1 vertical piles design 02-13 revb

8/21/2019 1 Vertical Piles Design 02-13 RevB

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B 07.05.12 ACCORDING TO COMMENTS FROM CS-101 / 27-04-2012 P.G. S.I. 07.05.12

A 18.04.12 ACCORDING TO COMMENTS FROM CS-091 / 10-04-2012 P.G. S.I. 18.04.12

REV DATE DESCRIPTION DRAWN CHECKED DATE

CLIENT

P.O.BOX 173 ABU DHABI TEL. (+971) 2 6414000 Fax (+971) 2 6426333

CONSULTANT P.O.Box 47094, Abu DhabiUnited Arab EmiratesTel: (+971) 2 4457470Fax: (+971) 2 4457490

CONTRACTOR

ELECTROMONTAJ S.A.Candiano Popescu no. 1, 040581, Bucharest, ROMANIA

PROJECT

Contract No. N-11304

220kV OHL QUSAHWIRA - ADCO

TITLE

VERTICAL PILED FOUNDATIONS DESIGN

Tower Nos. 2 to 13

DRAWN CHECKED Q.C. APPROVED DATE SCALE SHEET NOP.G. S.I. S.D. D. M. 26.03.2012 Not Scaled 1 / 270

DRAWING No.

1 1 3 0 4 V E 7 6 6 6 J 0 0 1 B

Contract N-11304 - Abu Dhabi Doc. No. 11304 VE 7666 J 001B

1



TRANSCO Electromontaj S.A.

Abu Dhabi Transmission & Despatch Company Bucharest

220kV OHL Qusahwira - ADCO Romania

Contract No.: N-11304

Vertical Piled Foundations Design

Tower Nos. 2 to 13

Contents

Page

1.

Foundation Design Procedure ..................................................................................................................... 3

2. Ultimate Foundation Loadings for Vertical Piles for S+Str+ATtr .............................................................. 7

3. Summary of Vertical Piles ......................................................................................................................... 12

4.

Geotechnical Soil Parameters .................................................................................................................... 13

5.

Design Soil Data Values Based on Geotechnical Soil Investigation .......................................................... 17

6.

Chemical Soil Results ................................................................................................................................ 18

7.

Piled Foundation for Tower Type ATtr±0 (KEC Design) at location 2 .................................................... 20

8.

Piled Foundation for Tower Type So+6 at location 3 ................................................................................ 36

9. Piled Foundation for Tower Type Str±0 (Larsen&Tubro Design) at location 4 ........................................ 54

10. Piled Foundation for Tower Type So+3 at location 5 ................................................................................ 72

11. Piled Foundation for Tower Type So+6 at location 6 ................................................................................ 90

12.

Piled Foundation for Tower Type So+3 at location 7 ............................................................................... 108

13.


14.


15. Piled Foundation for Tower Type So+6 at location 10 ............................................................................. 162



18. Piled Foundation for Tower Type Str±0 (Larsen&Tubro Design) at location 13 ..................................... 216

19.

References

19.1.

Tomlinson - Pile Design Construction Practice ......................................................................... 235

19.2.

Braja M Das - Principles of Foundation Engineering ................................................................ 240

19.3. Prokon - User Manual ................................................................................................................ 244

19.4. British Standard 8110 ................................................................................................................. 261

19.5. Bowles - Foundation Analysis and Design ................................................................................ 264

19.6.

Woodward - Drilled Pier Foundations ....................................................................................... 267


2



FOUNDATION DESIGN PROCEDURE

1. Notations

Ultimate loadings [kN]:

R zuc, R xuc, R yuc = vertical forces incompression

R zuu, R xuu, R yuu = vertical forces in uplift

E p = concrete modulus of elasticity [kN/m2]

nh = modulus of subgrade reaction [kN/m3]

cd,w = concrete density dry/wet [kN/m3]

Cc = concrete cover [cm]

d1 = diameter of shear reinforcement [mm]d2 = diameter of main reinforcement [mm]

f y = yield point of the reinforcement

[kN/mm2]

Lf = total frictional length [m]

L0 = length not considered in friction [m]

Lsd,w = frictional length in dry/wet sand [m]

Lr = embedded length in rock [m]

H p = platform height [m]

h1 = height of pile above platform level [m]

sd,w = average sand soil density dry/wet [kN/m3]

= angle of friction [°]

b = angle of friction at base [°]

Nq = bearing capacity factor [-]

K s = coefficient of earth pressure [-]

quc = min. unconfined compressive strength in rock [N/mm2]

tm = skin resistance in rock [N/mm2]

K SF = additional safety factor for uplift [-]

2. Dimensions and Quantities

Considered length of the pile in friction:LHL 00f

Sectional area of the pile:

d4

πA

2 b


3



Lateral area considered for friction:

in sand LLdπA swsdls

in rock

LdπA r lr total lateral area considered in friction

AAA lr lsl Volume of pile:

3

hAhhAV

7 b71 b1

L-HAV sw bhd

LAV sw bhw

VVV hwhdh

VVV h1f Weight of pile:

γVγVγVWcwhwcdhdcd1f

3. Friction resistance of the Pile

M. J. Tomlinson, "Pile Design & Construction Practice", eq. 4.8 (ref. 1)

Braja M. Das, "Principles of Foundation Engineering", pages 454, 455 (ref. 2)

Friction of the Pile in Sand: AtanLγLγK 0.5Q lsswswsdsdsfs

Friction of the Pile in Rock:

q0.1t ucm

AtQ lr mfr

Total Lateral Friction of the Pile:

QQQ fr fsf

4. Compression Capacity of the Pile

Braja M. Das, "Principles of Foundation Engineering", pages 451, 454 (ref. 2)

Base resistance to compression:

etan1tan N btanη'2

2

q b2

b

ALγ NQ bf bqcb

Compression capacity:

R WQQQ zucf f cbc

5. Uplift Capacity of the Pile

Uplift capacity:

R K WQQ zuuSFf f u

Inverted Cone-Frustum Angle Method

inverted cone volume:

tan30H2dD

H4

dπDdDd

12

HπV

222

ic


4



uplift capacity of the inverted cone:

R K WγVQ zuuSFf cicuic

6. Lateral Loading on Pile

M. J. Tomlinson, "Pile Design & Construction Practice", eq. 6.52 – 6.56 (ref. 1)

64

dπ

I

4

p

5

h

p p

n

IET

T

HZmax

Horizontal forces and moments on pile at ground level:

R R Q 2yuc

2xucgc

T/75R R 0.075hQM zuczuc1gcgc

R R Q 2yuu

2xuugu

T/75R R 0.075hQM zuuzuu1gugu

Bending moment:

MBTQAM ugc,mugc,miuc,

Deflection:

IE

TMBTQAy

p p

2ugc,y

3ugc,y

iuc,

Shear:

T

MBQAv

ugc,v

ugc,viuc,

7. Longitudinal Reinforcement

Longitudinal reinforcement is computed with PROKON "Circular Column Design"

software (ref. 3).

8. Shear Reinforcement

BS 8110, §3.4.5.6, Tables 3.7 and 3.8 (ref. 4)

2

ddCc 2

1c

cdd1

A b bv

d b

AK

1v

stv

100

d b

V

1v

uc,maxv

0.4v0.5 vv cc


5



f 0.95

b0.4

s

A

y

v

v

svrq

(not required for v < 0.5×vc)

AA svrqsv

9. References

[1] – M. J. Tomlinson, "Pile Design & Construction Practice"[2] – Braja M. Das, "Principles of Foundation Engineering"

[3] – PROKON "Circular Column Design" Documentation

[4] – BS 8110

[5] – Joseph E. Bowles, "Foundation Analysis and Design"

[6] – Richard J. Woodward, "Drilled Pier Foundations"


6



Abu Dhabi Water and Electricity Authority Electromontaj S.A. - Romania

220kV OHL ASAB / HAMEEM Foundation Loadings-Ultimate

Contract No. N4778 – V.O. 1 Design Sheet No. 4778 VE 7666 J 009-

Page 4 of 13

1. Foundation Loadings-Ultimate for Tower Type S [daN]

Sf = Factor of Safety Included

So-6m: Basic Tower S Plus (-3)m Height Extension Legs BATTERED LEG VERTICAL LEG

HORIZONTAL SHEAR

Node Case Fx Fy Fz1 Rx Ry Rz Sf

120 6 U -4497 1526 -93047 -14318 -10948 -91682 1.5 Max Fx, Rx 118 12 C -4606 1044 106740 -15872 -13267 105175 1.5 Max Fx, Rx

120 10 U 1706 -3698 -95664 -8391 -16523 -94261 1.5 Max Fy, Ry

118 4 C 1565 -3994 110912 -10141 -18863 109286 1.5 Max Fy, Ry

120 16 U -711 -1299 -99996 -11265 -14705 -98529 1.5 Max Fz1, Rz

118 2 C -2508 -1907 120884 -15267 -18114 119111 2.5 Max Fz1, Rz

120 2 U -2297 -1237 -95748 -12402 -14074 -94344 2.5 Max Rxy

118 2 C -2508 -1907 120884 -15267 -18114 119111 2.5 Max Rxy

So-3m: Basic Tower S Plus (-3)m Height Extension LegsNode Case Fx Fy Fz1 Rx Ry Rz Sf

128 6 U -4206 1320 -94974 -14229 -11413 -93582 1.5 Max Fx, Rx

126 12 C -4345 1034 110012 -15955 -13715 108399 1.5 Max Fx, Rx

128 10 U 1499 -3350 -96670 -8704 -16311 -95253 1.5 Max Fy, Ry

126 2 C -2395 -2058 125319 -15621 -18859 123481 2.5 Max Fy, Ry

128 16 U -729 -1137 -100959 -11385 -14672 -99479 1.5 Max Fz1, Rz

126 2 C -2395 -2058 125319 -15621 -18859 123481 2.5 Max Fz1, Rz

128 2 U -2164 -1743 -98060 -12513 -14890 -96622 2.5 Max Rxy

126 2 C -2395 -2058 125319 -15621 -18859 123481 2.5 Max Rxy

So: Basic Tower S Plus 0m Height Extension Legs Node Case Fx Fy Fz1 Rx Ry Rz Sf

128 6 U -3907 1197 -97018 -14146 -11810 -95596 1.5 Max Fx, Rx

126 2 C -2356 -2012 128914 -15962 -19295 127024 2.5 Max Fx, Rx

128 10 U 1146 -3328 -98606 -9261 -16548 -97160 1.5 Max Fy, Ry

126 2 C -2356 -2012 128914 -15962 -19295 127024 2.5 Max Fy, Ry

128 16 U -805 -1178 -102535 -11626 -14925 -101031 1.5 Max Fz1, Rz

126 2 C -2356 -2012 128914 -15962 -19295 127024 2.5 Max Fz1, Rz

128 2 U -2214 -1824 -101285 -12904 -15403 -99800 2.5 Max Rxy

126 2 C -2356 -2012 128914 -15962 -19295 127024 2.5 Max Rxy

So+3m: Basic Tower S Plus 3m Height Extension LegsNode Case Fx Fy Fz1 Rx Ry Rz Sf

128 6 U -3726 1062 -99104 -14185 -12224 -97650 1.5 Max Fx, Rx

126 2 C -2469 -2056 132967 -16502 -19882 131017 2.5 Max Fx, Rx

128 10 U 826 -3275 -100905 -9824 -16803 -99425 1.5 Max Fy, Ry

126 2 C -2469 -2056 132967 -16502 -19882 131017 2.5 Max Fy, Ry

128 2 U -2340 -1890 -104876 -13409 -15951 -103338 2.5 Max Fz1, Rz

126 2 C -2469 -2056 132967 -16502 -19882 131017 2.5 Max Fz1, Rz

128 2 U -2340 -1890 -104876 -13409 -15951 -103338 2.5 Max Rxy

126 2 C -2469 -2056 132967 -16502 -19882 131017 2.5 Max Rxy

So+6m: Basic Tower S Plus 6m Height Extension LegsNode Case Fx Fy Fz1 Rx Ry Rz Sf

128 6 U -3508 921 -101011 -14168 -12621 -99530 1.5 Max Fx, Rx

126 2 C -2440 -2115 136836 -16882 -20460 134829 2.5 Max Fx, Rx

128 10 U 658 -3200 -103026 -10215 -17012 -101515 1.5 Max Fy, Ry

126 2 C -2440 -2115 136836 -16882 -20460 134829 2.5 Max Fy, Ry

128 2 U -2303 -1944 -108186 -13722 -16448 -106600 2.5 Max Fz1, Rz

126 2 C -2440 -2115 136836 -16882 -20460 134829 2.5 Max Fz1, Rz

128 2 U -2303 -1944 -108186 -13722 -16448 -106600 2.5 Max Rxy

126 2 C -2440 -2115 136836 -16882 -20460 134829 2.5 Max Rxy


7




10




11



S U M M A R Y F O R V E R T I C A L P I L E S

T o

w e r

L

o c .

T o w e r T y p e

P i l e

D i a .

P i l e H e a d

E x t e n s i o n a b o v e

P l a t f o r m L e v e

l

P l a t f o r m

F i l l

P i l e L e n g t h

f r o m G r o u n d

L e v e l

T o t a l

C o n c r e t e d

L e n

g t h

M a i n

R e i n f o r c e m e n t

D e s i g n A

c t u a l

D e s i g n

A c t u a l

D e s i g n

A c t u a l

d

h 1

H p

H 0

H

t

[ m ]

[ m ]

[ m ]

[ m ]

[ ° ]

[ ° ]

[ m m ]

[ m ]

[ m ]

[ m ]

[ m

]

2

A T t r + 0

5 0 0 *

2

7 4 . 7

6 0 0 *

2 9 3 . 3

0 ° - 3 0 ° *

2 8 ° 2 7 ' 1 9 " 1 0 0 0

0 . 7 5

0 . 5 0

1 2 . 2 5

1 3 . 5 0

3 2 ø 2 5

3

S o + 6

5 0 0

4 3 7

6 0 0

4 8 2 . 6

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 3 . 5 0

1 4 . 7 5

1 7 ø 2 5

4

S t r + 0

5 0 0

4 4 5

6 0 0

4 2 2 . 9

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 3 . 2 5

1 4 . 5 0

1 7 ø 2 5

5

S o + 3

5 0 0

4 4 8

6 0 0

4 2 3 . 6

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 4 . 2 5

1 5 . 5 0

1 7 ø 2 5

6

S o + 6

5 0 0

4 4 9

6 0 0

4 5 5 . 0

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 5 . 5 0

1 6 . 7 5

1 8 ø 2 5

7

S o + 3

5 0 0

4 6 0

6 0 0

4 9 9 . 4

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 4 . 2 5

1 5 . 5 0

1 7 ø 2 5

8

S o + 3

5 0 0

4 6 2

6 0 0

4 4 4 . 5

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 4 . 0 0

1 5 . 2 5

1 7 ø 2 5

9

S o + 6

5 0 0

4

2 1 . 5

6 0 0

4 2 1 . 1

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 4 . 5 0

1 5 . 7 5

1 8 ø 2 5

1 0

S o + 6

5 0 0

4 2 3

6 0 0

4 1 3 . 8

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 2 . 2 5

1 3 . 5 0

1 7 ø 2 5

1 1

S o + 6

5 0 0

4 6 1

6 0 0

4 5 7 . 8

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 2 . 7 5

1 4 . 0 0

1 7 ø 2 5

1 2

S o + 6

5 0 0

4

5 1 . 5

6 0 0

4 8 7 . 8

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 4 . 0 0

1 5 . 2 5

1 7 ø 2 5

1 3

S t r + 0

5 0 0

4

1 4 . 5

6 0 0

3 8 3 . 8

2 °

-

8 0 0

0 . 7 5

0 . 5 0

1 3 . 2 5

1 4 . 5 0

1 6 ø 2 5

S h e a r r e i n f o r c e m e n t f o r t o w e r t y p e s ' S ' f o r t o p 2 . 0 m i s 1 0 m m @ 1

5 0 m m c / c & b e l o w 2 . 0 m i s 1 0 m m @ 2

0 0 m m

c / c .

S h e a r r e i n f o r c e m e n t f o r t o w e r t y p e s ' A T

' f o r t o p 2 . 0 m i s 1 0 m m @ 1

2 5 m m c / c & b e l o w 2 . 0 m i s 1 0 m m @ 1

5 0 m

m c / c .

T o w e r T y p e S t r m e a n s T o w e r T y p e S ( L a r s e n & T u b r o D e s i g n )

T o w e r T y p e A T t r m e a n s T o w e r T y p e A T ( K E C D e s i g n )

* D e s i g n W e i g h t S p a n f o r t o w e r t y p e A T

( K E C D e s i g n ) i s n o t k n o w n b y u s .

W e s u p p o s e d t o b e a c c o r d i n g t o T R A N S C O S p e c i f i c a t i o n s .

W i n d S p a n

W e i g h t S p a n

L i n e A n g

l e D e v i a t i o n


12




13




14




15




16



Design Soil Data Values

Based on Geotechnical Soil Investigation

Loc. No.SPT

Average

[°]

[kN/m3]

nh

[MN/m3]

L0

[m]

2 27 32.0 17.0 13.0 3.0

3 32 32.0 18.0 16.0 4.0

4 23 30.0 18.0 11.0 5.0

5 23 30.0 18.0 12.5 5.0

6 24 30.0 18.0 8.0 7.0

7 44 34.0 18.0 16.0 6.0

8 26 32.0 18.0 12.0 5.0

9 24 30.0 18.0 10.0 5.0

10 29 32.0 19.0 18.5 2.0

11 22 30.0 18.0 14.0 2.0

12 30 32.0 18.0 11.5 5.013 32 32.0 18.0 15.5 5.0

= Angle of Friction [°]

= Unit Weight [kN/m3]

nh = Coefficient of sub-grade modulus variation [MN/m3]

L0 = Length of pile from natural ground not considered for friction [m]

NOTE:

Value of is taken according to TRANSCO's Specification

S-TR-CIVIL-OHL (Rev.0-2010), clause 2.5.1,based on average value of SPT.


17




18




19



Piled Foundation

for Tower Type ATtr±0 (KEC Design) at location 2

1. Loading Data

1. 1. Ul t i mat e For ces f or Ver t i cal LegRzuc = 1701 kN Rzuu = 1135 kNRxuc = 453 kN Rxuu = 453 kNRyuc = 435 kN Ryuu = 435 kN

2. Soil and Concrete Data

Soi l descri pt i on: Si l t y sand; dry, f i ne grai ned, non- pl asti c, very l oose t o ver y dense.

sd = 17. 00 kN/ m3 K s = 0. 62

= 32. 0° b = 32. 0°Ep = 27000000 kN/ m2 nh = 13000 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 100 cm h1 = 75 cm h7 = 5 cm

Hp = 0. 50 m H = 12. 75 m H0 = 12. 25 m Lf = 9. 25 m Lsd = 12. 25 m Lsw = 0. 00 m Ab = 0. 785 m2

Al s = 29. 060 m2 V1 = 0. 563 m3 Vh = 10. 014 m3 Vf = 10. 577 m3 Wf = 254 kN

4. Lateral Friction of the Pile

Lengt h of pi l e f r om gr ound l evel not consi dered f or upl i f t capaci t y: L0 = 3. 0 m Qf s = 1172 kN Qf r = 0 kN

Qf = 1172 kN


Nq = 32. 1

B = 18. 00 kN/ m3 Qcb = 5567 kNQc = 6486 kN > Rzuc = 1701 kN - - OK


Qu = 1426 kN > K SF*Rzuu = 1. 20x1135 kN = 1362 kN - - OK

7. Lateral Loading

T = 2. 522 m Zmax = 505. 63Qgc = 628 kN Qgu = 628 kNAddi t i onal moment on t op of pi l e :Maddc = 185 kNm Maddu = 123 kNm

Mgc = 655. 8 kNm Mgu = 594. 3 kNm

7. 1. Compress i on Case

nh = 13000 kN/ m3 Qg = 628. 040 kN Mg = 655. 795 kNm Lf = 12. 75 m Ep = 27000000 kN/ m2 I p = 0. 049087 m4

z y r ot ati on M V p[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 02364 0. 00702 655. 79 628. 0 0. 000. 42 0. 02074 0. 00672 911. 66 578. 6 114. 580. 85 0. 01794 0. 00637 1148. 49 506. 6 198. 261. 27 0. 01525 0. 00597 1366. 31 412. 1 252. 741. 70 0. 01283 0. 00548 1517. 41 295. 3 283. 572. 13 0. 01057 0. 00497 1632. 00 177. 4 291. 972. 55 0. 00846 0. 00444 1710. 07 58. 5 280. 512. 97 0. 00671 0. 00389 1712. 62 - 46. 8 259. 333. 40 0. 00511 0. 00336 1684. 97 - 141. 5 226. 033. 82 0. 00369 0. 00283 1627. 12 - 225. 6 183. 364. 25 0. 00259 0. 00235 1519. 14 - 282. 3 143. 344. 67 0. 00164 0. 00190 1396. 81 - 326. 3 99. 78

5. 10 0. 00083 0. 00148 1260. 14 - 357. 4 55. 005. 52 0. 00028 0. 00113 1108. 30 - 354. 7 20. 235. 95 - 0. 00017 0. 00082 955. 70 - 351. 8 - 12. 876. 37 - 0. 00051 0. 00054 802. 36 - 348. 9 - 42. 646. 80 - 0. 00064 0. 00037 669. 79 - 317. 6 - 56. 637. 22 - 0. 00077 0. 00019 537. 21 - 286. 4 - 72. 02


20



7. 65 - 0. 00089 0. 00002 404. 63 - 255. 2 - 88. 798. 07 - 0. 00086 - 0. 00006 316. 70 - 216. 6 - 89. 838. 50 - 0. 00082 - 0. 00013 228. 77 - 178. 1 - 90. 458. 92 - 0. 00078 - 0. 00021 140. 84 - 139. 5 - 90. 669. 35 - 0. 00068 - 0. 00023 99. 33 - 106. 7 - 82. 909. 78 - 0. 00058 - 0. 00024 57. 82 - 73. 9 - 74. 03

10. 20 - 0. 00048 - 0. 00026 16. 32 - 41. 0 - 64. 0710. 63 - 0. 00037 - 0. 00026 9. 22 - 25. 5 - 51. 4911. 05 - 0. 00026 - 0. 00026 2. 12 - 10. 0 - 37. 6911. 48 - 0. 00015 - 0. 00026 - 4. 97 5. 6 - 22. 67

11. 90 - 0. 00004 - 0. 00025 - 3. 32 3. 7 - 6. 9112. 33 0. 00006 - 0. 00025 - 1. 66 1. 9 10. 0212. 75 0. 00017 - 0. 00025 0. 00 0. 0 28. 15

M max = 1712. 620 kNm V max = 628. 040 kN

Maxi mummoment on t op of pi l e : Mcmax = 1713 kNm Upl i f t Casenh = 13000 kN/ m3 Qg = 628. 040 kN Mg = 594. 315 kNm

Lf = 12. 75 m Ep = 27000000 kN/ m2 I p = 0. 049087 m4z y r ot ati on M V p

[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 02316 0. 00682 594. 32 628. 0 0. 000. 42 0. 02034 0. 00654 850. 34 579. 6 112. 370. 85 0. 01762 0. 00621 1087. 69 508. 9 194. 661. 27 0. 01499 0. 00583 1306. 36 416. 0 248. 47

1. 70 0. 01263 0. 00536 1459. 44 301. 0 279. 102. 13 0. 01042 0. 00487 1576. 54 184. 8 287. 772. 55 0. 00835 0. 00435 1657. 69 67. 5 276. 952. 97 0. 00663 0. 00382 1664. 26 - 36. 7 256. 473. 40 0. 00507 0. 00330 1640. 93 - 130. 6 224. 063. 82 0. 00367 0. 00279 1587. 71 - 214. 1 182. 394. 25 0. 00259 0. 00232 1484. 61 - 270. 8 143. 184. 67 0. 00165 0. 00188 1367. 12 - 314. 9 100. 435. 10 0. 00085 0. 00147 1235. 24 - 346. 5 56. 415. 52 0. 00031 0. 00112 1087. 54 - 344. 7 22. 135. 95 - 0. 00014 0. 00082 939. 10 - 342. 8 - 10. 556. 37 - 0. 00048 0. 00054 789. 94 - 340. 8 - 40. 006. 80 - 0. 00061 0. 00037 660. 20 - 310. 7 - 53. 957. 22 - 0. 00074 0. 00020 530. 45 - 280. 6 - 69. 307. 65 - 0. 00087 0. 00002 400. 70 - 250. 5 - 86. 068. 07 - 0. 00083 - 0. 00005 314. 18 - 213. 0 - 87. 29

8. 50 - 0. 00080 - 0. 00013 227. 66 - 175. 4 - 88. 138. 92 - 0. 00076 - 0. 00020 141. 14 - 137. 9 - 88. 619. 35 - 0. 00067 - 0. 00022 99. 96 - 105. 8 - 81. 139. 78 - 0. 00057 - 0. 00024 58. 79 - 73. 6 - 72. 58

10. 20 - 0. 00047 - 0. 00025 17. 61 - 41. 5 - 62. 9710. 63 - 0. 00037 - 0. 00025 10. 29 - 26. 1 - 50. 7311. 05 - 0. 00026 - 0. 00025 2. 96 - 10. 6 - 37. 2911. 48 - 0. 00015 - 0. 00025 - 4. 36 4. 8 - 22. 6711. 90 - 0. 00005 - 0. 00025 - 2. 91 3. 2 - 7. 2912. 33 0. 00006 - 0. 00025 - 1. 45 1. 6 9. 2412. 75 0. 00016 - 0. 00025 0. 00 0. 0 26. 93

M max = 1664. 256 kNm V max = 628. 040 kN

Maxi mummoment on t op of pi l e : Mumax = 1664 kNm


Hi gh t ensi l e steel : f y = 460 N/ mm2 Long. r ei nf orcement di ameter : = 25 mm

Shear r ei nf orcement di ameter : = 10 mm

Take : 32ø25 Astef = 157. 08 cm2 > Ast = 155. 98 cm2 - - OK


d1 = 902. 5 mm bv = 886. 2 mm K v = 1. 964

vc = 0. 791 N/ mm2 v' c = 0. 926 N/ mm2 v = 0. 785 N/ mm2 > 0. 5 v' c Asvrq/ sv = 8. 86 cm2/ m

v = 0. 785 N/ mm2 < v' c + 0. 4 Take spi r al di a. : ø = 10 mm

sv = 15. 0 cm Asv = 10. 47 cm2 > Asvrq - - OK


21



0

1

2

3

4

5

6

-400 -200 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400

u n

d L e v e l [ m ]

Total Moment [kN.m]

Moment Diagram for Tower Type ATtr±0 (KEC Design) at Location No. 2

7

8

9

10

11

12

13

D e p t h f r o m G

r o


22



0

1

2

3

4

5

6

-400 -300 -200 -100 0 100 200 300 400 500 600 700 800

u n d L e v e l [ m ]

Shear Force [kN]

Shear Force Diagram for Tower Type ATtr±0 (KEC Design) at Location No. 2

7

8

9

10

11

12

13

D e p t h f r o m G

r


23



0

1

2

3

4

5

6

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]

Deflection Diagram for Tower Type ATtr±0 (KEC Design) at Location No. 2

7

8

9

10

11

12

13

D e p t h f r o m G

r o


24



SheetJob Number

Job Title

Client

Calcs by Checked by Date

Software Consultants (Pty) Ltd

Internet: http://www.prokon.com

E-Mail : [email protected]

1Contract N-11304

220kV OHL Qusahwira - ADCO

TRANSCO Abu Dhabi

GP DM 07.05.2012

C12Tower Type ATtr±0 (KEC Design) at Location 2

Circular column design by PROKON . (CirCol Ver W2.5.03 - 09 Feb 2011)

Design code : BS8110 - 1997

Input tables

LoadCase Description

Ultimate Limit State Design Loads

P (kN) Mx top (kNm) My top (kNm) Mx bot (kNm) My bot (kNm)

1 Compression 1701 1713 0 0 0

2 Uplift -1135 1664 0 0 0

General design parameters and loads:

Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

1000

97.5

12.75

40

460

0 2 5 0

5 0 0

7 5 0

1 0 0 0

1000

750

500

250

0

X X

Y

Y

General design parameters:Given: d = 1000 mm d' = 98 mm Lo = 12.750 m fcu = 40 MPa fy = 460 MPa

Therefore:

= Ac d 2

4.

= 1000

2

4

×

= 785.4×103

mm²

=d iax' d ia d' -

= 1000 97.5-

= 902.500 mm

=d iay' d ia d' -

= 1000 97.5-

= 902.500 mm


25



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

Assumptions: (1) The general conditions of clause 3.8.1 are applicable. (2) The section is symmetrically reinforced. (3) The specified design axial loads include the self-weight of the column. (4) The design axial loads are taken constant over the height of the column.

Design approach:The column is designed using the following procedure: (1) The column design charts are constructed. (2) The design axis and design ultimate moment is determined . (3) The steel required for the design axial force and moment is read from the relevant design chart. (4) The area steel perpendicular to the design axis is read from the relevant design chart. (5) The procedure is repeated for each load case. (6) The critical load case is identified as the case yielding the largest steel area about the design axis.

Through inspection: Load case 2 (Uplift) is critical.

Check column slenderness:End fixity and bracing for bending about the X-X axis: At the top end: Condition 2 (partially fixed). At the bottom end: Condition 3 (pinned). The column is braced. ßx = 0.95 Table 3.21

End fixity and bracing for bending about the Y-Y axis: At the top end: Condition 2 (partially fixed). At the bottom end: Condition 3 (pinned). The column is braced. ßy = 0.95 Table 3.21

Effective column height:

=lex ß x Lo.

= .95 12.75×

= 12.112 m

=ley ß y Lo.

= .95 12.75×

= 12.112 m

Column slenderness about both axes:

= xlex

d ia

=12.112

1

= 12.112


26



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= yley

d ia

=12.112

1

= 12.112

Minimum Moments for Design:Check for mininum eccentricity: 3.8.2.4

Check that the eccentricity exceeds the minimum in the plane of bending: Use emin = 20mm

= M min emin N .

= .02 -1135×

= -22.7000 kNm

Check if the column is slender: 3.8.1.3

x = 12.1 < 15

y = 12.1 < 15

The column is short.

Initial moments:The initial end moments about the X-X axis: M1 = Smaller initial end moment = 0.0 kNm M2 = Larger initial end moment = 1664.0 kNm

The initial moment near mid-height of the column : 3.8.3.2

= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 1664× ×- +

= 998.400 kNm

= M i2 0.4 M 2.

= 0.4 1664×

= 665.600 kNm

Mi 0.4M2 = 1664.0 kNm

The initial end moments about the Y-Y axis: M1 = Smaller initial end moment = 0.0 kNm M2 = Larger initial end moment = 0.0 kNm


27



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm

Design ultimate load and moment:

Design axial load: Pu = -1135.0 kN

Moment distribution along the height of the column for bending about the X-X: At the top, Mx = 1664.0 kNm Near mid-height, Mx = 998.4 kNm At the bottom, Mx = 0.0 kNm

Mxtop=1664.0 kNm

Moments about X-X axis( kNm)

Initial Additional Design

Mx=1664.0 kNm

Mxmin=-22.7 kNm

+ =

Moment distribution along the height of the column for bending about the Y-Y: At the top, My = 0.0 kNm Near mid-height, My = 0.0 kNm At the bottom, My = 0.0 kNm

Mytop=0.0 kNm

Moments about Y-Y axis( kNm)


My=0.0 kNm

Mymin=-22.7 kNm

+ =


28



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

Design of column section for ULS:Through inspection: The critical section lies at the top end of the column.

The column is designed to withstand the uni-axially applied moment about

the major axis.

For bending about the design axis:

Column design chart

M o m e n t m a x =

6 2 6 8 k N m @ 6 4 6 9 k N

-20E3-18E3-16E3-14E3-12E3-10E3-8000-6000-4000-2000

200040006000800010E312E314E3

16E318E320E322E324E326E328E330E332E334E336E3

5 0 0 1 0 0 0

1 5 0 0

2 0 0 0

2 5 0 0

3 0 0 0

3 5 0 0

4 0 0 0

4 5 0 0

5 0 0 0

5 5 0 0

6 0 0 0

6 5 0 0

7 0 0 0

7 5 0 0

A x i a l L o a d ( k N

)

Bending Moment (kNm)

6%5%4%3%2%1%0%

Reinforcement required about the X-X axis: From the design chart, Asc = 15598 = 1.99%


29



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

For bending perpendicular to the design axis:

Column design chart

M o m e n t m a x = 6 2 6 8 k N m @ 6 4 6 9

k N

-20E3-18E3-16E3-14E3-12E3-10E3-8000

-6000-4000-2000

200040006000800010E312E314E316E318E320E322E324E326E328E330E332E334E336E3

5 0 0 1 0 0 0

1 5 0 0

2 0 0 0

2 5 0 0

3 0 0 0

3 5 0 0

4 0 0 0

4 5 0 0

5 0 0 0

5 5 0 0

6 0 0 0

6 5 0 0

7 0 0 0

7 5 0 0

A x i a l L o a d ( k N )


6%5%4%3%2%1%0%

Reinforcement required about the Y-Y axis: From the design chart, Asc = 3142

Column design chart

M o m e n t m a x = 6 2 6 8 k N m @ 6 4 6 9 k N

-20E3-18E3-16E3-14E3-12E3-10E3-8000-6000-4000-2000

200040006000800010E312E314E316E318E320E322E324E326E328E330E332E334E336E3

5 0 0 1 0 0 0

1 5 0 0

2 0 0 0

2 5 0 0

3 0 0 0

3 5 0 0

4 0 0 0

4 5 0 0

5 0 0 0

5 5 0 0

6 0 0 0

6 5 0 0

7 0 0 0

7 5 0 0



6%5%4%3%2%1%0%

Design chart for bending about any axis:


30



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

Summary of design calculations:

Design results for all load cases:

Load case Axis N (kN) M1 (kNm) M2 (kNm) Mi (kNm) Madd (kNm) Design M (kNm) M' (kNm) Asc (mm²)

1

2

X-XY-Y 1701.0

0.00.0

1713.00.0

1713.00.0

0.00.0

X-XTop

1713.00.0 1713.0

8603 (1.10%)

X-XY-Y -1135.0

0.00.0

1664.00.0

1664.00.0

0.00.0

X-XTop

1664.00.0 1664.0

15598 (1.99%)

Load case 2 (Uplift) is critical.


31




32




33




34




35



Piled Foundation

for Tower Type So+6 at location 3

1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 32. 0° b = 33. 0°Ep = 27000000 kN/ m2 nh = 16000 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 1124 kN


Nq = 36. 7




7. Lateral Loading


Mgc = 293. 1 kNm Mgu = 254. 1 kNm




5. 60 0. 00032 0. 00089 406. 50 - 151. 7 28. 786. 07 0. 00006 0. 00067 355. 61 - 148. 8 5. 626. 53 - 0. 00016 0. 00048 304. 46 - 145. 8 - 16. 237. 00 - 0. 00032 0. 00031 253. 06 - 142. 8 - 35. 657. 47 - 0. 00037 0. 00020 209. 94 - 129. 1 - 44. 417. 93 - 0. 00043 0. 00009 166. 82 - 115. 4 - 53. 98


36



8. 40 - 0. 00048 - 0. 00001 123. 70 - 101. 7 - 64. 348. 87 - 0. 00045 - 0. 00006 95. 88 - 85. 7 - 64. 309. 33 - 0. 00043 - 0. 00010 68. 06 - 69. 7 - 63. 889. 80 - 0. 00040 - 0. 00014 40. 24 - 53. 8 - 63. 08

10. 27 - 0. 00035 - 0. 00015 27. 67 - 40. 4 - 57. 2910. 73 - 0. 00030 - 0. 00016 15. 11 - 27. 1 - 50. 6911. 20 - 0. 00024 - 0. 00017 2. 55 - 13. 7 - 43. 3011. 67 - 0. 00018 - 0. 00017 0. 88 - 7. 9 - 34. 3712. 13 - 0. 00013 - 0. 00017 - 0. 80 - 2. 2 - 24. 5812. 60 - 0. 00007 - 0. 00017 - 2. 47 3. 6 - 13. 94

13. 07 - 0. 00001 - 0. 00016 - 1. 65 2. 4 - 2. 8913. 53 0. 00004 - 0. 00016 - 0. 82 1. 2 8. 9814. 00 0. 00010 - 0. 00016 0. 00 0. 0 21. 67

M max = 582. 905 kNm V max = 226. 460 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01043 0. 00402 254. 15 196. 6 0. 000. 47 0. 00911 0. 00382 318. 20 179. 5 67. 990. 93 0. 00783 0. 00359 376. 96 154. 6 116. 961. 40 0. 00661 0. 00334 430. 43 122. 0 148. 12

1. 87 0. 00553 0. 00305 465. 54 82. 2 165. 182. 33 0. 00452 0. 00275 490. 67 42. 2 168. 842. 80 0. 00359 0. 00244 505. 81 2. 0 160. 753. 27 0. 00282 0. 00212 500. 61 - 33. 0 147. 253. 73 0. 00212 0. 00182 487. 38 - 64. 2 126. 734. 20 0. 00150 0. 00152 466. 11 - 91. 6 100. 884. 67 0. 00103 0. 00126 431. 89 - 109. 4 77. 035. 13 0. 00062 0. 00101 394. 13 - 122. 7 51. 285. 60 0. 00028 0. 00077 352. 81 - 131. 6 25. 016. 07 0. 00005 0. 00058 308. 64 - 129. 1 4. 916. 53 - 0. 00013 0. 00042 264. 26 - 126. 5 - 14. 067. 00 - 0. 00028 0. 00027 219. 65 - 123. 9 - 30. 927. 47 - 0. 00032 0. 00017 182. 23 - 112. 0 - 38. 537. 93 - 0. 00037 0. 00008 144. 81 - 100. 1 - 46. 838. 40 - 0. 00042 - 0. 00001 107. 39 - 88. 2 - 55. 838. 87 - 0. 00039 - 0. 00005 83. 24 - 74. 4 - 55. 80

9. 33 - 0. 00037 - 0. 00009 59. 09 - 60. 5 - 55. 439. 80 - 0. 00035 - 0. 00013 34. 94 - 46. 7 - 54. 7410. 27 - 0. 00030 - 0. 00013 24. 03 - 35. 1 - 49. 7210. 73 - 0. 00026 - 0. 00014 13. 13 - 23. 5 - 44. 0011. 20 - 0. 00021 - 0. 00015 2. 22 - 11. 9 - 37. 5911. 67 - 0. 00016 - 0. 00015 0. 77 - 6. 9 - 29. 8412. 13 - 0. 00011 - 0. 00014 - 0. 69 - 1. 9 - 21. 3412. 60 - 0. 00006 - 0. 00014 - 2. 14 3. 1 - 12. 1013. 07 - 0. 00001 - 0. 00014 - 1. 43 2. 1 - 2. 5213. 53 0. 00004 - 0. 00014 - 0. 71 1. 0 7. 7814. 00 0. 00008 - 0. 00014 0. 00 0. 0 18. 80

M max = 505. 812 kNm V max = 196. 637 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 675





37



0

1

2

3

4

5

6

7

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]

Moment Diagram for Tower Type S+6 at Location No. 3

8

9

10

11

12

13

14

15

D e p t h f r o m G

r o


38



0

1

2

3

4

5

6

7

-400 -300 -200 -100 0 100 200 300 400


Shear Force [kN]

Shear Force Diagram for Tower Type S+6 at Location No. 3

8

9

10

11

12

13

14

15

D e p t h f r o m G

r


39



0

1

2

3

4

5

6

7

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]

Deflection Diagram for Tower Type S+6 at Location No. 3

8

9

10

11

12

13

14

15

D e p t h f r o m G

r o


40



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

C12Tower Type So+6 at Location 3



Input tables




1 Compression 1209 583 0 0 0

2 Uplift -1046 506 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

14.00

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


41



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Design approach:The column is designed using an iterative procedure: (1) The column design charts are constructed. (2) An area steel is chosen. (3) The corresponding slenderness moments are calculated. (4) The design axis and design ultimate moment is determined . (5) The steel required for the design axial force and moment is read from the relevant design chart. (6) The procedure is repeated until the convergence of the area steel about the design axis. (7) The area steel perpendicular to the design axis is read from the relevant design chart.

(8) The procedure is repeated for each load case. (9) The critical load case is identified as the case yielding the largest steel area about the design axis.





=lex ß x Lo.

= .95 14×

= 13.300 m

=ley ß y Lo.

= .95 14×

= 13.300 m



42



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=13.3

.8

= 16.625

= yley

d ia

=13.3

.8

= 16.625



= M min emin N .

= .02 -1046×

= -20.9200 kNm


x = 16.6 > 15

y = 16.6 > 15

The column is slender.

Check slenderness limit: 3.8.1.7

Lo = 14.000 m < 60 dia' = 48.000 m

Slenderness limit not exceeded.



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 506× ×- +

= 303.600 kNm


43



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 506×

= 202.400 kNm

Mi 0.4M2 = 303.6 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm

Deflection induced moments: 3.8.3.1

Design ultimate capacity of section under axial load only:

= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .00763× × × ×+

= 12.26×103

kN

Maximum allowable stress and strain:

Allowable compression stress in steel

=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa

Allowable tensile stress in steel

=st 0.95 f y.

= 0.95 460×

= 437.000 MPa

Allowable tensile strain in steel


44



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022

Allowable compressive strain in concrete

ec = 0.0035

Design ultimate load and moment:Design axial load: Pu = -1046.0 kN

For bending about the X-X axis, the maximum design moment is the greatest of: 3.8.3.2

(a) 3.8.3.2

M 2 = 506.0 kNm

(b) 3.8.3.2

= M M i M add +

= 303.6 0+

= 303.600 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 506.0 kNm


45



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=506.0 kNm



Mx=506.0 kNm

Mxmin=-20.9 kNm

+ =

For bending about the Y-Y axis, the maximum design moment is the greatest of: 3.8.3.2

(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 0.0 kNm


46



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-20.9 kNm

+ =


The column is designed to withstand the uni-axially applied moment aboutthe major axis.


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



47



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



48



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1209.0

0.00.0

583.00.0

349.80.0

133.7133.7

X-XTop

583.066.8 586.8

2286 (0.45%)

X-XY-Y -1046.0

0.00.0

506.00.0

303.60.0

0.00.0

X-XTop

506.00.0 506.0

7626 (1.52%)



49




50




51




52




53



Piled Foundation

for Tower Type Str±0 (Larsen&Tubro Design) at location 4

1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 30. 0° b = 30. 0°Ep = 27000000 kN/ m2 nh = 11000 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 992 kN


Nq = 24. 9




7. Lateral Loading


Mgc = 290. 9 kNm Mgu = 256. 4 kNm




5. 50 0. 00045 0. 00107 446. 20 - 151. 7 27. 435. 96 0. 00011 0. 00081 391. 06 - 149. 3 7. 296. 42 - 0. 00017 0. 00058 335. 64 - 146. 9 - 11. 776. 87 - 0. 00038 0. 00038 279. 95 - 144. 5 - 28. 797. 33 - 0. 00045 0. 00025 232. 76 - 130. 9 - 36. 587. 79 - 0. 00053 0. 00012 185. 56 - 117. 4 - 45. 10


54



8. 25 - 0. 00060 - 0. 00001 138. 37 - 103. 8 - 54. 368. 71 - 0. 00057 - 0. 00006 107. 62 - 87. 8 - 54. 559. 17 - 0. 00054 - 0. 00011 76. 88 - 71. 7 - 54. 449. 63 - 0. 00051 - 0. 00017 46. 13 - 55. 6 - 54. 03

10. 08 - 0. 00044 - 0. 00018 32. 03 - 42. 0 - 49. 1810. 54 - 0. 00038 - 0. 00019 17. 93 - 28. 5 - 43. 6611. 00 - 0. 00031 - 0. 00020 3. 83 - 14. 9 - 37. 4711. 46 - 0. 00024 - 0. 00020 1. 76 - 8. 9 - 29. 8711. 92 - 0. 00016 - 0. 00020 - 0. 31 - 2. 9 - 21. 5412. 38 - 0. 00009 - 0. 00019 - 2. 39 3. 2 - 12. 47

12. 83 - 0. 00002 - 0. 00019 - 1. 59 2. 1 - 3. 0413. 29 0. 00005 - 0. 00019 - 0. 80 1. 1 7. 1013. 75 0. 00012 - 0. 00019 0. 00 0. 0 17. 95

M max = 627. 989 kNm V max = 239. 760 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01360 0. 00479 256. 36 213. 6 0. 000. 46 0. 01189 0. 00457 331. 45 195. 7 59. 970. 92 0. 01025 0. 00431 400. 59 169. 6 103. 391. 38 0. 00868 0. 00402 463. 77 135. 5 131. 26

1. 83 0. 00727 0. 00367 506. 19 93. 6 146. 702. 29 0. 00596 0. 00332 537. 30 51. 5 150. 362. 75 0. 00475 0. 00295 557. 09 9. 2 143. 643. 21 0. 00374 0. 00258 553. 69 - 28. 0 132. 043. 67 0. 00283 0. 00221 541. 10 - 61. 2 114. 194. 13 0. 00202 0. 00186 519. 30 - 90. 5 91. 564. 58 0. 00140 0. 00154 482. 50 - 109. 8 70. 555. 04 0. 00086 0. 00124 441. 53 - 124. 5 47. 815. 50 0. 00041 0. 00096 396. 37 - 134. 6 24. 545. 96 0. 00010 0. 00072 347. 44 - 132. 5 6. 646. 42 - 0. 00015 0. 00052 298. 26 - 130. 4 - 10. 316. 87 - 0. 00034 0. 00034 248. 84 - 128. 3 - 25. 457. 33 - 0. 00040 0. 00022 206. 92 - 116. 3 - 32. 387. 79 - 0. 00047 0. 00011 165. 00 - 104. 3 - 39. 988. 25 - 0. 00053 - 0. 00000 123. 08 - 92. 3 - 48. 228. 71 - 0. 00051 - 0. 00005 95. 76 - 78. 0 - 48. 40

9. 17 - 0. 00048 - 0. 00010 68. 43 - 63. 7 - 48. 329. 63 - 0. 00045 - 0. 00015 41. 11 - 49. 4 - 47. 9810. 08 - 0. 00039 - 0. 00016 28. 56 - 37. 4 - 43. 6810. 54 - 0. 00033 - 0. 00017 16. 01 - 25. 4 - 38. 7911. 00 - 0. 00028 - 0. 00018 3. 47 - 13. 3 - 33. 2911. 46 - 0. 00021 - 0. 00018 1. 61 - 8. 0 - 26. 5511. 92 - 0. 00015 - 0. 00017 - 0. 24 - 2. 6 - 19. 1612. 38 - 0. 00008 - 0. 00017 - 2. 10 2. 8 - 11. 1112. 83 - 0. 00002 - 0. 00017 - 1. 40 1. 9 - 2. 7413. 29 0. 00004 - 0. 00017 - 0. 70 0. 9 6. 2713. 75 0. 00011 - 0. 00017 0. 00 0. 0 15. 90

M max = 557. 086 kNm V max = 213. 588 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 675





55



0

1

2

3

4

5

6

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]

Moment Diagram for Tower Type Str±0 (Larsen&Tubro Design) at LocationNo.4

7

8

9

10

11

12

13

14

D e p t h f r o m G

r o


56



0

1

2

3

4

5

6

-400 -200 0 200 400


Shear Force [kN]

Shear Force Diagram for Tower Type Str±0 (Larsen&Tubro Design) at LocationNo.4

7

8

9

10

11

12

13

14

D e p t h f r o m G

r


57



0

1

2

3

4

5

6

-5 0 5 10 15 20 25

n d

L e v e l [ m ]

Deflection [mm]

Deflection Diagram for Tower Type Str±0 (Larsen&Tubro Design) at LocationNo.4

7

8

9

10

11

12

13

14

D e p t h f r o m G

r o u


58



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

C12Tower Type Str±0 (Larsen&Tubro Design) at Location 4



Input tables




1 Compression 1067 628 0 0 0

2 Uplift -924 557 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

13.75

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


59



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 13.75×

= 13.062 m

=ley ß y Lo.

= .95 13.75×

= 13.062 m



60



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=13.063

.8

= 16.329

= yley

d ia

=13.063

.8

= 16.329



= M min emin N .

= .02 -924×

= -18.4800 kNm


x = 16.3 > 15

y = 16.3 > 15



Lo = 13.750 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 557× ×- +

= 334.200 kNm


61



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 557×

= 222.800 kNm

Mi 0.4M2 = 334.2 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .00794× × × ×+

= 12.40×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



62



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 557.0 kNm

(b) 3.8.3.2

= M M i M add +

= 334.2 0+

= 334.200 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -924×

= -18.4800 kNm

Thus 3.8.3.2

M = 557.0 kNm


63



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=557.0 kNm



Mx=557.0 kNm

Mxmin=-18.5 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -924×

= -18.4800 kNm

Thus 3.8.3.2

M = 0.0 kNm


64



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-18.5 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



65



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



66



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1067.0

0.00.0

628.00.0

376.80.0

113.8113.8

X-XTop

628.056.9 630.6

3149 (0.63%)

X-XY-Y -924.0

0.00.0

557.00.0

334.20.0

0.00.0

X-XTop

557.00.0 557.0

7940 (1.58%)



67




68




69




70




71



Piled Foundation


1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 30. 0° b = 30. 0°Ep = 27000000 kN/ m2 nh = 12500 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 1067 kN


Nq = 24. 9




7. Lateral Loading


Mgc = 290. 0 kNm Mgu = 251. 6 kNm




5. 90 0. 00037 0. 00096 415. 01 - 146. 6 27. 626. 39 0. 00008 0. 00073 363. 26 - 143. 9 6. 066. 88 - 0. 00017 0. 00052 311. 26 - 141. 2 - 14. 297. 37 - 0. 00035 0. 00033 259. 01 - 138. 4 - 32. 417. 87 - 0. 00041 0. 00022 215. 02 - 125. 3 - 40. 628. 36 - 0. 00047 0. 00010 171. 04 - 112. 1 - 49. 59


72



8. 85 - 0. 00054 - 0. 00001 127. 06 - 98. 9 - 59. 329. 34 - 0. 00051 - 0. 00006 98. 60 - 83. 4 - 59. 369. 83 - 0. 00048 - 0. 00011 70. 13 - 68. 0 - 59. 05

10. 32 - 0. 00045 - 0. 00015 41. 67 - 52. 5 - 58. 4110. 82 - 0. 00039 - 0. 00016 28. 75 - 39. 6 - 53. 0911. 31 - 0. 00033 - 0. 00017 15. 83 - 26. 6 - 47. 0311. 80 - 0. 00027 - 0. 00018 2. 91 - 13. 6 - 40. 2312. 29 - 0. 00021 - 0. 00018 1. 13 - 8. 0 - 31. 9812. 78 - 0. 00014 - 0. 00018 - 0. 65 - 2. 3 - 22. 9313. 28 - 0. 00008 - 0. 00018 - 2. 43 3. 3 - 13. 09

13. 77 - 0. 00002 - 0. 00018 - 1. 62 2. 2 - 2. 8714. 26 0. 00005 - 0. 00017 - 0. 81 1. 1 8. 1114. 75 0. 00011 - 0. 00017 0. 00 0. 0 19. 86

M max = 591. 560 kNm V max = 222. 865 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01176 0. 00430 251. 59 193. 7 0. 000. 49 0. 01027 0. 00409 317. 89 176. 9 63. 120. 98 0. 00884 0. 00385 378. 78 152. 7 108. 661. 47 0. 00747 0. 00358 434. 27 121. 0 137. 72

1. 97 0. 00625 0. 00327 470. 96 82. 2 153. 682. 46 0. 00512 0. 00295 497. 43 43. 2 157. 222. 95 0. 00406 0. 00262 513. 67 4. 0 149. 843. 44 0. 00319 0. 00228 509. 03 - 30. 3 137. 403. 93 0. 00241 0. 00196 496. 14 - 60. 8 118. 434. 42 0. 00171 0. 00164 474. 99 - 87. 7 94. 484. 92 0. 00118 0. 00135 440. 49 - 105. 2 72. 355. 41 0. 00072 0. 00108 402. 31 - 118. 4 48. 435. 90 0. 00033 0. 00084 360. 45 - 127. 3 24. 026. 39 0. 00007 0. 00063 315. 51 - 125. 0 5. 306. 88 - 0. 00014 0. 00045 270. 35 - 122. 6 - 12. 397. 37 - 0. 00031 0. 00029 224. 98 - 120. 2 - 28. 127. 87 - 0. 00036 0. 00019 186. 78 - 108. 8 - 35. 268. 36 - 0. 00041 0. 00009 148. 58 - 97. 3 - 43. 058. 85 - 0. 00047 - 0. 00001 110. 38 - 85. 9 - 51. 519. 34 - 0. 00044 - 0. 00005 85. 66 - 72. 5 - 51. 54

9. 83 - 0. 00042 - 0. 00009 60. 93 - 59. 0 - 51. 2810. 32 - 0. 00039 - 0. 00013 36. 21 - 45. 6 - 50. 7310. 82 - 0. 00034 - 0. 00014 24. 99 - 34. 4 - 46. 1111. 31 - 0. 00029 - 0. 00015 13. 76 - 23. 1 - 40. 8411. 80 - 0. 00024 - 0. 00016 2. 54 - 11. 8 - 34. 9412. 29 - 0. 00018 - 0. 00016 0. 99 - 6. 9 - 27. 7812. 78 - 0. 00012 - 0. 00015 - 0. 56 - 2. 0 - 19. 9213. 28 - 0. 00007 - 0. 00015 - 2. 10 2. 9 - 11. 3813. 77 - 0. 00001 - 0. 00015 - 1. 40 1. 9 - 2. 5014. 26 0. 00004 - 0. 00015 - 0. 70 1. 0 7. 0414. 75 0. 00009 - 0. 00015 0. 00 0. 0 17. 24

M max = 513. 669 kNm V max = 193. 659 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 675





73



0

1

2

3

4

5

6

7

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]

Moment Diagram for Tower Type So+3 at Location No. 5

8

9

10

11

12

13

14

15

D e p t h f r o m G

r o


74



0

1

2

3

4

5

6

7

-400 -300 -200 -100 0 100 200 300 400


Shear Force [kN]

Shear Force Diagram for Tower Type So+3 at Location No. 5

8

9

10

11

12

13

14

15

D e p t h f r o m G

r


75



0

1

2

3

4

5

6

7

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]

Deflection Diagram for Tower Type So+3 at Location No. 5

8

9

10

11

12

13

14

15

D e p t h f r o m G

r o


76



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




Input tables




1 Compression 1189 592 0 0 0

2 Uplift -1029 514 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

14.75

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


77



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 14.75×

= 14.012 m

=ley ß y Lo.

= .95 14.75×

= 14.012 m



78



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=14.012

.8

= 17.515

= yley

d ia

=14.012

.8

= 17.515



= M min emin N .

= .02 -1029×

= -20.5800 kNm


x = 17.5 > 15

y = 17.5 > 15



Lo = 14.750 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 514× ×- +

= 308.400 kNm


79



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 514×

= 205.600 kNm

Mi 0.4M2 = 308.4 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .0077× × × ×+

= 12.30×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



80



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 514.0 kNm

(b) 3.8.3.2

= M M i M add +

= 308.4 0+

= 308.400 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1029×

= -20.5800 kNm

Thus 3.8.3.2

M = 514.0 kNm


81



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=514.0 kNm



Mx=514.0 kNm

Mxmin=-20.6 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1029×

= -20.5800 kNm

Thus 3.8.3.2

M = 0.0 kNm


82



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-20.6 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



83



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



84



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1189.0

0.00.0

592.00.0

355.20.0

145.9145.9

X-XTop

592.073.0 596.5

2443 (0.49%)

X-XY-Y -1029.0

0.00.0

514.00.0

308.40.0

0.00.0

X-XTop

514.00.0 514.0

7705 (1.53%)



85




86




87




88




89



Piled Foundation


1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 30. 0° b = 34. 0°Ep = 27000000 kN/ m2 nh = 8000 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 1067 kN


Nq = 41. 9




7. Lateral Loading


Mgc = 298. 0 kNm Mgu = 258. 3 kNm




6. 40 0. 00051 0. 00116 451. 26 - 144. 3 26. 356. 93 0. 00012 0. 00088 395. 40 - 142. 0 6. 807. 47 - 0. 00020 0. 00063 339. 27 - 139. 6 - 11. 718. 00 - 0. 00044 0. 00041 282. 86 - 137. 2 - 28. 218. 53 - 0. 00052 0. 00027 235. 11 - 124. 3 - 35. 769. 07 - 0. 00061 0. 00013 187. 36 - 111. 4 - 44. 01


90



9. 60 - 0. 00069 - 0. 00001 139. 62 - 98. 5 - 52. 9710. 13 - 0. 00066 - 0. 00006 108. 55 - 83. 2 - 53. 1310. 67 - 0. 00062 - 0. 00012 77. 48 - 67. 9 - 52. 9911. 20 - 0. 00059 - 0. 00018 46. 41 - 52. 7 - 52. 5611. 73 - 0. 00051 - 0. 00019 32. 19 - 39. 8 - 47. 8312. 27 - 0. 00043 - 0. 00020 17. 97 - 26. 9 - 42. 4412. 80 - 0. 00036 - 0. 00022 3. 74 - 14. 1 - 36. 4013. 33 - 0. 00027 - 0. 00021 1. 68 - 8. 4 - 29. 0013. 87 - 0. 00019 - 0. 00021 - 0. 39 - 2. 6 - 20. 8914. 40 - 0. 00010 - 0. 00021 - 2. 45 3. 1 - 12. 07

14. 93 - 0. 00002 - 0. 00021 - 1. 64 2. 0 - 2. 8915. 47 0. 00006 - 0. 00021 - 0. 82 1. 0 6. 9816. 00 0. 00014 - 0. 00020 - 0. 00 0. 0 17. 54

M max = 636. 577 kNm V max = 226. 460 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01527 0. 00506 258. 35 196. 6 0. 000. 53 0. 01335 0. 00482 332. 01 180. 0 56. 951. 07 0. 01150 0. 00455 399. 79 155. 9 98. 151. 60 0. 00973 0. 00423 461. 68 124. 3 124. 55

2. 13 0. 00815 0. 00387 503. 09 85. 5 139. 162. 67 0. 00668 0. 00350 533. 32 46. 6 142. 563. 20 0. 00532 0. 00311 552. 40 7. 4 136. 113. 73 0. 00419 0. 00271 548. 63 - 27. 0 125. 044. 27 0. 00317 0. 00233 535. 79 - 57. 7 108. 054. 80 0. 00225 0. 00195 513. 89 - 84. 7 86. 525. 33 0. 00156 0. 00161 477. 24 - 102. 5 66. 575. 87 0. 00096 0. 00130 436. 50 - 116. 0 44. 986. 40 0. 00045 0. 00100 391. 67 - 125. 2 22. 906. 93 0. 00011 0. 00076 343. 20 - 123. 2 5. 927. 47 - 0. 00017 0. 00054 294. 48 - 121. 2 - 10. 148. 00 - 0. 00038 0. 00035 245. 53 - 119. 1 - 24. 478. 53 - 0. 00045 0. 00023 204. 09 - 107. 9 - 31. 029. 07 - 0. 00053 0. 00011 162. 65 - 96. 7 - 38. 199. 60 - 0. 00060 - 0. 00001 121. 20 - 85. 5 - 45. 97

10. 13 - 0. 00057 - 0. 00006 94. 24 - 72. 2 - 46. 10

10. 67 - 0. 00054 - 0. 00011 67. 27 - 59. 0 - 45. 9911. 20 - 0. 00051 - 0. 00016 40. 30 - 45. 7 - 45. 6211. 73 - 0. 00044 - 0. 00017 27. 95 - 34. 5 - 41. 5112. 27 - 0. 00038 - 0. 00018 15. 61 - 23. 4 - 36. 8412. 80 - 0. 00031 - 0. 00019 3. 26 - 12. 2 - 31. 6013. 33 - 0. 00024 - 0. 00018 1. 46 - 7. 3 - 25. 1813. 87 - 0. 00016 - 0. 00018 - 0. 33 - 2. 3 - 18. 1414. 40 - 0. 00009 - 0. 00018 - 2. 13 2. 7 - 10. 4814. 93 - 0. 00002 - 0. 00018 - 1. 42 1. 8 - 2. 5115. 47 0. 00005 - 0. 00018 - 0. 71 0. 9 6. 0516. 00 0. 00012 - 0. 00018 - 0. 00 0. 0 15. 22

M max = 552. 403 kNm V max = 196. 637 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 774





91



0

1

2

3

4

5

6

7

8

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]


9

10

11

12

13

14

15

16

17

D e p t h f r o m G

r o


92



0

1

2

3

4

5

6

7

8

-400 -300 -200 -100 0 100 200 300 400


Shear Force [kN]


9

10

11

12

13

14

15

16

17

D e p t h f r o m G

r


93



0

1

2

3

4

5

6

7

8

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]


9

10

11

12

13

14

15

16

17

D e p t h f r o m G

r o


94



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




Input tables




1 Compression 1209 637 0 0 0

2 Uplift -1046 552 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

16.00

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


95



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 16×

= 15.200 m

=ley ß y Lo.

= .95 16×

= 15.200 m



96



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=15.2

.8

= 19.000

= yley

d ia

=15.2

.8

= 19.000



= M min emin N .

= .02 -1046×

= -20.9200 kNm


x = 19.0 > 15

y = 19.0 > 15



Lo = 16.000 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 552× ×- +

= 331.200 kNm


97



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 552×

= 220.800 kNm

Mi 0.4M2 = 331.2 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .00818× × × ×+

= 12.51×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



98



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 552.0 kNm

(b) 3.8.3.2

= M M i M add +

= 331.2 0+

= 331.200 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 552.0 kNm


99



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=552.0 kNm



Mx=552.0 kNm

Mxmin=-20.9 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 0.0 kNm


100



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-20.9 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



101



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



102



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1209.0

0.00.0

637.00.0

382.20.0

174.6174.6

X-XTop

637.087.3 643.0

2914 (0.58%)

X-XY-Y -1046.0

0.00.0

552.00.0

331.20.0

0.00.0

X-XTop

552.00.0 552.0

8176 (1.63%)



103




104




105




106




107



Piled Foundation


1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 34. 0° b = 34. 0°Ep = 27000000 kN/ m2 nh = 16000 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 1112 kN


Nq = 41. 9




7. Lateral Loading


Mgc = 288. 4 kNm Mgu = 250. 2 kNm




5. 90 0. 00032 0. 00088 400. 02 - 149. 3 29. 856. 39 0. 00006 0. 00066 349. 93 - 146. 4 5. 846. 88 - 0. 00015 0. 00047 299. 60 - 143. 5 - 16. 827. 37 - 0. 00031 0. 00030 249. 02 - 140. 5 - 36. 967. 87 - 0. 00037 0. 00020 206. 59 - 127. 0 - 46. 048. 36 - 0. 00042 0. 00009 164. 16 - 113. 5 - 55. 96


108



8. 85 - 0. 00047 - 0. 00001 121. 73 - 100. 0 - 66. 709. 34 - 0. 00045 - 0. 00006 94. 35 - 84. 3 - 66. 669. 83 - 0. 00042 - 0. 00010 66. 98 - 68. 6 - 66. 22

10. 32 - 0. 00040 - 0. 00014 39. 60 - 52. 9 - 65. 4010. 82 - 0. 00034 - 0. 00015 27. 24 - 39. 8 - 59. 3911. 31 - 0. 00029 - 0. 00016 14. 87 - 26. 6 - 52. 5611. 80 - 0. 00024 - 0. 00017 2. 51 - 13. 5 - 44. 9012. 29 - 0. 00018 - 0. 00017 0. 86 - 7. 8 - 35. 6412. 78 - 0. 00012 - 0. 00016 - 0. 78 - 2. 1 - 25. 4913. 28 - 0. 00007 - 0. 00016 - 2. 43 3. 5 - 14. 45

13. 77 - 0. 00001 - 0. 00016 - 1. 62 2. 4 - 3. 0014. 26 0. 00004 - 0. 00016 - 0. 81 1. 2 9. 3114. 75 0. 00010 - 0. 00016 0. 00 0. 0 22. 47

M max = 573. 583 kNm V max = 222. 865 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01027 0. 00396 250. 18 193. 7 0. 000. 49 0. 00897 0. 00376 313. 26 176. 7 70. 530. 98 0. 00771 0. 00354 371. 13 152. 2 121. 341. 47 0. 00651 0. 00329 423. 80 120. 2 153. 68

1. 97 0. 00545 0. 00300 458. 38 80. 9 171. 382. 46 0. 00445 0. 00270 483. 13 41. 6 175. 172. 95 0. 00353 0. 00240 498. 05 2. 0 166. 783. 44 0. 00277 0. 00209 492. 94 - 32. 5 152. 783. 93 0. 00209 0. 00179 479. 92 - 63. 2 131. 494. 42 0. 00148 0. 00150 458. 98 - 90. 2 104. 674. 92 0. 00102 0. 00124 425. 29 - 107. 7 79. 925. 41 0. 00061 0. 00099 388. 10 - 120. 8 53. 215. 90 0. 00027 0. 00076 347. 42 - 129. 6 25. 966. 39 0. 00005 0. 00058 303. 93 - 127. 1 5. 106. 88 - 0. 00013 0. 00041 260. 22 - 124. 6 - 14. 587. 37 - 0. 00027 0. 00026 216. 30 - 122. 0 - 32. 077. 87 - 0. 00032 0. 00017 179. 45 - 110. 3 - 39. 978. 36 - 0. 00036 0. 00008 142. 60 - 98. 6 - 48. 588. 85 - 0. 00041 - 0. 00001 105. 75 - 86. 9 - 57. 929. 34 - 0. 00039 - 0. 00005 81. 97 - 73. 3 - 57. 88

9. 83 - 0. 00037 - 0. 00009 58. 19 - 59. 6 - 57. 5110. 32 - 0. 00034 - 0. 00012 34. 41 - 46. 0 - 56. 7910. 82 - 0. 00030 - 0. 00013 23. 67 - 34. 6 - 51. 5811. 31 - 0. 00025 - 0. 00014 12. 93 - 23. 1 - 45. 6511. 80 - 0. 00021 - 0. 00015 2. 19 - 11. 7 - 39. 0012. 29 - 0. 00016 - 0. 00014 0. 76 - 6. 8 - 30. 9612. 78 - 0. 00011 - 0. 00014 - 0. 68 - 1. 9 - 22. 1413. 28 - 0. 00006 - 0. 00014 - 2. 11 3. 1 - 12. 5613. 77 - 0. 00001 - 0. 00014 - 1. 41 2. 0 - 2. 6114. 26 0. 00004 - 0. 00014 - 0. 70 1. 0 8. 0714. 75 0. 00008 - 0. 00014 0. 00 0. 0 19. 50

M max = 498. 053 kNm V max = 193. 659 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 675





109



0

1

2

3

4

5

6

7

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]


8

9

10

11

12

13

14

15

D e p t h f r o m G

r o


110



0

1

2

3

4

5

6

7

-400 -300 -200 -100 0 100 200 300 400


Shear Force [kN]


8

9

10

11

12

13

14

15

D e p t h f r o m G

r


111



0

1

2

3

4

5

6

7

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]


8

9

10

11

12

13

14

15

D e p t h f r o m G

r o


112



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




Input tables




1 Compression 1189 574 0 0 0

2 Uplift -1029 498 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

14.75

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


113



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 14.75×

= 14.012 m

=ley ß y Lo.

= .95 14.75×

= 14.012 m



114



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=14.012

.8

= 17.515

= yley

d ia

=14.012

.8

= 17.515



= M min emin N .

= .02 -1029×

= -20.5800 kNm


x = 17.5 > 15

y = 17.5 > 15



Lo = 14.750 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 498× ×- +

= 298.800 kNm


115



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 498×

= 199.200 kNm

Mi 0.4M2 = 298.8 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .00755× × × ×+

= 12.23×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



116



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 498.0 kNm

(b) 3.8.3.2

= M M i M add +

= 298.8 0+

= 298.800 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1029×

= -20.5800 kNm

Thus 3.8.3.2

M = 498.0 kNm


117



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=498.0 kNm



Mx=498.0 kNm

Mxmin=-20.6 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1029×

= -20.5800 kNm

Thus 3.8.3.2

M = 0.0 kNm


118



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-20.6 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



119



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



120



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1189.0

0.00.0

574.00.0

344.40.0

145.9145.9

X-XTop

574.073.0 578.6

2286 (0.45%)

X-XY-Y -1029.0

0.00.0

498.00.0

298.80.0

0.00.0

X-XTop

498.00.0 498.0

7548 (1.50%)



121




122




123




124




125



Piled Foundation


1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 32. 0° b = 34. 0°Ep = 27000000 kN/ m2 nh = 12000 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 1104 kN


Nq = 41. 9




7. Lateral Loading


Mgc = 290. 3 kNm Mgu = 251. 8 kNm




5. 80 0. 00039 0. 00098 417. 56 - 146. 1 26. 806. 28 0. 00008 0. 00074 365. 53 - 143. 5 5. 996. 77 - 0. 00017 0. 00053 313. 25 - 140. 8 - 13. 677. 25 - 0. 00036 0. 00034 260. 70 - 138. 1 - 31. 177. 73 - 0. 00042 0. 00022 216. 46 - 125. 0 - 39. 118. 22 - 0. 00048 0. 00011 172. 21 - 111. 8 - 47. 79


126



8. 70 - 0. 00055 - 0. 00001 127. 97 - 98. 7 - 57. 199. 18 - 0. 00052 - 0. 00006 99. 32 - 83. 3 - 57. 259. 67 - 0. 00049 - 0. 00011 70. 67 - 67. 9 - 56. 97

10. 15 - 0. 00046 - 0. 00016 42. 02 - 52. 4 - 56. 3610. 63 - 0. 00040 - 0. 00017 29. 01 - 39. 5 - 51. 2311. 12 - 0. 00034 - 0. 00017 15. 99 - 26. 6 - 45. 3911. 60 - 0. 00028 - 0. 00018 2. 98 - 13. 6 - 38. 8412. 08 - 0. 00021 - 0. 00018 1. 18 - 8. 0 - 30. 8812. 57 - 0. 00015 - 0. 00018 - 0. 62 - 2. 3 - 22. 1513. 05 - 0. 00008 - 0. 00018 - 2. 43 3. 3 - 12. 66

13. 53 - 0. 00002 - 0. 00018 - 1. 62 2. 2 - 2. 8014. 02 0. 00005 - 0. 00018 - 0. 81 1. 1 7. 7914. 50 0. 00011 - 0. 00017 - 0. 00 0. 0 19. 13

M max = 594. 619 kNm V max = 222. 865 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01203 0. 00435 251. 83 193. 7 0. 000. 48 0. 01050 0. 00414 318. 68 177. 0 60. 930. 97 0. 00904 0. 00390 380. 09 152. 8 104. 891. 45 0. 00764 0. 00363 436. 06 121. 1 132. 96

1. 93 0. 00640 0. 00331 473. 11 82. 4 148. 392. 42 0. 00524 0. 00299 499. 86 43. 4 151. 822. 90 0. 00416 0. 00265 516. 33 4. 3 144. 723. 38 0. 00327 0. 00231 511. 77 - 29. 9 132. 733. 87 0. 00247 0. 00198 498. 90 - 60. 4 114. 434. 35 0. 00175 0. 00166 477. 72 - 87. 3 91. 324. 83 0. 00121 0. 00137 443. 07 - 104. 8 69. 975. 32 0. 00073 0. 00110 404. 72 - 118. 0 46. 885. 80 0. 00033 0. 00085 362. 67 - 126. 9 23. 306. 28 0. 00007 0. 00064 317. 48 - 124. 6 5. 236. 77 - 0. 00015 0. 00046 272. 08 - 122. 3 - 11. 857. 25 - 0. 00031 0. 00030 226. 45 - 120. 0 - 27. 057. 73 - 0. 00037 0. 00019 188. 03 - 108. 5 - 33. 958. 22 - 0. 00042 0. 00009 149. 60 - 97. 1 - 41. 498. 70 - 0. 00048 - 0. 00001 111. 17 - 85. 7 - 49. 669. 18 - 0. 00045 - 0. 00005 86. 29 - 72. 3 - 49. 71

9. 67 - 0. 00043 - 0. 00009 61. 40 - 58. 9 - 49. 4710. 15 - 0. 00040 - 0. 00013 36. 51 - 45. 6 - 48. 9510. 63 - 0. 00035 - 0. 00014 25. 21 - 34. 3 - 44. 4911. 12 - 0. 00030 - 0. 00015 13. 90 - 23. 1 - 39. 4211. 60 - 0. 00024 - 0. 00016 2. 60 - 11. 9 - 33. 7312. 08 - 0. 00018 - 0. 00016 1. 03 - 7. 0 - 26. 8212. 57 - 0. 00013 - 0. 00016 - 0. 54 - 2. 0 - 19. 2413. 05 - 0. 00007 - 0. 00016 - 2. 10 2. 9 - 11. 0013. 53 - 0. 00002 - 0. 00015 - 1. 40 1. 9 - 2. 4414. 02 0. 00004 - 0. 00015 - 0. 70 1. 0 6. 7614. 50 0. 00010 - 0. 00015 - 0. 00 0. 0 16. 61

M max = 516. 326 kNm V max = 193. 659 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 675





127



0

1

2

3

4

5

6

7

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]


8

9

10

11

12

13

14

15

D e p t h f r o m G

r o


128



0

1

2

3

4

5

6

7

-400 -300 -200 -100 0 100 200 300 400


Shear Force [kN]


8

9

10

11

12

13

14

15

D e p t h f r o m G

r


129



0

1

2

3

4

5

6

7

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]


8

9

10

11

12

13

14

15

D e p t h f r o m G

r o


130



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




Input tables




1 Compression 1189 595 0 0 0

2 Uplift -1029 516 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

14.50

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


131



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 14.5×

= 13.775 m

=ley ß y Lo.

= .95 14.5×

= 13.775 m



132



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=13.775

.8

= 17.219

= yley

d ia

=13.775

.8

= 17.219



= M min emin N .

= .02 -1029×

= -20.5800 kNm


x = 17.2 > 15

y = 17.2 > 15



Lo = 14.500 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 516× ×- +

= 309.600 kNm


133



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 516×

= 206.400 kNm

Mi 0.4M2 = 309.6 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .0077× × × ×+

= 12.30×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



134



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 516.0 kNm

(b) 3.8.3.2

= M M i M add +

= 309.6 0+

= 309.600 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1029×

= -20.5800 kNm

Thus 3.8.3.2

M = 516.0 kNm


135



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=516.0 kNm



Mx=516.0 kNm

Mxmin=-20.6 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1029×

= -20.5800 kNm

Thus 3.8.3.2

M = 0.0 kNm


136



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-20.6 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



137



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



138



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1189.0

0.00.0

595.00.0

357.00.0

141.0141.0

X-XTop

595.070.5 599.2

2521 (0.50%)

X-XY-Y -1029.0

0.00.0

516.00.0

309.60.0

0.00.0

X-XTop

516.00.0 516.0

7705 (1.53%)



139




140




141




142




143



Piled Foundation


1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 30. 0° b = 32. 0°Ep = 27000000 kN/ m2 nh = 10000 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 1115 kN


Nq = 32. 1




7. Lateral Loading


Mgc = 296. 4 kNm Mgu = 256. 9 kNm




6. 00 0. 00044 0. 00106 436. 17 - 146. 6 26. 566. 50 0. 00010 0. 00080 381. 98 - 144. 1 6. 367. 00 - 0. 00018 0. 00057 327. 53 - 141. 5 - 12. 747. 50 - 0. 00040 0. 00037 272. 81 - 138. 9 - 29. 768. 00 - 0. 00047 0. 00024 226. 62 - 125. 8 - 37. 508. 50 - 0. 00054 0. 00012 180. 44 - 112. 6 - 45. 97


144



9. 00 - 0. 00061 - 0. 00001 134. 25 - 99. 5 - 55. 169. 50 - 0. 00058 - 0. 00006 104. 28 - 84. 0 - 55. 26

10. 00 - 0. 00055 - 0. 00011 74. 30 - 68. 5 - 55. 0510. 50 - 0. 00052 - 0. 00017 44. 33 - 53. 0 - 54. 5311. 00 - 0. 00045 - 0. 00018 30. 67 - 40. 0 - 49. 5911. 50 - 0. 00038 - 0. 00019 17. 00 - 27. 0 - 43. 9712. 00 - 0. 00031 - 0. 00020 3. 34 - 14. 0 - 37. 6612. 50 - 0. 00024 - 0. 00020 1. 41 - 8. 2 - 29. 9713. 00 - 0. 00017 - 0. 00020 - 0. 53 - 2. 5 - 21. 5413. 50 - 0. 00009 - 0. 00019 - 2. 46 3. 2 - 12. 37

14. 00 - 0. 00002 - 0. 00019 - 1. 64 2. 2 - 2. 8414. 50 0. 00005 - 0. 00019 - 0. 82 1. 1 7. 4115. 00 0. 00012 - 0. 00019 0. 00 0. 0 18. 37

M max = 618. 480 kNm V max = 226. 460 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01350 0. 00470 256. 93 196. 6 0. 000. 50 0. 01180 0. 00447 327. 35 179. 8 58. 981. 00 0. 01016 0. 00421 392. 09 155. 5 101. 601. 50 0. 00859 0. 00392 451. 15 123. 6 128. 85

2. 00 0. 00719 0. 00358 490. 43 84. 5 143. 872. 50 0. 00589 0. 00323 518. 94 45. 2 147. 283. 00 0. 00468 0. 00287 536. 69 5. 7 140. 503. 50 0. 00368 0. 00251 532. 44 - 28. 8 128. 964. 00 0. 00278 0. 00215 519. 47 - 59. 7 111. 294. 50 0. 00198 0. 00180 497. 78 - 86. 8 88. 965. 00 0. 00137 0. 00149 461. 95 - 104. 6 68. 285. 50 0. 00083 0. 00120 422. 22 - 118. 1 45. 926. 00 0. 00038 0. 00092 378. 57 - 127. 2 23. 086. 50 0. 00009 0. 00070 331. 55 - 125. 0 5. 547. 00 - 0. 00016 0. 00050 284. 29 - 122. 8 - 11. 047. 50 - 0. 00034 0. 00032 236. 80 - 120. 6 - 25. 818. 00 - 0. 00041 0. 00021 196. 72 - 109. 2 - 32. 548. 50 - 0. 00047 0. 00010 156. 63 - 97. 7 - 39. 899. 00 - 0. 00053 - 0. 00001 116. 54 - 86. 3 - 47. 879. 50 - 0. 00050 - 0. 00005 90. 53 - 72. 9 - 47. 96

10. 00 - 0. 00048 - 0. 00010 64. 51 - 59. 5 - 47. 7810. 50 - 0. 00045 - 0. 00014 38. 49 - 46. 0 - 47. 3211. 00 - 0. 00039 - 0. 00015 26. 63 - 34. 7 - 43. 0411. 50 - 0. 00033 - 0. 00016 14. 77 - 23. 4 - 38. 1612. 00 - 0. 00027 - 0. 00017 2. 91 - 12. 1 - 32. 6912. 50 - 0. 00021 - 0. 00017 1. 23 - 7. 2 - 26. 0213. 00 - 0. 00014 - 0. 00017 - 0. 45 - 2. 2 - 18. 7013. 50 - 0. 00008 - 0. 00017 - 2. 13 2. 8 - 10. 7414. 00 - 0. 00002 - 0. 00017 - 1. 42 1. 9 - 2. 4714. 50 0. 00004 - 0. 00017 - 0. 71 0. 9 6. 4215. 00 0. 00011 - 0. 00016 0. 00 0. 0 15. 93

M max = 536. 693 kNm V max = 196. 637 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 774





145



0

1

2

3

4

5

6

7

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]


8

9

10

11

12

13

14

15

16

D e p t h f r o m G

r o


146



0

1

2

3

4

5

6

7

-400 -300 -200 -100 0 100 200 300 400


Shear Force [kN]


8

9

10

11

12

13

14

15

16

D e p t h f r o m G

r


147



0

1

2

3

4

5

6

7

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]


8

9

10

11

12

13

14

15

16

D e p t h f r o m G

r o


148



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




Input tables




1 Compression 1209 618 0 0 0

2 Uplift -1046 537 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

15.00

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


149



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 15×

= 14.250 m

=ley ß y Lo.

= .95 15×

= 14.250 m



150



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=14.25

.8

= 17.812

= yley

d ia

=14.25

.8

= 17.812



= M min emin N .

= .02 -1046×

= -20.9200 kNm


x = 17.8 > 15

y = 17.8 > 15



Lo = 15.000 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 537× ×- +

= 322.200 kNm


151



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 537×

= 214.800 kNm

Mi 0.4M2 = 322.2 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .00802× × × ×+

= 12.44×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



152



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 537.0 kNm

(b) 3.8.3.2

= M M i M add +

= 322.2 0+

= 322.200 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 537.0 kNm


153



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=537.0 kNm



Mx=537.0 kNm

Mxmin=-20.9 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 0.0 kNm


154



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-20.9 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



155



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



156



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1209.0

0.00.0

618.00.0

370.80.0

153.4153.4

X-XTop

618.076.7 622.7

2678 (0.53%)

X-XY-Y -1046.0

0.00.0

537.00.0

322.20.0

0.00.0

X-XTop

537.00.0 537.0

8019 (1.60%)



157




158




159




160




161



Piled Foundation


1. Loading Data




sd = 19. 00 kN/ m3 K s = 0. 62

= 32. 0° b = 32. 0°Ep = 27000000 kN/ m2 nh = 18500 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 1161 kN


Nq = 32. 1




7. Lateral Loading


Mgc = 292. 2 kNm Mgu = 253. 3 kNm




5. 10 0. 00029 0. 00085 397. 89 - 153. 4 27. 425. 52 0. 00005 0. 00064 347. 95 - 150. 3 4. 945. 95 - 0. 00015 0. 00045 297. 76 - 147. 2 - 16. 266. 37 - 0. 00030 0. 00029 247. 32 - 144. 0 - 35. 086. 80 - 0. 00035 0. 00019 205. 09 - 130. 1 - 43. 557. 22 - 0. 00039 0. 00009 162. 87 - 116. 3 - 52. 79


162



7. 65 - 0. 00044 - 0. 00001 120. 64 - 102. 4 - 62. 798. 07 - 0. 00042 - 0. 00006 93. 44 - 86. 3 - 62. 718. 50 - 0. 00040 - 0. 00010 66. 24 - 70. 2 - 62. 248. 92 - 0. 00037 - 0. 00014 39. 05 - 54. 0 - 61. 419. 35 - 0. 00032 - 0. 00015 26. 80 - 40. 6 - 55. 749. 78 - 0. 00027 - 0. 00015 14. 56 - 27. 1 - 49. 30

10. 20 - 0. 00022 - 0. 00016 2. 32 - 13. 6 - 42. 0810. 63 - 0. 00017 - 0. 00016 0. 72 - 7. 9 - 33. 3711. 05 - 0. 00012 - 0. 00016 - 0. 88 - 2. 1 - 23. 8311. 48 - 0. 00006 - 0. 00016 - 2. 48 3. 7 - 13. 45

11. 90 - 0. 00001 - 0. 00016 - 1. 65 2. 5 - 2. 6912. 33 0. 00004 - 0. 00015 - 0. 83 1. 2 8. 8712. 75 0. 00009 - 0. 00015 0. 00 0. 0 21. 23

M max = 572. 575 kNm V max = 226. 460 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 00964 0. 00383 253. 34 196. 6 0. 000. 42 0. 00841 0. 00364 315. 54 179. 3 66. 110. 85 0. 00723 0. 00342 372. 57 154. 3 113. 681. 27 0. 00610 0. 00318 424. 42 121. 5 143. 91

1. 70 0. 00510 0. 00290 458. 31 81. 4 160. 422. 13 0. 00417 0. 00261 482. 46 41. 2 163. 892. 55 0. 00331 0. 00232 496. 85 0. 8 155. 942. 97 0. 00259 0. 00202 491. 37 - 34. 3 142. 753. 40 0. 00195 0. 00173 478. 06 - 65. 7 122. 753. 82 0. 00138 0. 00145 456. 92 - 93. 1 97. 584. 25 0. 00095 0. 00119 423. 16 - 110. 9 74. 384. 67 0. 00057 0. 00095 385. 97 - 124. 3 49. 355. 10 0. 00025 0. 00073 345. 34 - 133. 1 23. 835. 52 0. 00004 0. 00055 301. 99 - 130. 5 4. 315. 95 - 0. 00013 0. 00039 258. 44 - 127. 7 - 14. 096. 37 - 0. 00026 0. 00025 214. 67 - 125. 0 - 30. 436. 80 - 0. 00030 0. 00016 178. 02 - 112. 9 - 37. 787. 22 - 0. 00034 0. 00008 141. 37 - 100. 9 - 45. 807. 65 - 0. 00039 - 0. 00001 104. 73 - 88. 9 - 54. 498. 07 - 0. 00036 - 0. 00005 81. 12 - 74. 9 - 54. 42

8. 50 - 0. 00034 - 0. 00008 57. 51 - 60. 9 - 54. 028. 92 - 0. 00032 - 0. 00012 33. 91 - 46. 9 - 53. 299. 35 - 0. 00028 - 0. 00013 23. 28 - 35. 2 - 48. 389. 78 - 0. 00024 - 0. 00013 12. 65 - 23. 5 - 42. 79

10. 20 - 0. 00019 - 0. 00014 2. 02 - 11. 8 - 36. 5210. 63 - 0. 00015 - 0. 00014 0. 63 - 6. 8 - 28. 9711. 05 - 0. 00010 - 0. 00014 - 0. 76 - 1. 8 - 20. 6911. 48 - 0. 00006 - 0. 00014 - 2. 15 3. 2 - 11. 6811. 90 - 0. 00001 - 0. 00014 - 1. 43 2. 1 - 2. 3412. 33 0. 00003 - 0. 00013 - 0. 72 1. 1 7. 6912. 75 0. 00008 - 0. 00013 0. 00 0. 0 18. 42

M max = 496. 845 kNm V max = 196. 637 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 675





163



0

1

2

3

4

5

6

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]


7

8

9

10

11

12

13

D e p t h f r o m G

r o


164



0

1

2

3

4

5

6

-400 -300 -200 -100 0 100 200 300 400


Shear Force [kN]


7

8

9

10

11

12

13

D e p t h f r o m G

r


165



0

1

2

3

4

5

6

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]


7

8

9

10

11

12

13

D e p t h f r o m G

r o


166



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




Input tables




1 Compression 1209 573 0 0 0

2 Uplift -1046 497 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

12.75

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


167



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 12.75×

= 12.112 m

=ley ß y Lo.

= .95 12.75×

= 12.112 m



168



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=12.112

.8

= 15.140

= yley

d ia

=12.112

.8

= 15.140



= M min emin N .

= .02 -1046×

= -20.9200 kNm


x = 15.1 > 15

y = 15.1 > 15



Lo = 12.750 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 497× ×- +

= 298.200 kNm


169



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 497×

= 198.800 kNm

Mi 0.4M2 = 298.2 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .00755× × × ×+

= 12.23×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



170



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 497.0 kNm

(b) 3.8.3.2

= M M i M add +

= 298.2 0+

= 298.200 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 497.0 kNm


171



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=497.0 kNm



Mx=497.0 kNm

Mxmin=-20.9 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 0.0 kNm


172



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-20.9 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



173



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



174



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1209.0

0.00.0

573.00.0

343.80.0

110.9110.9

X-XTop

573.055.4 575.7

2207 (0.44%)

X-XY-Y -1046.0

0.00.0

497.00.0

298.20.0

0.00.0

X-XTop

497.00.0 497.0

7548 (1.50%)



175




176




177




178




179



Piled Foundation


1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 30. 0° b = 34. 0°Ep = 27000000 kN/ m2 nh = 14000 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 1110 kN


Nq = 41. 9




7. Lateral Loading


Mgc = 294. 0 kNm Mgu = 254. 9 kNm




5. 30 0. 00035 0. 00094 414. 65 - 150. 2 26. 135. 74 0. 00007 0. 00071 362. 85 - 147. 4 5. 456. 18 - 0. 00016 0. 00050 310. 79 - 144. 5 - 14. 076. 62 - 0. 00034 0. 00032 258. 48 - 141. 6 - 31. 427. 07 - 0. 00040 0. 00021 214. 52 - 128. 1 - 39. 287. 51 - 0. 00046 0. 00010 170. 56 - 114. 6 - 47. 85


180



7. 95 - 0. 00051 - 0. 00001 126. 60 - 101. 0 - 57. 148. 39 - 0. 00049 - 0. 00006 98. 19 - 85. 2 - 57. 158. 83 - 0. 00046 - 0. 00010 69. 77 - 69. 4 - 56. 829. 27 - 0. 00043 - 0. 00015 41. 36 - 53. 6 - 56. 169. 72 - 0. 00038 - 0. 00016 28. 50 - 40. 3 - 51. 02

10. 16 - 0. 00032 - 0. 00017 15. 63 - 27. 0 - 45. 1710. 60 - 0. 00026 - 0. 00018 2. 77 - 13. 8 - 38. 6211. 04 - 0. 00020 - 0. 00018 1. 02 - 8. 0 - 30. 6811. 48 - 0. 00014 - 0. 00017 - 0. 72 - 2. 3 - 21. 9711. 92 - 0. 00007 - 0. 00017 - 2. 47 3. 5 - 12. 50

12. 37 - 0. 00002 - 0. 00017 - 1. 65 2. 3 - 2. 6812. 81 0. 00004 - 0. 00017 - 0. 82 1. 2 7. 8913. 25 0. 00010 - 0. 00017 - 0. 00 0. 0 19. 19

M max = 592. 674 kNm V max = 226. 460 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01122 0. 00420 254. 91 196. 6 0. 000. 44 0. 00980 0. 00399 320. 71 179. 6 60. 590. 88 0. 00843 0. 00376 381. 11 154. 8 104. 271. 33 0. 00712 0. 00350 436. 12 122. 5 132. 11

1. 77 0. 00596 0. 00319 472. 37 82. 8 147. 382. 21 0. 00487 0. 00288 498. 43 43. 1 150. 712. 65 0. 00387 0. 00255 514. 29 3. 1 143. 563. 09 0. 00304 0. 00223 509. 35 - 31. 8 131. 593. 53 0. 00229 0. 00191 496. 19 - 62. 9 113. 343. 97 0. 00162 0. 00160 474. 81 - 90. 2 90. 334. 42 0. 00112 0. 00132 440. 15 - 108. 0 69. 084. 86 0. 00068 0. 00106 401. 84 - 121. 4 46. 125. 30 0. 00031 0. 00081 359. 89 - 130. 3 22. 705. 74 0. 00006 0. 00061 314. 93 - 127. 9 4. 766. 18 - 0. 00014 0. 00044 269. 76 - 125. 4 - 12. 196. 62 - 0. 00029 0. 00028 224. 36 - 122. 9 - 27. 257. 07 - 0. 00034 0. 00018 186. 21 - 111. 2 - 34. 077. 51 - 0. 00039 0. 00009 148. 05 - 99. 4 - 41. 527. 95 - 0. 00045 - 0. 00001 109. 90 - 87. 7 - 49. 598. 39 - 0. 00042 - 0. 00005 85. 24 - 73. 9 - 49. 59

8. 83 - 0. 00040 - 0. 00009 60. 58 - 60. 2 - 49. 319. 27 - 0. 00038 - 0. 00013 35. 91 - 46. 5 - 48. 749. 72 - 0. 00033 - 0. 00014 24. 75 - 35. 0 - 44. 28

10. 16 - 0. 00028 - 0. 00015 13. 58 - 23. 5 - 39. 2110. 60 - 0. 00023 - 0. 00015 2. 41 - 12. 0 - 33. 5211. 04 - 0. 00017 - 0. 00015 0. 89 - 7. 0 - 26. 6311. 48 - 0. 00012 - 0. 00015 - 0. 62 - 2. 0 - 19. 0711. 92 - 0. 00007 - 0. 00015 - 2. 14 3. 0 - 10. 8612. 37 - 0. 00001 - 0. 00015 - 1. 43 2. 0 - 2. 3312. 81 0. 00004 - 0. 00015 - 0. 71 1. 0 6. 8413. 25 0. 00009 - 0. 00015 - 0. 00 0. 0 16. 64

M max = 514. 293 kNm V max = 196. 637 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 675





181



0

1

2

3

4

5

6

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]


7

8

9

10

11

12

13

14

D e p t h f r o m G

r o


182



0

1

2

3

4

5

6

-400 -300 -200 -100 0 100 200 300 400


Shear Force [kN]


7

8

9

10

11

12

13

14

D e p t h f r o m G

r


183



0

1

2

3

4

5

6

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]


7

8

9

10

11

12

13

14

D e p t h f r o m G

r o


184



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




Input tables




1 Compression 1209 593 0 0 0

2 Uplift -1046 514 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

13.25

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


185



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 13.25×

= 12.587 m

=ley ß y Lo.

= .95 13.25×

= 12.587 m



186



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=12.587

.8

= 15.734

= yley

d ia

=12.587

.8

= 15.734



= M min emin N .

= .02 -1046×

= -20.9200 kNm


x = 15.7 > 15

y = 15.7 > 15



Lo = 13.250 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 514× ×- +

= 308.400 kNm


187



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 514×

= 205.600 kNm

Mi 0.4M2 = 308.4 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .00778× × × ×+

= 12.33×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



188



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 514.0 kNm

(b) 3.8.3.2

= M M i M add +

= 308.4 0+

= 308.400 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 514.0 kNm


189



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=514.0 kNm



Mx=514.0 kNm

Mxmin=-20.9 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 0.0 kNm


190



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-20.9 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



191



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



192



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1209.0

0.00.0

593.00.0

355.80.0

119.7119.7

X-XTop

593.059.9 596.0

2443 (0.49%)

X-XY-Y -1046.0

0.00.0

514.00.0

308.40.0

0.00.0

X-XTop

514.00.0 514.0

7783 (1.55%)



193




194




195




196




197



Piled Foundation


1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 32. 0° b = 34. 0°Ep = 27000000 kN/ m2 nh = 11500 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 1104 kN


Nq = 41. 9




7. Lateral Loading


Mgc = 295. 4 kNm Mgu = 256. 1 kNm




5. 80 0. 00040 0. 00101 427. 06 - 148. 0 26. 866. 28 0. 00008 0. 00076 373. 88 - 145. 4 6. 106. 77 - 0. 00017 0. 00054 320. 44 - 142. 7 - 13. 517. 25 - 0. 00037 0. 00035 266. 74 - 140. 0 - 30. 987. 73 - 0. 00044 0. 00023 221. 50 - 126. 7 - 38. 918. 22 - 0. 00050 0. 00011 176. 25 - 113. 4 - 47. 57


198



8. 70 - 0. 00057 - 0. 00001 131. 01 - 100. 1 - 56. 969. 18 - 0. 00054 - 0. 00006 101. 70 - 84. 5 - 57. 039. 67 - 0. 00051 - 0. 00011 72. 38 - 68. 9 - 56. 76

10. 15 - 0. 00048 - 0. 00016 43. 07 - 53. 2 - 56. 1710. 63 - 0. 00042 - 0. 00017 29. 75 - 40. 1 - 51. 0711. 12 - 0. 00035 - 0. 00018 16. 42 - 27. 0 - 45. 2511. 60 - 0. 00029 - 0. 00019 3. 10 - 13. 9 - 38. 7312. 08 - 0. 00022 - 0. 00019 1. 24 - 8. 1 - 30. 8012. 57 - 0. 00015 - 0. 00019 - 0. 61 - 2. 4 - 22. 1113. 05 - 0. 00008 - 0. 00018 - 2. 46 3. 3 - 12. 65

13. 53 - 0. 00002 - 0. 00018 - 1. 64 2. 2 - 2. 8214. 02 0. 00005 - 0. 00018 - 0. 82 1. 1 7. 7414. 50 0. 00011 - 0. 00018 - 0. 00 0. 0 19. 03

M max = 607. 550 kNm V max = 226. 460 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01250 0. 00449 256. 08 196. 6 0. 000. 48 0. 01092 0. 00427 324. 54 179. 7 60. 700. 97 0. 00940 0. 00402 387. 44 155. 2 104. 511. 45 0. 00795 0. 00374 444. 78 123. 1 132. 49

1. 93 0. 00665 0. 00341 482. 78 83. 8 147. 892. 42 0. 00545 0. 00308 510. 25 44. 3 151. 332. 90 0. 00433 0. 00273 527. 21 4. 7 144. 273. 38 0. 00340 0. 00239 522. 66 - 30. 0 132. 353. 87 0. 00257 0. 00205 509. 61 - 61. 0 114. 134. 35 0. 00182 0. 00171 488. 05 - 88. 2 91. 114. 83 0. 00126 0. 00142 452. 72 - 106. 0 69. 835. 32 0. 00077 0. 00114 413. 58 - 119. 4 46. 835. 80 0. 00035 0. 00088 370. 66 - 128. 5 23. 346. 28 0. 00007 0. 00066 324. 51 - 126. 2 5. 326. 77 - 0. 00015 0. 00047 278. 13 - 123. 9 - 11. 717. 25 - 0. 00032 0. 00031 231. 53 - 121. 5 - 26. 877. 73 - 0. 00038 0. 00020 192. 27 - 110. 0 - 33. 758. 22 - 0. 00044 0. 00010 153. 00 - 98. 4 - 41. 278. 70 - 0. 00049 - 0. 00001 113. 73 - 86. 9 - 49. 439. 18 - 0. 00047 - 0. 00005 88. 29 - 73. 3 - 49. 49

9. 67 - 0. 00044 - 0. 00010 62. 84 - 59. 8 - 49. 2610. 15 - 0. 00042 - 0. 00014 37. 40 - 46. 2 - 48. 7510. 63 - 0. 00036 - 0. 00015 25. 83 - 34. 8 - 44. 3211. 12 - 0. 00031 - 0. 00016 14. 27 - 23. 4 - 39. 2811. 60 - 0. 00025 - 0. 00017 2. 70 - 12. 1 - 33. 6212. 08 - 0. 00019 - 0. 00016 1. 09 - 7. 1 - 26. 7312. 57 - 0. 00013 - 0. 00016 - 0. 52 - 2. 1 - 19. 1913. 05 - 0. 00007 - 0. 00016 - 2. 14 2. 9 - 10. 9813. 53 - 0. 00002 - 0. 00016 - 1. 42 1. 9 - 2. 4614. 02 0. 00004 - 0. 00016 - 0. 71 1. 0 6. 7114. 50 0. 00010 - 0. 00016 - 0. 00 0. 0 16. 51

M max = 527. 205 kNm V max = 196. 637 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 675





199



0

1

2

3

4

5

6

7

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]


8

9

10

11

12

13

14

15

16

D e p t h f r o m G

r o


200



0

1

2

3

4

5

6

7

-400 -300 -200 -100 0 100 200 300 400


Shear Force [kN]


8

9

10

11

12

13

14

15

16

D e p t h f r o m G

r


201



0

1

2

3

4

5

6

7

-5 0 5 10 15 20 25

u n

d L e v e l [ m ]

Deflection [mm]


8

9

10

11

12

13

14

15

16

D e p t h f r o m G

r o


202



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




Input tables




1 Compression 1209 608 0 0 0

2 Uplift -1046 527 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

14.50

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


203



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 14.5×

= 13.775 m

=ley ß y Lo.

= .95 14.5×

= 13.775 m



204



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=13.775

.8

= 17.219

= yley

d ia

=13.775

.8

= 17.219



= M min emin N .

= .02 -1046×

= -20.9200 kNm


x = 17.2 > 15

y = 17.2 > 15



Lo = 14.500 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 527× ×- +

= 316.200 kNm


205



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 527×

= 210.800 kNm

Mi 0.4M2 = 316.2 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .00786× × × ×+

= 12.37×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



206



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 527.0 kNm

(b) 3.8.3.2

= M M i M add +

= 316.2 0+

= 316.200 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 527.0 kNm


207



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=527.0 kNm



Mx=527.0 kNm

Mxmin=-20.9 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -1046×

= -20.9200 kNm

Thus 3.8.3.2

M = 0.0 kNm


208



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-20.9 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



209



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



210



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1209.0

0.00.0

608.00.0

364.80.0

143.4143.4

X-XTop

608.071.7 612.2

2600 (0.52%)

X-XY-Y -1046.0

0.00.0

527.00.0

316.20.0

0.00.0

X-XTop

527.00.0 527.0

7862 (1.56%)



211




212




213




214




215



Piled Foundation

for Tower Type Str±0 (Larsen&Tubro Design) at location 13

1. Loading Data




sd = 18. 00 kN/ m3 K s = 0. 62

= 32. 0° b = 34. 0°Ep = 27000000 kN/ m2 nh = 15500 kN/ m3

cd = 24. 0 kN/ m3 Cc = 7. 5 cm


d = 80 cm h1 = 75 cm h7 = 5 cm





Qf = 958 kN


Nq = 41. 9




7. Lateral Loading


Mgc = 288. 8 kNm Mgu = 254. 6 kNm




5. 50 0. 00036 0. 00095 423. 60 - 155. 5 30. 665. 96 0. 00008 0. 00071 370. 95 - 152. 8 7. 276. 42 - 0. 00015 0. 00051 318. 04 - 150. 1 - 14. 846. 87 - 0. 00032 0. 00033 264. 87 - 147. 3 - 34. 537. 33 - 0. 00038 0. 00022 220. 01 - 133. 4 - 43. 507. 79 - 0. 00044 0. 00010 175. 16 - 119. 4 - 53. 29


216



8. 25 - 0. 00050 - 0. 00001 130. 30 - 105. 4 - 63. 928. 71 - 0. 00047 - 0. 00006 101. 19 - 89. 0 - 64. 039. 17 - 0. 00045 - 0. 00010 72. 09 - 72. 6 - 63. 779. 63 - 0. 00042 - 0. 00015 42. 99 - 56. 2 - 63. 15

10. 08 - 0. 00037 - 0. 00016 29. 73 - 42. 4 - 57. 4310. 54 - 0. 00031 - 0. 00017 16. 47 - 28. 6 - 50. 9111. 00 - 0. 00026 - 0. 00018 3. 21 - 14. 8 - 43. 6011. 46 - 0. 00020 - 0. 00018 1. 34 - 8. 7 - 34. 7011. 92 - 0. 00013 - 0. 00017 - 0. 53 - 2. 6 - 24. 9312. 38 - 0. 00007 - 0. 00017 - 2. 40 3. 4 - 14. 31

12. 83 - 0. 00002 - 0. 00017 - 1. 60 2. 3 - 3. 2713. 29 0. 00004 - 0. 00017 - 0. 80 1. 1 8. 6013. 75 0. 00010 - 0. 00017 0. 00 0. 0 21. 29

M max = 601. 036 kNm V max = 239. 760 kN



[ m] [ m] [ - ] [ kNm] [ kN] [ kN/ m]0. 00 0. 01126 0. 00428 254. 58 213. 6 0. 000. 46 0. 00984 0. 00407 324. 66 195. 4 69. 900. 92 0. 00847 0. 00383 389. 08 169. 0 120. 411. 38 0. 00717 0. 00357 447. 86 134. 3 152. 72

1. 83 0. 00600 0. 00326 486. 98 91. 9 170. 542. 29 0. 00492 0. 00294 515. 40 49. 3 174. 602. 75 0. 00391 0. 00261 533. 12 6. 4 166. 573. 21 0. 00307 0. 00228 528. 96 - 31. 1 152. 903. 67 0. 00232 0. 00196 516. 12 - 64. 6 131. 974. 13 0. 00165 0. 00164 494. 63 - 94. 1 105. 514. 58 0. 00114 0. 00136 459. 06 - 113. 4 81. 015. 04 0. 00070 0. 00109 419. 61 - 128. 0 54. 515. 50 0. 00032 0. 00084 376. 26 - 137. 9 27. 445. 96 0. 00007 0. 00064 329. 54 - 135. 6 6. 656. 42 - 0. 00013 0. 00045 282. 59 - 133. 2 - 13. 016. 87 - 0. 00029 0. 00029 235. 41 - 130. 8 - 30. 537. 33 - 0. 00034 0. 00019 195. 58 - 118. 4 - 38. 517. 79 - 0. 00039 0. 00009 155. 74 - 106. 1 - 47. 238. 25 - 0. 00044 - 0. 00001 115. 90 - 93. 7 - 56. 708. 71 - 0. 00042 - 0. 00005 90. 04 - 79. 1 - 56. 81

9. 17 - 0. 00040 - 0. 00009 64. 17 - 64. 5 - 56. 609. 63 - 0. 00038 - 0. 00013 38. 31 - 49. 9 - 56. 0710. 08 - 0. 00033 - 0. 00014 26. 51 - 37. 7 - 51. 0010. 54 - 0. 00028 - 0. 00015 14. 71 - 25. 4 - 45. 2211. 00 - 0. 00023 - 0. 00016 2. 92 - 13. 2 - 38. 7411. 46 - 0. 00017 - 0. 00016 1. 24 - 7. 8 - 30. 8411. 92 - 0. 00012 - 0. 00015 - 0. 43 - 2. 4 - 22. 1712. 38 - 0. 00007 - 0. 00015 - 2. 11 3. 0 - 12. 7512. 83 - 0. 00001 - 0. 00015 - 1. 41 2. 0 - 2. 9513. 29 0. 00004 - 0. 00015 - 0. 70 1. 0 7. 5913. 75 0. 00009 - 0. 00015 0. 00 0. 0 18. 86

M max = 533. 119 kNm V max = 213. 588 kN







d1 = 702. 5 mm bv = 709. 0 mm K v = 1. 577





217



0

1

2

3

4

5

6

-100 0 100 200 300 400 500 600 700 800 900 1000

u n

d L e v e l [ m ]

Total Moment [kN.m]

Moment Diagram for Tower Type Str±0 (Larsen&Tubro Design) at LocationNo.13

7

8

9

10

11

12

13

14

D e p t h f r o m G

r o


218



0

1

2

3

4

5

6

-400 -200 0 200 400


Shear Force [kN]

Shear Force Diagram for Tower Type Str±0 (Larsen&Tubro Design) at LocationNo.13

7

8

9

10

11

12

13

14

D e p t h f r o m G

r


219



0

1

2

3

4

5

6

-5 0 5 10 15 20 25

n d

L e v e l [ m ]

Deflection [mm]

Deflection Diagram for Tower Type Str±0 (Larsen&Tubro Design) at LocationNo.13

7

8

9

10

11

12

13

14

D e p t h f r o m G

r o u


220



SheetJob Number

Job Title

Client





1Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

C12Tower Type Str±0 (Larsen&Tubro Design) at Location 13



Input tables




1 Compression 1067 601 0 0 0

2 Uplift -924 533 0 0 0


Ø (mm)

d' (mm)

Lo (m)

fcu (MPa)

fy (MPa)

800

97.5

13.75

40

460

0 2 5 0

5 0 0

7 5 0

750

500

250

0

X X

Y

Y


Therefore:

= Ac d 2

4.

= 800

2

4

×

= 502.7×103

mm²

=d iax' d ia d' -

= 800 97.5-

= 702.500 mm

=d iay' d ia d' -

= 800 97.5-

= 702.500 mm


221



SheetJob Number

Job Title

Client





2Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012








=lex ß x Lo.

= .95 13.75×

= 13.062 m

=ley ß y Lo.

= .95 13.75×

= 13.062 m



222



SheetJob Number

Job Title

Client





3Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= xlex

d ia

=13.063

.8

= 16.329

= yley

d ia

=13.063

.8

= 16.329



= M min emin N .

= .02 -924×

= -18.4800 kNm


x = 16.3 > 15

y = 16.3 > 15



Lo = 13.750 m < 60 dia' = 48.000 m




= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 533× ×- +

= 319.800 kNm


223



SheetJob Number

Job Title

Client





4Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

= M i2 0.4 M 2.

= 0.4 533×

= 213.200 kNm

Mi 0.4M2 = 319.8 kNm



= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

Mi 0.4M2 = 0.0 kNm



= N uz 0.4444 f cu Ac 0.95 f y Asc. . . . +

= 0.4444 40000 .50265 0.95 460000 .0077× × × ×+

= 12.30×103

kN



=sc 0.95 f y.

= 0.95 460×

= 437.000 MPa


=st 0.95 f y.

= 0.95 460×

= 437.000 MPa



224



SheetJob Number

Job Title

Client





5Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012

=e y f st

E s

=438.1

200000

= 0.0022


ec = 0.0035



(a) 3.8.3.2

M 2 = 533.0 kNm

(b) 3.8.3.2

= M M i M add +

= 319.8 0+

= 319.800 kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -924×

= -18.4800 kNm

Thus 3.8.3.2

M = 533.0 kNm


225



SheetJob Number

Job Title

Client





6Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mxtop=533.0 kNm



Mx=533.0 kNm

Mxmin=-18.5 kNm

+ =


(a) 3.8.3.2

M 2 = 0.0 kNm

(b) 3.8.3.2

= M M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M M 1 M add

2+

= 00

2+

= 0.0000×100

kNm

(d) 3.8.3.2

= M emin N .

= .02 -924×

= -18.4800 kNm

Thus 3.8.3.2

M = 0.0 kNm


226



SheetJob Number

Job Title

Client





7Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Mytop=0.0 kNm



My=0.0 kNm

Mymin=-18.5 kNm

+ =




Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



227



SheetJob Number

Job Title

Client





8Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0

k N

-12E3

-10E3

-8000-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%


Column design chart

M o m e n t m a x = 3 0 5 5 k N m @ 4

1 6 0 k N

-12E3

-10E3

-8000

-6000

-4000

-2000

2000

4000

6000

8000

10E3

12E3

14E3

16E3

18E3

20E3

22E3

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

2 2 0 0

2 4 0 0

2 6 0 0

2 8 0 0

3 0 0 0

3 2 0 0

3 4 0 0

3 6 0 0



6%5%4%3%2%1%0%



228



SheetJob Number

Job Title

Client





9Contract N-11304


TRANSCO Abu Dhabi

GP DM 07.05.2012




1

2

X-XY-Y 1067.0

0.00.0

601.00.0

360.60.0

113.8113.8

X-XTop

601.056.9 603.7

2835 (0.56%)

X-XY-Y -924.0

0.00.0

533.00.0

319.80.0

0.00.0

X-XTop

533.00.0 533.0

7705 (1.53%)



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1 vertical piles design 02-13 revb

Documents