAND



Top soil, brown medium to coarse SAND with traces of rootlets

0.00

Dimater (mm)

Ditto

PIER P412

UltimateAllowable

DEPTH (m)

FROM TO

Medium stiff, brown fine to medium CLAY

Effective Thickness

(m)

Culmulative Qs (kN)

0.00 0.000.00 0.00

8.419.119.81



10 13.50 15.00 1.50 900 8 8.0 95.10 582.48 11 15.00 16.50 1.50 900 8 8.0 95.10 677.58 12 16.50 18.00 1.50 900 8 8.0 95.10 772.68 13 18.00 19.50 1.50 900 4 6.0 71.32 844.00 14 19.50 21.00 1.50 900 4 4.0 47.55 891.55 15 21.00 22.50 1.50 900 4 4.0 47.55 939.10

16 22.50 24.00 1.50 900 2,968.81 3,907.90

17 24.00 25.50 1.50 900 3,392.92 7,300.82

18 25.50 27.00 1.50 900 3,392.92 10,693.74 19 27.00 28.50 1.50 900 3,392.92 14,086.66 20 28.50 30.0021 30.00 31.5022 31.50 33.00

OUTPUT :ULT %








All Right Reserved

350.00

400.00

11.21

400.00

11.2122.4222.4216.82

11.21

700.00

800.00

800.00

22.42

5.61

800.00

5.61

DittoDitto

400.00

11.218.41

DittoVery loose to loose, dark grey fine to medium SAND

Moderately strong, chalky white, moderately weathered & fractured LIMESTONE

Ditto, EOB

11.21

DittoDitto

Weak chalky white, moderately weathered & fractured LIMESTONE with rough open joint

Moderately strong, chalky white, moderately weathered & fractured LIMESTONE with rough open joint


-40

-35

-30

-25

-20

-15

-10

-5

00 1000 2000 3000 4000 5000 6000 7000

Dep

th (

m)

Load (kN)



Page 38 of 42





TYPE BPG1a








NO. QsN N' kN

1 0.00 1.50 1.50 - - 2 1.50 3.10 1.60 - - 3 3.10 4.50 1.40 900 1 - - 4 4.50 6.00 1.50 900 1 1.0 11.89 11.89 5 6.00 7.50 1.50 900 2 1.5 17.83 29.72 6 7.50 9.00 1.50 900 2 2.0 23.77 53.49 7 9.00 10.50 1.50 900 1 1.5 17.83 71.32 8 10.50 12.00 1.50 900 1 1.0 11.89 83.21 9 12.00 13.50 1.50 900 4 2.5 29.72 112.93

10 13 50 15 00 1 50 900 4 4 0 47 55 160 48

0.002.804.205.614.202.807.01

2.101.403.505 61


11 21Ditto

DittoLoose brownish grey fine SAND with some gravel




Top soil, brown clayey SAND with some gravel.

0.00

Dimater (mm)

Ditto

PIER P416

UltimateAllowable

DEPTH (m)

FROM TO

Very loose to loose, brownish grey fine SAND with some gravel

Effective Thickness

(m)

Culmulative Qs (kN)

0.00 0.000.00 0.00

1.402.102.80



10 13.50 15.00 1.50 900 4 4.0 47.55 160.48 11 15.00 16.50 1.50 900 11 7.5 89.16 249.63 12 16.50 18.00 1.50 900 11 11.0 130.76 380.39 13 18.00 19.50 1.50 900 14 12.5 148.59 528.99 14 19.50 21.00 1.50 900 14 14.0 166.42 695.41 15 21.00 22.50 1.50 900 40 27.0 320.96 1,016.37 16 22.50 24.00 1.50 900 40 40.0 475.49 1,491.86

17 24.00 25.50 1.50 900 2,968.81 4,460.67

18 25.50 27.00 1.50 900 3,392.92 7,853.59 19 27.00 28.50 1.50 900 3,392.92 11,246.51

20 28.50 29.10 0.50 900 1,130.97 12,377.48 21 29.10 30.60

OUTPUT :ULT %








All Right Reserved

56.06

350.00

39.24

400.00

5.6121.0230.8335.04

75.68112.11

700.00

800.00

11.21

19.62

800.00

800.00

37.84

DittoDitto

400.00

400.00

15.4217.52

Dittooose to medium dense, brownish grey fine SAND with some grav

Very strong, whitish grey LIMESTONE stripped with brown tight joint

DittoStrong, whitish grey LIMESTONE stripped with brown

tight joint, EOB

10.51

DittoDittoDitto

Moderately strong, whitish grey LIMESTONE stripped with brown tight joint


-35

-30

-25

-20

-15

-10

-5

0

50 1000 2000 3000 4000 5000 6000 7000

Dep

th (

m)

Load (kN)



Page 39 of 42

CLIENT : MRCBPROJECT : Proposed Ampang Line LRT Extension, Package BDATE : 18/5/2012GEOTECHNICAL DESIGN FOR BORED PILE LENGTH USING



TYPE BPG1b







Borehole Reference No. = BH-417 PantasReduce Level of Borehole, RL = = 9.7460 m RLTop of Pilecap Level, RL = 8.6800 m RLCut-off-level of pile (COL) = 7.2550 m = 1.43 mITEM ULTIMATE fs (kN/m2)NO. Qs

N N' kN1 0.00 1.50 1.50 - - 2 1.50 2.50 1.00 - - 3 2.50 4.50 2.00 900 1 - - 4 4.50 6.00 1.50 900 1 1.0 11.89 11.89

5 6.00 7.50 1.50 900 2 1.5 17.83 29.72 6 7.50 9.00 1.50 900 2 2.0 23.77 53.49 7 9.00 10.50 1.50 900 1 1.5 17.83 71.32 8 10.50 12.00 1.50 900 1 1.0 11.89 83.21

9 12.00 13.50 1.50 900 4 2.5 29.72 112.93 10 13.50 15.00 1.50 900 4 4.0 47.55 160.48

11 15.00 16.50 1.50 900 11 7.5 89.16 249.63 12 16.50 18.00 1.50 900 11 11.0 130.76 380.39 13 18.00 19.50 1.50 900 14 12.5 148.59 528.99

0.000.00 0.00

1.40

2.102.80

10.51

UltimateAllowable

DEPTH (m)

FROM TO

Effective Thickness

(m)

Culmulative Qs (kN)

0.00



0.00

Dimater (mm)

Very loose, greyish yellow clayey coarse SAND

PIER P417

17.52

DittoVery loose, grey fine to medium SAND with traces of

gravelsDittoDittoDitto

Very loose to loose, grey fine fine to medium SAND with traces of gravels.

DittoDitto

DittoMedium dense, grey fine to medium SAND with

traces of gravels15.42

11.21

2.101.40

3.505.61

21.0230.83


35.04

0.002.80

4.205.614.202.80

7.01



13 18.00 19.50 1.50 900 14 12.5 148.59 528.99 14 19.50 21.00 1.50 900 14 14.0 166.42 695.41 15 21.00 22.50 1.50 900 40 27.0 320.96 1,016.37 16 22.50 24.00 1.50 900 40 40.0 475.49 1,491.86 17 24.00 25.50 1.50 900 21 30.5 362.56 1,854.42 18 25.50 27.00 1.50 900 21 21.0 249.63 2,104.06 19 27.00 28.50 1.50 900 9 15.0 178.31 2,282.37 20 28.50 30.00 1.50 900 9 9.0 106.99 2,389.35 21 30.00 31.50 1.50 900 11 10.0 118.87 2,508.23 22 31.50 33.00 1.50 900 11 11.0 130.76 2,638.99

23 33.00 34.50 1.50 900 13 12.0 142.65 2,781.64 24 34.50 36.00 1.50 900 13 13.0 154.54 2,936.17 25 36.00 37.50 1.50 900 11 12.0 142.65 3,078.82 26 37.50 39.00 1.50 900 11 11.0 130.76 3,209.58 27 39.00 40.50 1.50 900 13 12.0 142.65 3,352.23 28 40.50 42.00 1.50 900 13 13.0 154.54 3,506.76 29 42.00 43.50 1.50 900 13 13.0 154.54 3,661.30 30 43.50 45.00 1.50 900 13 13.0 154.54 3,815.84 31 45.00 47.00 2.00 900 13 13.0 206.05 4,021.88

32 47.00 48.50 1.50 900 2,968.81 6,990.69 33 48.50 50.00 1.50 900 3,392.92 10,383.61

34 50.00 51.50 1.50 900 3,392.92 13,776.53 35 51.50 53.00 0.50 900 1,130.97 14,907.50

OUTPUT :ULT %








All Right Reserved

400.00 800.00

36.4418.22 36.44

800.00

400.00

Medium dense, grey fine to medium SAND with traces of gravels


Ditto, EOB

Ditto

Ditto

Very weak, chalky white, highly weathered and fracture LIMESTONE


16.82 33.6318.22 36.4418.22 36.44

Ditto 18.22

800.00Weak, chalky white, moderately weathered and

moderately fractured LIMESTONE 400.00

350.00 700.00

DittoDense, grey fine to medium SAND

DittoMedium dense, grey fine to medium SAND

DittoDitto

DittoDitto

DittoLoose, grey fine to medium SAND

Ditto

17.52Ditto

37.84

16.8215.42

21.0212.6114.0115.42

19.62

33.6330.83

42.0425.2328.0330.83

16.8218.22

33.6336.44

75.68112.11

85.4958.8629.43

35.04

56.0642.74

39.24

-60

-50

-40

-30

-20

-10

0

100 1000 2000 3000 4000 5000 6000 7000

Dep

th (

m)

Load (kN)



All Right Reserved

-60

-50

-40

-30

-20

-10

0

100 1000 2000 3000 4000 5000 6000 7000

Dep

th (

m)

Load (kN)



Page 40 of 42


Appendix D : Preliminary Construction Drawing

Page 41 of 42

of 42

P411_5x900_6500_15T32-TTP3.pdfDataSummarySheet1





report guideway_revised p411, p412, p417 & p418 _rev.0

Documents

p412 p416p417

p412 p417 page

p416 p417

current revised design

pier p411

pile reinforcement design

current revised loading

mmsb page