anchor bolts before
TRANSCRIPT
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Summary for East - West Piperack ( Phase F and G )
Sr. Pile Data Pile ca
No. Type of Dia. of Nos. Nos. Total No. Length Width
Module No. Fdn Pile Along Y Along X
( North ) ( East ) mm mm
1 M-30-Intermediate Column Type 3 324 2 2 4 3000 3000
2 M-30 & 31 Tower bay Type 2 457 3 2 6 4800 3000
3 M-31 & 30 tower bay Type 2 457 3 2 6 4800 3000
4 M-31 independent frame Type 1 324 2 2 4 2300 2300
5 M-32 independent frame Type 1 324 1 2 2 2300 1200
6 M-32 intermediate column Type 3 324 1 2 2 2300 1200
7 M-32 & 33 tower bay Type 2 457 2 2 4 3000 3000
8 M-33 independent frame Type 1 324 2 2 4 2300 2300
9 M-34 independent frame Type 1 324 2 2 4 2300 2300
10 M-34 & 35 tower bay Type 2 324 3 2 6 3600 2300
11 M-35 independent frame Type 1 324 2 2 4 2300 2300
12 M-36 independent frame Type 1 324 2 2 4 2300 2300
13 M- 36 & 37 tower bay Type 2 324 3 2 6 3600 2300
14 M-37 independent frame Type 1 324 2 2 4 2300 2300
15 M-38 independent frame Type 1 324 2 2 4 2300 2300
16 M-38 intermediate column Type 3 324 2 2 4 2300 2300
17 M-38 & 39 tower bay Type 2 457 2 2 4 3000 3000
18 M- 39 independent frame Type 1 457 1 2 2 3000 1200
19 M-40 independent frame Type 1 324 2 2 4 2300 2300
20 M-40 & 41 tower bay Type 2 324 3 2 6 3600 2300
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RTM Eng CALCULATION SHEETBY BAM DATE 14.07.05 SUBJECT : Factored S
HKD. BY DATE
Module no. Load comb. Horizontal Horizontal Vertical
Fx (kN) Fy (kN) Fz (kN) Mx (Kn.m)
30-IC 1 0.85 DLe + 1.5 WL 8 0 602
2 0.85 DLe - 1.5 WL -8 0 578
3 1.25 DLop + 1.5 LL 0 0 1442
4 1.25 DLop + 1.25 TL 0 0 1298
5 1.25 DLop - 1.25 TL 0 0 1298
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 6 0 1407
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -6 0 1390
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 6 0 1306
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 0 0 129010 1.25 DLop + 0.7 ( - 1.5 WL - 1. -6 0 1290
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 6 0 1306
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 0 0 1399
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 5 0 1392
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -5 0 1377
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -5 0 1377
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 5 0 1392
17 1.25 DLe + 1.5 WL 8 0 879
18 1.25 DLe - 1.5 WL -8 0 855
30-31TB 1 0.85 DLe + 1.5 WL 183 0 1180
2 0.85 DLe - 1.5 WL -183 0 -234
31.25 DL
op+ 1.5 LL
0 0 11534 1.25 DLop + 1.25 TL 113 0 1798
5 1.25 DLop - 1.25 TL -113 0 293
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 129 0 1616
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -129 0 627
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 207 0 1917
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -50 0 928
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -207 0 174
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 50 0 1163
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -79 0 594
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 178 0 1857
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -43 0 1010
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -178 0 363
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 43 0 121117 1.25 DLe + 1.5 WL 183 0 1403
18 1.25 DLe - 1.5 WL -183 0 -11
31-30 TB 1 0.85 DLe + 1.5 WL 209 0 1601
2 0.85 DLe - 1.5 WL -209 0 -92
3 1.25 DLop + 1.5 LL 0 0 1784
4 1.25 DLop + 1.25 TL 113 569 2333
5 1.25 DLop - 1.25 TL -113 -569 828
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 146 0 2315
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7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -146 0 1131
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 225 255 2550
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -68 255 1365
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -225 -255 611
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 68 255 1796
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -79 -399 1197
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 193 219 253414 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -58 219 1519
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -193 -219 872
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 58 -219 1887
17 1.25 DLe + 1.5 WL 209 0 1956
18 1.25 DLe - 1.5 WL -209 0 264
31-IF 1 0.85 DLe + 1.5 WL 194 0 1558
2 0.85 DLe - 1.5 WL -194 0 -93
3 1.25 DLop + 1.5 LL 0 0 1752
4 1.25 DLop + 1.25 TL 113 0 1653
5 1.25 DLop - 1.25 TL -113 0 1443
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 136 0 2268
71.25 DL
op+ 0.7 ( - 1.5 WL+ 1.
-136 0 11138 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 215 0 2199
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -57 0 1044
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -215 0 897
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 57 0 2052
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -79 0 1617
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 184 0 2228
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -49 0 1238
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -184 0 1112
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 49 0 2102
17 1.25 DLe + 1.5 WL 194 0 1903
18 1.25 DLe - 1.5 WL -194 0 253
32-IF 1 0.85 DLe + 1.5 WL 194 0 1221
2 0.85 DLe - 1.5 WL -194 0 -4513 1.25 DLop + 1.5 LL 0 0 923
4 1.25 DLop + 1.25 TL 29 0 843
5 1.25 DLop - 1.25 TL -29 0 788
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 136 0 1476
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -136 0 306
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 156 0 1420
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -116 0 250
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -156 0 211
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 116 0 1381
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -21 0 872
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 134 0 1398
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -99 0 39515 1.25 DLop + 0.6 ( - 1.5 WL + 1 -134 0 362
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 99 0 1365
17 1.25 DLe + 1.5 WL 194 0 1402
18 1.25 DLe - 1.5 WL -194 0 -270
32-IC 1 0.85 DLe + 1.5 WL 8 0 269
2 0.85 DLe - 1.5 WL -8 0 245
3 1.25 DLop + 1.5 LL 0 0 615
4 1.25 DLop + 1.25 TL 0 0 543
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5 1.25 DLop - 1.25 TL 0 0 543
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 6 0 602
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -6 0 585
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 6 0 551
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -6 0 535
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -6 0 535
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 6 0 55112 1.25 DLop + 0.7 ( 1.5 LL - 1.25 0 0 593
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 5 0 593
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -5 0 579
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -5 0 579
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 5 0 593
17 1.25 DLe + 1.5 WL 8 0 390
18 1.25 DLe - 1.5 WL -8 0 366
32-33 TB 1 0.85 DLe + 1.5 WL 176 0 1394
2 0.85 DLe - 1.5 WL -176 0 -107
3 1.25 DLop + 1.5 LL 0 0 1502
4 1.25 DLop + 1.25 TL 60 252 1637
51.25 DL
op- 1.25 TL
-60 -252 9596 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 123 0 1966
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -123 0 916
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 165 71 1947
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -81 71 897
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -165 -71 649
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 81 71 1699
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -42 -176 1204
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 142 61 1977
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -70 61 1077
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -142 -61 864
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 70 -61 1764
17 1.25 DLe + 1.5 WL 176 0 1697
18 1.25 DLe - 1.5 WL -176 0 19733-IF 1 0.85 DLe + 1.5 WL 176 0 1413
2 0.85 DLe - 1.5 WL -176 0 -87
3 1.25 DLop + 1.5 LL 0 0 1466
4 1.25 DLop + 1.25 TL 13 0 1274
5 1.25 DLop - 1.25 TL -13 0 1249
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 123 0 1930
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -123 0 880
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 132 0 1795
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -115 0 745
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -132 0 728
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 115 0 1778
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -9 0 139613 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 113 0 1842
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -98 0 942
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -113 0 927
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 98 0 1827
17 1.25 DLe + 1.5 WL 176 0 1725
18 1.25 DLe - 1.5 WL -176 0 225
34-IF 1 0.85 DLe + 1.5 WL 161 0 1358
2 0.85 DLe - 1.5 WL -161 0 -89
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3 1.25 DLop + 1.5 LL 0 0 1423
4 1.25 DLop + 1.25 TL 38 0 1255
5 1.25 DLop - 1.25 TL -38 0 1183
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 113 0 1868
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -113 0 856
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 139 0 1751
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -87 0 73910 1.25 DLop + 0.7 ( - 1.5 WL - 1. -139 0 688
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 87 0 1700
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -27 0 1337
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 119 0 1797
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -74 0 930
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -119 0 886
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 74 0 1754
17 1.25 DLe + 1.5 WL 161 0 1656
18 1.25 DLe - 1.5 WL -161 0 210
34-35 TB 1 0.85 DLe + 1.5 WL 176 0 1356
2 0.85 DLe - 1.5 WL -176 0 -43
31.25 DL
op+ 1.5 LL
0 0 14564 1.25 DLop + 1.25 TL 40 229 1577
5 1.25 DLop - 1.25 TL -40 -229 927
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 123 0 1884
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -123 0 905
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 151 56 1855
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -95 56 876
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -151 -56 649
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 95 56 1627
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -28 -161 1167
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 130 48 1891
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -82 48 1052
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -130 -48 857
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 82 -48 169617 1.25 DLe + 1.5 WL 176 0 1664
18 1.25 DLe - 1.5 WL -176 0 266
35- IF 1 0.85 DLe + 1.5 WL 161 0 1362
2 0.85 DLe - 1.5 WL -161 0 -94
3 1.25 DLop + 1.5 LL 0 0 1423
4 1.25 DLop + 1.25 TL 40 0 1258
5 1.25 DLop - 1.25 TL -40 0 1180
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 113 0 1871
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -113 0 853
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 141 0 1756
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -85 0 737
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -141 0 68311 1.25 DLop + 0.7 ( 1.5 WL - 1.2 85 0 1701
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -28 0 1335
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 121 0 1801
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -73 0 928
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -121 0 882
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 73 0 1755
17 1.25 DLe + 1.5 WL 161 0 1660
18 1.25 DLe - 1.5 WL -161 0 205
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36- IF 1 0.85 DLe + 1.5 WL 161 0 1362
2 0.85 DLe - 1.5 WL -161 0 -94
3 1.25 DLop + 1.5 LL 0 0 1423
4 1.25 DLop + 1.25 TL 38 0 1257
5 1.25 DLop - 1.25 TL -38 0 1182
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 113 0 1871
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -113 0 8538 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 139 0 1755
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -87 0 736
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -139 0 684
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 87 0 1702
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -27 0 1336
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 119 0 1801
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -74 0 928
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -119 0 883
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 74 0 1756
17 1.25 DLe + 1.5 WL 161 0 1660
18 1.25 DLe - 1.5 WL -161 0 205
36-37 TB 10.85 DL
e+ 1.5 WL
176 0 14112 0.85 DLe - 1.5 WL -176 0 -99
3 1.25 DLop + 1.5 LL 0 0 1456
4 1.25 DLop + 1.25 TL 38 178 1513
5 1.25 DLop - 1.25 TL -38 -178 990
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 123 0 1923
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -123 0 866
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 150 21 1849
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -97 21 793
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -150 -21 654
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 97 21 1711
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -27 -125 1212
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 128 18 1886
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -83 18 98115 1.25 DLop + 0.6 ( - 1.5 WL + 1 -128 -18 862
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 83 -18 1768
17 1.25 DLe + 1.5 WL 176 0 1720
18 1.25 DLe - 1.5 WL -176 0 211
37-IF 1 0.85 DLe + 1.5 WL 161 0 1362
2 0.85 DLe - 1.5 WL -161 0 -94
3 1.25 DLop + 1.5 LL 0 0 1423
4 1.25 DLop + 1.25 TL 33 0 1250
5 1.25 DLop - 1.25 TL -33 0 1188
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 113 0 1871
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -113 0 853
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 136 0 17509 1.25 DLop + 0.7 ( - 1.5 WL + 1 -90 0 732
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -136 0 688
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 90 0 1707
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -23 0 1340
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 116 0 1797
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -77 0 924
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -116 0 886
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 77 0 1759
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17 1.25 DLe + 1.5 WL 161 0 1660
18 1.25 DLe - 1.5 WL -161 0 205
38-IF 1 0.85 DLe + 1.5 WL 161 0 1288
2 0.85 DLe - 1.5 WL -161 0 -168
3 1.25 DLop + 1.5 LL 0 0 1255
4 1.25 DLop + 1.25 TL 30 0 1105
5 1.25 DLop - 1.25 TL -30 0 10456 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 113 0 1711
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -113 0 692
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 134 0 1606
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -92 0 587
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -134 0 545
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 92 0 1564
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -21 545 1180
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 115 0 1638
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -79 0 765
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -115 0 729
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 79 0 1602
171.25 DL
e+ 1.5 WL
161 0 155218 1.25 DLe - 1.5 WL -161 0 97
38- IC 1 0.85 DLe + 1.5 WL 8 0 463
2 0.85 DLe - 1.5 WL -8 0 433
3 1.25 DLop + 1.5 LL 0 0 1004
4 1.25 DLop + 1.25 TL 0 0 860
5 1.25 DLop - 1.25 TL 0 0 860
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 6 0 972
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -6 0 951
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 6 0 871
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -6 0 850
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -6 0 850
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 6 0 871
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 0 0 96113 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 5 0 956
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -5 0 938
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -5 0 938
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 5 0 956
17 1.25 DLe + 1.5 WL 8 0 674
18 1.25 DLe - 1.5 WL -8 0 644
38-39 TB 1 0.85 DLe + 1.5 WL 176 0 1103
2 0.85 DLe - 1.5 WL -176 0 -406
3 1.25 DLop + 1.5 LL 0 0 772
4 1.25 DLop + 1.25 TL 30 318 1059
5 1.25 DLop - 1.25 TL -30 -318 269
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 123 0 12687 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -123 0 212
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 144 119 1355
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -102 119 299
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -144 -119 -28
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 102 119 1030
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -21 -223 463
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 124 102 1321
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -88 102 416
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15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -124 -102 137
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 88 -102 1042
17 1.25 DLe + 1.5 WL 176 0 1267
18 1.25 DLe - 1.5 WL -176 0 -242
39- IF 1 0.85 DLe + 1.5 WL 86 0 637
2 0.85 DLe - 1.5 WL -86 0 -123
3 1.25 DLop + 1.5 LL 0 0 5834 1.25 DLop + 1.25 TL 20 0 548
5 1.25 DLop - 1.25 TL -20 0 510
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 60 0 833
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -60 0 301
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 74 0 808
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -46 0 277
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -74 0 250
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 46 0 782
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -14 0 554
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 64 0 801
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -40 0 345
151.25 DL
op+ 0.6 ( - 1.5 WL + 1
-64 0 32316 1.25 DLop + 0.6 ( 1.5 WL + 1. 40 0 778
17 1.25 DLe + 1.5 WL 86 0 757
18 1.25 DLe - 1.5 WL -86 0 -2
30- IF 1 0.85 DLe + 1.5 WL 161 0 1362
2 0.85 DLe - 1.5 WL -161 0 -94
3 1.25 DLop + 1.5 LL 0 0 1423
4 1.25 DLop + 1.25 TL 34 0 1252
5 1.25 DLop - 1.25 TL -34 0 1187
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 113 0 1871
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -113 0 853
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 136 0 1751
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -89 0 733
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -136 0 68711 1.25 DLop + 0.7 ( 1.5 WL - 1.2 89 0 1706
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -24 0 1339
13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 117 0 1798
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -77 0 925
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -117 0 886
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 77 0 1759
17 1.25 DLe + 1.5 WL 161 0 1660
18 1.25 DLe - 1.5 WL -161 0 205
30-31 TB 1 0.85 DLe + 1.5 WL 176 0 1411
2 0.85 DLe - 1.5 WL -176 0 -99
3 1.25 DLop + 1.5 LL 0 0 1456
4 1.25 DLop + 1.25 TL 34 200 15185 1.25 DLop - 1.25 TL -34 -200 985
6 1.25 DLop + 0.7 ( 1.5 WL+ 1.5 123 0 1923
7 1.25 DLop + 0.7 ( - 1.5 WL+ 1. -123 0 866
8 1.25 DLop + 0.7 ( 1.5 WL+ 1.2 147 36 1853
9 1.25 DLop + 0.7 ( - 1.5 WL + 1 -100 36 796
10 1.25 DLop + 0.7 ( - 1.5 WL - 1. -147 -36 651
11 1.25 DLop + 0.7 ( 1.5 WL - 1.2 100 36 1707
12 1.25 DLop + 0.7 ( 1.5 LL - 1.25 -24 -140 1208
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13 1.25 DLop + 0.6 ( 1.5 WL+ 1.5 126 31 1889
14 1.25 DLop + 0.6 ( - 1.5 WL+ 1. -86 31 984
15 1.25 DLop + 0.6 ( - 1.5 WL + 1 -126 -31 859
16 1.25 DLop + 0.6 ( 1.5 WL + 1. 86 -31 1765
17 1.25 DLe + 1.5 WL 176 0 1720
18 1.25 DLe - 1.5 WL -176 0 211
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JOB NO. 6780901
pport reactions
My (Kn.m) Mz (Kn.m)
Moment
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Data
No.of piles 4
Pile diameter (Dp) 0.324 m
Length of pile cap (L) 3 m
Width of pile cap (B) 3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.8 m = 4d
Edge distance (ed) 0.6 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.9 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 180 kN
Self weight of pedestal 18 kN
Total wt. of foundation 198 kN
Factored wt. of foundation 248 kN
Design of pile cap for module 30-IC
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0.6
1.8
0.6
0.6 1.8 0.6
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 20 mm
Effective depth of pile cap (d) 0.62 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.07 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 1.062 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S No shear on the section
ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85
Critical shear section along 0.310 m
a line located d/2 from the corner pile
One way shear force (Vf) 422 kN
from the corner pile
Length of critical section bw 2.64 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1398.3 kN cl.11.3.5.2 of CSA std.A23.3-94
Vc2=0.1.l.fc.sqrt.fc'.bw.d 538.1 kN
Factored one way shear (Vr) 1398.3 kN Vr>Vf
resistance w/o shear reinf.
Max. of Vc1 & Vc2
Pile cap is safe in one way shear
d/2
TWO-WAY SHEAR
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
ONE-WAY SHEAR
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters:
as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.08 m
bo=2(b+d+l+d)
Fraction of unbalanced moment
transferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.76 m
compression ex=(l+d)/2
Distance from NA to extreme 0.76 m
compression ey=(b+d)/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 1.062 m
Factored shear stress (Vf) 0.480 N/mm2
cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
2
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm2
Vr = min(Vc) 1.31 N/mm2
Vr>Vf
Pile cap is safe in two way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Critical section @d/2 from corner pile
Two way shear from corner pile Vf 422 kN
length of critical section bo 1.94 m
bo=p(Dp+d)/4+2ed
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 3.8 N/mm
2
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm2
vr = min(Vc) 1.31 N/mm2
Vr=vr.bo.d 1582.0 kN Vr>Vf
Pile cap is safe in two way shear
MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestalMf = 2.Vmax(Sp/2-b/2) 380.2 kN.m
resistance factor Kr =Mf/1000.d2
0.99 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc'))) 0.0030 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 1870 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm2/m cl.7.8.1 of CSA std.A23.3-94
Try 25M @ 200 mm :Bottom,E.W.
area of tension reinforcement 3000 mm2/m o.k.
Provide 25M @ 200 mm @ bottom e.w.
Provide 16M @ 200 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 9 m2
Perimeter of pile cap =2(L+B) 12 m
Compressive strength of Geospan Cs 40 kN/m2
p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 m 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 360 kN
Max. uplift from sides due to adfreeze 288 kN
Total uplift 648 kN
Dead load from structure 693 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplift 915.6 kN
Total resisting force 1608.6 kN >Total uplift
No need of bond break around the pile cap
1800
4d = 1800600600
600
600
3000
3000
800
Fz (-ve)
Fy (+ve)
300
600
M25 @ 200 c/c e.w.M16 @ 200 c/c e.w.
324 mm dia x 9.52 mm WT pile 16.0m length
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Data
No. of piles 6
Pile diameter (Dp) 0.457 m
Length of pile cap (L) 4.8 m
Width of pile cap (B) 3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.8 m = 4d
Edge distance (ed) 0.6 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.90 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 288 kN
Self weight of pedestal 18 kN
Total wt. of foundation 306 kN
Factored wt. of foundation 383 kN
Design of pile cap for module 30-31 TB
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m 0.6
1.8
1.8
0.6
0.6 1.8 1.8 0.6
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 25 mm
Effective depth of pile cap (d) 0.6125 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.0625 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 1.1285 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S produces shear on the section
ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85
Critical shear section along 0.306 m
a line located d/2 from the corner pile
One way shear force (Vf) 445 kN
from the corner pile
Length of critical section bw 2.77 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1447.0 kN cl.11.3.5.2 of CSA std.A23.3-94
Vc2=0.1.l.fc.sqrt.fc'.bw.d 556.9 kN
Factored one way shear (Vr) 1447.0 kN Vr>Vf
resistance w/o shear reinf.
Max. of Vc1 & Vc2
Pile cap is safe in one way shear
TWO-WAY SHEAR
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
ONE WAY SHEAR
d/2
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters:
as for interior column 4
as for exterior column 3p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.05 m
bo=2(b+d+l+d)
Fraction of unbalanced momenttransferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.060E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)3d/6+d(l+d)(b+d)2/2
Polar moment of inertia of the critical 1.060E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.76 m
compression ex=l+d/2
Distance from NA to extreme 0.76 m
compression ey=b+d/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 1.1285 m
Factored shear stress (Vf) 0.675 N/mm cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
Vc3 =0.4lfc.sqrt.(fc') 1.31 N/mm
Vr = min(Vc) 1.31 N/mm2
Vr>Vf
Pile cap is safe in two way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Critical section @d/2 from corner pile
Two way shear from corner pile Vf
445 kN
length of critical section bo 2.04 m
bo=p(Dp+d)/4+2ed
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 3.6 N/mm
Vc3 =0.4lfc.sqrt.(fc'
1.31 N/mm
vr = min(Vc) 1.31 N/mm
Vr=vr.bo.d 1642.2 kN Vr>Vf
Pile cap is safe in two way shear
MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf = 3.Vmax(Sp/2-b/2) 600.3 kN.m
resistance factor Kr =Mf/1000.d2
1.600 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc') 0.0050 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 3062 mm2/m
Minimum area of tension reinforcementAs min = 0.002*1000*(D-ep) 1400 mm
2/m cl.7.8.1 of CSA std.A23.3-94
Try 25M @ 150 mm :Bottom,E.W.
area of tension reinforcement 3500 mm2/m o.k.
Provide 25M @ 150 mm @ bottom e.w.
Provide 16M @ 150 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 14.4 m2
Perimeter of pile cap =2(L+B) 15.6 m
Compressive strength of Geospan Cs 40 kN/m2
p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 576 kN
Max. uplift from sides due to adfreeze 374.4 kN
Total uplift 950 kN
Dead load from structure 557 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplif 1291.5 kN
Total resisting force 1848.5 kN >Total uplift
No need of bond break around the pile cap
4d = 1800
4d
=1
800
4d = 1800 500500
2800
4600
500
500
800
Fz (-ve)Fy
(+ve)
300
600
M25 @ 150 c/c e.w.M16 @ 150 c/c e.w.
457mm dia x 9.52 mm WT pile 16.0m length
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Data
No. of piles 6
Pile diameter (Dp) 0.457 m
Length of pile cap (L) 4.8 m
Width of pile cap (B) 3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.8 m = 4d
Edge distance (ed) 0.6 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.90 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 288 kN
Self weight of pedestal 18 kN
Total wt. of foundation 306 kN
Factored wt. of foundation 383 kN
Design of pile cap for module 31-30 TB
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m 0.6
1.8
1.8
0.6
0.6 1.8 1.8 0.6
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 30 mm
Effective depth of pile cap (d) 0.605 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.055 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 1.1285 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S produces shear on the section
ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85
Critical shear section along 0.303 m
a line located d/2 from the corner pile
One way shear force (Vf) 613 kN
from the corner pile
Length of critical section bw 2.76 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1425.4 kN cl.11.3.5.2 of CSA std.A23.3-94
Vc2=0.1.l.fc.sqrt.fc'.bw.d 548.6 kN
Factored one way shear (Vr) 1425.4 kN Vr>Vf
resistance w/o shear reinf.
Max. of Vc1 & Vc2
Pile cap is safe in one way shear
TWO-WAY SHEAR
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
ONE WAY SHEAR
d/2
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters:
as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.02 m
bo=2(b+d+l+d)
Fraction of unbalanced moment
transferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.031E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
Polar moment of inertia of the critical 1.031E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)(l+d)d
3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.75 m
compression ex=l+d/2
Distance from NA to extreme 0.75 m
compression ey=b+d/2
Location of critical section 0.75 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 1.1285 m
Factored shear stress (Vf) 0.931 N/mm2
cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
Vc3 =0.4lfc.sqrt.(fc'
1.31 N/mm
Vr =
min(Vc
) 1.31 N/mm2
Vr>Vf
Pile cap is safe in two way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Critical section @d/2 from corner pile
Two way shear from corner pile Vf 613 kN
length of critical section bo 2.03 m
bo=p(Dp+d)/4+2ed
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 3.6 N/mm
Vc3 =0.4lfc.sqrt.(fc'
1.31 N/mm
vr = min(Vc) 1.31 N/mm2
Vr=vr.bo.d 1617.4 kN Vr>Vf
Pile cap is safe in two way shear
MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf = 3.Vmax(Sp/2-b/2) 827.0 kN.m
resistance factor Kr =Mf/1000.d2
2.259 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc') 0.007 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 4395 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm2/m cl.7.8.1 of CSA std.A23.3-94
Try 30M @ 150 mm :Bottom,E.W.
area of tension reinforcement 4900 mm2/m o.k.
Provide 30M @ 150 mm @ bottom e.w.
Provide 16M @ 150 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 14.4 m2
Perimeter of pile cap =2(L+B) 15.6 m
Compressive strength of Geospan Cs 40 kN/m p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 m 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 576 kN
Max. uplift from sides due to adfreeze 374.4 kN
Total uplift 950 kN
Dead load from structure 888 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplif 1291.5 kN
Total resisting force 2179.5 kN >Total uplift
No need of bond break around the pile cap
4d = 1800
4d
=1
800
4d = 1800 600600
3000
4800
600
600
800
Fz (-ve)Fy (+ve)
300
600
M30 @ 150 c/c e.w.M16 @ 150 c/c e.w.
457mm dia x 9.52 mm WT pile 16.0m length
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Data
No.of piles 4
Pile diameter (Dp) 0.324 m
Length of pile cap (L) 2.3 m
Width of pile cap (B) 2.3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.3 m = 4dEdge distance (ed) 0.5 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.9 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 106 kN
Self weight of pedestal 18 kN
Total wt. of foundation 124 kN
Factored wt. of foundation 155 kN
Design of pile cap for module 31-IF
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0.5
1.3
0.5
0.5 1.3 0.5
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 20 mm
Effective depth of pile cap (d) 0.62 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.07 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S No shear on the section
ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85
Critical shear section along 0.310 m
a line located d/2 from the corner pile
One way shear force (Vf) 721 kN
from the corner pile
Length of critical section bw 2.36 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1248.5 kN cl.11.3.5.2 of CSA std.A23.3-94
Vc2=0.1.l.fc.sqrt.fc'.bw.d 480.5 kN
Factored one way shear (Vr) 1248.5 kN Vr>Vf
resistance w/o shear reinf.
Max. of Vc1 & Vc2
Pile cap is safe in one way shear
d/2
TWO-WAY SHEAR
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
ONE-WAY SHEAR
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters:
as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.08 m
bo=2(b+d+l+d)
Fraction of unbalanced momenttransferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.76 m
compression ex=(l+d)/2
Distance from NA to extreme 0.76 m
compression ey=(b+d)/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
Factored shear stress (Vf) 0.676 N/mm cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
2
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm
Vr = min(Vc) 1.31 N/mm Vr>Vf
Pile cap is safe in two way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Critical section @d/2 from corner pile
Two way shear from corner pile Vf 721 kN
length of critical section bo 1.74 m
bo=p(Dp+d)/4+2ed
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 4.2 N/mm
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm2
vr = min(Vc) 1.31 N/mm
Vr=vr.bo.d 1419.0 kN Vr>Vf
Pile cap is safe in two way shear
MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf = 2.Vmax(Sp/2-b/2) 288.3 kN.m
resistance factor Kr =Mf/1000.d2
0.750 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specifiedconcrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc'))) 0.0023 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 1405 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm2/m cl.7.8.1 of CSA std.A23.3-94
Try 20M @ 200 mm :Bottom,E.W.
area of tension reinforcement 1800 mm
2
/m o.k.
Provide 20M @ 200 mm @ bottom e.w.
Provide 16M @ 200 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 5.29 m2
Perimeter of pile cap =2(L+B) 9.2 m
Compressive strength of Geospan Cs 40 kN/m p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 m 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 212 kN
Max. uplift from sides due to adfreeze 220.8 kN
Total uplift 432 kN
Dead load from structure 862 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplift 915.6 kN
Total resisting force 1777.6 kN >Total uplift
No need of bond break around the pile cap
4d
=
1300
4d = 1300500500
500
500
2300
2300
800
Fz (-ve)
Fy (+ve)
300
600
M20 @ 200 c/c e.w.M16 @ 200 c/c e.w.
324 mm dia x 9.52 mm WT pile 16.0m length
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Data
No.of piles 2
Pile diameter (Dp) 0.324 m
Length of pile cap (L) 2.3 m
Width of pile cap (B) 1 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.3 m = 4d
Edge distance in 'x' direction (edx) 0.5 m
Edge distance in 'Y' direction (edy) 0.6 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.9 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 46 kN
Self weight of pedestal 18 kN
Total wt. of foundation 64 kN
Factored wt. of foundation 80 kN
Design of pile cap for module 32-IF
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0.5
1.3
0.5
0.6 0.6
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 20 mm
Effective depth of pile cap (d) 0.62 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.07 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S No shear on the section
TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.08 m
bo=2(b+d+l+d)
Fraction of unbalanced momenttransferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
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sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.76 m
compression ex=(l+d)/2
Distance from NA to extreme 0.76 m
compression ey=(b+d)/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
Factored shear stress (Vf) 0.447 N/mm cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm
Vr = min(Vc) 1.31 N/mm2
Vr>Vf
Pile cap is safe in two way shear
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MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf =.Vmax(Sp/2-b/2) 196.0 kN.m
resistance factor Kr =Mf/1000.d2
0.51 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc'))) 0.0015 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 947 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm
2
/m cl.7.8.1 of CSA std.A23.3-94
Try 20M @ 200 mm :Bottom,E.W.
area of tension reinforcement 1800 mm2/m o.k.
Provide 20M @ 200 mm @ bottom e.w.
Provide 16M @ 200 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 2.3 m2
Perimeter of pile cap =2(L+B) 6.6 m
Compressive strength of Geospan Cs 40 kN/m p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 m 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 92 kN
Max. uplift from sides due to adfreeze 158.4 kN
Total uplift 250 kN
Dead load from structure 453 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplift 915.6 kN
Total resisting force 1368.6 kN >Total uplift
No need of bond break around the pile cap
4
d
=1
300
600600
500
500
2300
1200
800
Fz (-ve)
Fy (+ve)
300
600
M20 @ 200 c/c e.w.M16 @ 200 c/c e.w.
324 mm dia x 9.52 mm WT pile 16.0m length
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Data
No.of piles 2
Pile diameter (Dp) 0.324 m
Length of pile cap (L) 2.3 m
Width of pile cap (B) 1.2 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.3 m = 4d
Edge distance in 'x' direction (edx) 0.5 m
Edge distance in 'Y' direction (edy) 0.6 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.9 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 55 kN
Self weight of pedestal 18 kN
Total wt. of foundation 73 kN
Factored wt. of foundation 92 kN
Design of pile cap for module 32-IC
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0.5
1.3
0.5
0.6 0.6
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 20 mm
Effective depth of pile cap (d) 0.62 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.07 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S No shear on the section
TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85
as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.08 m
bo=2(b+d+l+d)
Fraction of unbalanced momenttransferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
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Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.76 m
compression ex=(l+d)/2
Distance from NA to extreme 0.76 mcompression ey=(b+d)/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
Factored shear stress (Vf) 0.187 N/mm cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm
Vr = min(Vc) 1.31 N/mm Vr>Vf
Pile cap is safe in two way shear
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MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf =.Vmax(Sp/2-b/2) 70.9 kN.m
resistance factor Kr =Mf/1000.d2
0.18 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc'))) 0.0005 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 338 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm /m cl.7.8.1 of CSA std.A23.3-94
Try 20M @ 200 mm :Bottom,E.W.
area of tension reinforcement 1800 mm2/m o.k.
Provide 20M @ 200 mm @ bottom e.w.
Provide 16M @ 200 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 2.76 m2
Perimeter of pile cap =2(L+B) 7 m
Compressive strength of Geospan Cs 40 kN/m p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 m 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 110 kN
Max. uplift from sides due to adfreeze 168 kN
Total uplift 278 kN
Dead load from structure 302 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplift 915.6 kN
Total resisting force 1217.6 kN >Total uplift
No need of bond break around the pile cap
4d
=1
300
600600
500
500
2300
1200
800
Fz (-ve)
Fy (+ve)
300
600
M20 @ 200 c/c e.w.M16 @ 200 c/c e.w.
324 mm dia x 9.52 mm WT pile 16.0m length
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Data
No.of piles 4
Pile diameter (Dp) 0.457 m
Length of pile cap (L) 3 m
Width of pile cap (B) 3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.8 m = 4d
Edge distance (ed) 0.6 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.9 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 180 kN
Self weight of pedestal 18 kN
Total wt. of foundation 198 kN
Factored wt. of foundation 248 kN
Design of pile cap for module 32-33 TB
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0.6
1.8
0.6
0.6 1.8 0.6
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 25 mm
Effective depth of pile cap (d) 0.6125 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.0625 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 1.1285 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S produces shear on the section
ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6fs 0.85
Critical shear section along 0.306 m
a line located d/2 from the corner pile
One way shear force (Vf) 654 kN
from the corner pile
Length of critical section bw 2.77 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1447.0 kN cl.11.3.5.2 of CSA std.A23.3-94
Vc2=0.1.l.fc.sqrt.fc'.bw.d 556.9 kN
Factored one way shear (Vr) 1447.0 kN Vr>Vf
resistance w/o shear reinf.
Max. of Vc1 & Vc2
Pile cap is safe in one way shear
d/2
TWO-WAY SHEAR
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
ONE-WAY SHEAR
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters:
as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.05 m
bo=2(b+d+l+d)
Fraction of unbalanced moment
transferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.060E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
Polar moment of inertia of the critical 1.060E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.76 m
compression ex=(l+d)/2
Distance from NA to extreme 0.76 m
compression ey=(b+d)/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 1.1285 m
If section falls beyond or inside pile No shear on the sectionthen no shear
Factored shear stress (Vf) 0.600 N/mm cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
2
Vc3 =0.4lfc.sqrt.(fc') 1.31 N/mm2
Vr = min(Vc) 1.31 N/mm Vr>Vf
Pile cap is safe in two way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Critical section @d/2 from corner pile
Two way shear from corner pile Vf 654 kN
length of critical section bo 2.04 m
bo=p(Dp+d)/4+2ed
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 3.6 N/mm
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm2
vr = min(Vc) 1.31 N/mm
Vr=vr.bo.d 1642.2 kN Vr>Vf
Pile cap is safe in two way shear
MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf = 2.Vmax(Sp/2-b/2) 588.2 kN.m
resistance factor Kr =Mf/1000.d2
1.57 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc'))) 0.0049 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 2997 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm /m cl.7.8.1 of CSA std.A23.3-94
Try 25M @ 200 mm :Bottom,E.W.
area of tension reinforcement 3000 mm2/m o.k.
Provide 25M @ 200 mm @ bottom e.w.
Provide 16M @ 200 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 9 m2
Perimeter of pile cap =2(L+B) 12 m
Compressive strength of Geospan Cs 40 kN/m p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 m 75 kN/m2
Table 5.1 of Thurber report
Max. uplift due to adfreeze =A.Cs 360 kN
Max. uplift from sides due to adfreeze 288 kN
Total uplift 648 kN
Dead load from structure 757 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplift 1291.5 kN
Total resisting force 2048.5 kN >Total uplift
No need of bond break around the pile cap
4d
=1
300
4d = 1800500500
500
500
2800
2800
800
Fz (-ve)
Fy (+ve)
300
600
M25 @ 200 c/c e.w.M16 @ 200 c/c e.w.
457 mm dia x 9.52 mm WT pile 16.0m length
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Data
No.of piles 4
Pile diameter (Dp) 0.324 m
Length of pile cap (L) 2.3 m
Width of pile cap (B) 2.3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp
) 1.3 m = 4d
Edge distance (ed) 0.5 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.9 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 106 kN
Self weight of pedestal 18 kN
Total wt. of foundation 124 kN
Factored wt. of foundation 155 kN
Design of pile cap for module 33-IF
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0.5
1.3
0.5
0.5 1.3 0.5
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 20 mm
Effective depth of pile cap (d) 0.62 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.07 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S No shear on the section
ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6fs 0.85
Critical shear section along 0.310 m
a line located d/2 from the corner pile
One way shear force (Vf) 597 kN
from the corner pile
Length of critical section bw 2.36 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1248.5 kN cl.11.3.5.2 of CSA std.A23.3-94
Vc2=0.1.l.fc.sqrt.fc'.bw.d 480.5 kN
Factored one way shear (Vr) 1248.5 kN Vr>Vf
resistance w/o shear reinf.
Max. of Vc1 & Vc2
Pile cap is safe in one way shear
d/2
TWO-WAY SHEAR
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
ONE-WAY SHEAR
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters:
as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.08 m
bo=2(b+d+l+d)
Fraction of unbalanced moment
transferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.76 m
compression ex=(l+d)/2
Distance from NA to extreme 0.76 m
compression ey=(b+d)/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond or inside pile No shear on the sectionthen no shear
Factored shear stress (Vf) 0.585 N/mm2
cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
Vc3 =0.4lfc.sqrt.(fc' 1.31 N/mm
Vr = min(Vc) 1.31 N/mm Vr>Vf
Pile cap is safe in two way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Critical section @d/2 from corner pile
Two way shear from corner pile Vf 597 kN
length of critical section bo 1.74 m
bo=p(Dp+d)/4+2ed
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 4.2 N/mm
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm
vr = min(Vc) 1.31 N/mm2
Vr=vr.bo.d 1419.0 kN Vr>Vf
Pile cap is safe in two way shear
MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf = 2.Vmax(Sp/2-b/2) 238.8 kN.m
resistance factor Kr =Mf/1000.d2
0.62 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc'))) 0.0019 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 1158 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm /m cl.7.8.1 of CSA std.A23.3-94
Try 20M @ 200 mm :Bottom,E.W.
area of tension reinforcement 1800 mm2/m o.k.
Provide 20M @ 200 mm @ bottom e.w.
Provide 16M @ 200 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 5.29 m2
Perimeter of pile cap =2(L+B) 9.2 m
Compressive strength of Geospan Cs 40 kN/m2
p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 m 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 212 kN
Max. uplift from sides due to adfreeze 220.8 kN
Total uplift 432 kN
Dead load from structure 780 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplift 915.6 kN
Total resisting force 1695.6 kN >Total uplift
No need of bond break around the pile cap
4d
=1
300
4d = 1300500500
500
500
2300
2300
800
Fz (-ve)
Fy (+ve)
300
600
M20 @ 200 c/c e.w.M16 @ 200 c/c e.w.
324 mm dia x 9.52 mm WT pile 16.0m length
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Data
No.of piles 4
Pile diameter (Dp) 0.324 m
Length of pile cap (L) 2.3 m
Width of pile cap (B) 2.3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp
) 1.3 m = 4d
Edge distance (ed) 0.5 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.9 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 106 kN
Self weight of pedestal 18 kN
Total wt. of foundation 124 kN
Factored wt. of foundation 155 kN
Design of pile cap for module 34-IF
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0.5
1.3
0.5
0.5 1.3 0.5
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 20 mm
Effective depth of pile cap (d) 0.62 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.07 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S No shear on the section
ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85
Critical shear section along 0.310 m
a line located d/2 from the corner pile
One way shear force (Vf) 575 kN
from the corner pile
Length of critical section bw 2.36 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1248.5 kN cl.11.3.5.2 of CSA std.A23.3-94
Vc2=0.1.l.fc.sqrt.fc'.bw.d 480.5 kN
Factored one way shear (Vr) 1248.5 kN Vr>Vf
resistance w/o shear reinf.
Max. of Vc1 & Vc2
Pile cap is safe in one way shear
d/2
TWO-WAY SHEAR
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
ONE-WAY SHEAR
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters:
as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.08 m
bo=2(b+d+l+d)
Fraction of unbalanced moment
transferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)3d/6+d(b+d)(l+d)2/2
Distance from NA to extreme 0.76 m
compression ex=(l+d)/2
Distance from NA to extreme 0.76 m
compression ey=(b+d)/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond or inside pile No shear on the section
then no shear
Factored shear stress (Vf) 0.537 N/mm2
cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
Vc3 =0.4lfc.sqrt.(fc'
1.31 N/mm
Vr = min(Vc) 1.31 N/mm Vr>Vf
Pile cap is safe in two way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Critical section @d/2 from corner pile
Two way shear from corner pile Vf 575 kN
length of critical section bo 1.74 m
bo=p(Dp+d)/4+2ed
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 4.2 N/mm
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm
vr = min(Vc) 1.31 N/mm2
Vr=vr.bo.d 1419.0 kN Vr>Vf
Pile cap is safe in two way shear
MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf = 2.Vmax(Sp/2-b/2) 230.1 kN.m
resistance factor Kr =Mf/1000.d2
0.60 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc'))) 0.0018 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 1115 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm /m cl.7.8.1 of CSA std.A23.3-94
Try 20M @ 200 mm :Bottom,E.W.
area of tension reinforcement 1800 mm2/m o.k.
Provide 20M @ 200 mm @ bottom e.w.
Provide 16M @ 200 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 5.29 m2
Perimeter of pile cap =2(L+B) 9.2 m
Compressive strength of Geospan Cs 40 kN/m2
p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 m 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 212 kN
Max. uplift from sides due to adfreeze 220.8 kN
Total uplift 432 kN
Dead load from structure 746 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplift 915.6 kN
Total resisting force 1661.6 kN >Total uplift
No need of bond break around the pile cap
4d
=1
300
4d = 1300500500
500
500
2300
2300
800
Fz (-ve)
Fy (+ve)
300
600
M20 @ 200 c/c e.w.M16 @ 200 c/c e.w.
324 mm dia x 9.52 mm WT pile 16.0m length
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Data
No. of piles 6
Pile diameter (Dp) 0.324 m
Length of pile cap (L) 3.6 m
Width of pile cap (B) 2.3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.3 m = 4d
Edge distance (ed) 0.5 mPile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.90 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 166 kN
Self weight of pedestal 18 kN
Total wt. of foundation 184 kN
Factored wt. of foundation 230 kN
m 0.5
1.3
1.3
0.5
0.5 1.3 1.3 0.5
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 20 mm
Effective depth of pile cap (d) 0.62 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.07 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S No shear on the section
Design of pile cap for module 34-35 TB
TWO-WAY SHEAR
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
ONE WAY SHEAR
d/2
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ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85
Critical shear section along 0.310 m
a line located d/2 from the corner pile
One way shear force (Vf) 427 kN
from the corner pile
Length of critical section bw 2.36 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1248.5 kN cl.11.3.5.2 of CSA std.A23.3-94
Vc2=0.1.l.fc.sqrt.fc'.bw.d 480.5 kN
Factored one way shear (Vr) 1248.5 kN Vr>Vfresistance w/o shear reinf.
Max. of Vc1 & Vc2
Pile cap is safe in one way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters:
as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.08 m
bo=2(b+d+l+d)
Fraction of unbalanced moment
transferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.76 m
compression ex=l+d/2
Distance from NA to extreme 0.76 m
compression ey=b+d/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
Factored shear stress (Vf) 0.563 N/mm cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
Vc3 =0.4lfc.sqrt.(fc'
1.31 N/mm
Vr = min(Vc) 1.31 N/mm Vr>Vf
Pile cap is safe in two way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Critical section @d/2 from corner pile
Two way shear from corner pile Vf 427 kN
length of critical section bo 1.74 m
bo=p(Dp+d)/4+2ed
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 4.2 N/mm
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm
vr = min(Vc) 1.31 N/mm2
Vr=vr.bo.d 1419.0 kN Vr>Vf
Pile cap is safe in two way shear
MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf = 3.Vmax(Sp/2-b/2) 256.0 kN.m
resistance factor Kr =Mf/1000.d2
0.666 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangular
compression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc' 0.0020 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 1244 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm /m cl.7.8.1 of CSA std.A23.3-94
Try 20M @ 200 mm :Bottom,E.W.
area of tension reinforcement 1800 mm2/m o.k.
Provide 20M @ 200 mm @ bottom e.w.
Provide 16M @ 200 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 8.28 m2
Perimeter of pile cap =2(L+B) 11.8 m
Compressive strength of Geospan C 40 kN/m p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 331 kN
Max. upl ift from sides due to adfreeze 283.2 kN
Total uplift 614 kN
Dead load from structure 772 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting upli 915.6 kN
Total resisting force 1687.6 kN >Total uplift
No need of bond break around the pile cap
4d = 1300
4d
=1
300
4d = 1300 500500
2300
3600
500
500
800
Fz (-ve)Fy (+ve)
300
600
M20 @ 200 c/c e.w.M16 @ 200 c/c e.w.
324mm dia x 9.52 mm WT pile 16.0m length
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Data
No.of piles 4
Pile diameter (Dp) 0.324 m
Length of pile cap (L) 2.3 m
Width of pile cap (B) 2.3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.3 m = 4dEdge distance (ed) 0.5 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.9 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 106 kN
Self weight of pedestal 18 kN
Total wt. of foundation 124 kN
Factored wt. of foundation 155 kN
Design of pile cap for module 35-IF
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0.5
1.3
0.5
0.5 1.3 0.5
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 20 mm
Effective depth of pile cap (d) 0.62 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.07 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S No shear on the section
ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85
Critical shear section along 0.310 m
a line located d/2 from the corner pile
One way shear force (Vf) 576 kN
from the corner pile
Length of critical section bw 2.36 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1248.5 kN cl.11.3.5.2 of CSA std.A23.3-94
Vc2=0.1.l.fc.sqrt.fc'.bw.d 480.5 kN
Factored one way shear (Vr) 1248.5 kN Vr>Vf
resistance w/o shear reinf.
Max. of Vc1 & Vc2
Pile cap is safe in one way shear
d/2
TWO-WAY SHEAR
TWO-WAY SHEAR
ONE WAY SHEAR - N/A
ONE-WAY SHEAR
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Parameters:
as for interior column 4
as for exterior column 3
p 3.14
Critical section @ d/2 from pedestal face
Length of critical shear section bo 6.08 m
bo=2(b+d+l+d)
Fraction of unbalanced momenttransferred by eccentricity of shear
gvx = 1-1/(1+2/3.sqrt.((b+d)/(l+d)) 0.4 cl.13.4.5.3 of CSA std.A23.3-94
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jx)
(b+d)d3/6+(b+d)
3d/6+d(l+d)(b+d)
2/2
Polar moment of inertia of the critical 1.089E+12 mm4
p.no.5-26 of CSA std.A23.3-94
sect. About its centroidal axis (Jy)
(l+d)d3/6+(l+d)
3d/6+d(b+d)(l+d)
2/2
Distance from NA to extreme 0.76 m
compression ex=(l+d)/2
Distance from NA to extreme 0.76 m
compression ey=(b+d)/2
Location of critical section 0.76 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
Factored shear stress (Vf) 0.537 N/mm cl.13.4.5.5 of CSA std.A23.3-94
Vf=K(Vf/bod+(gvMfe/J)x+(gvMfe/J)y)
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 2.0 N/mm
2
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm
Vr = min(Vc) 1.31 N/mm Vr>Vf
Pile cap is safe in two way shear
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TWO WAY SHEAR RESISTANCE (As per cl. 13.4.3.1 of CSA std.A23.3-94)
Critical section @d/2 from corner pile
Two way shear from corner pile Vf 576 kN
length of critical section bo 1.74 m
bo=p(Dp+d)/4+2ed
Factored shear resistance,Vr Smallest of Vc1,Vc2,Vc3
w/o shear reinf.
Vc1=(1+2/bc).0.2.l.fc.sqrt.(fc') 1.97 N/mm
2
Vc2=(as.d/bo+0.2).l.fc.sqrt.(fc') 4.2 N/mm
Vc3 =0.4lfc.sqrt.(fc')
1.31 N/mm2
vr = min(Vc) 1.31 N/mm
Vr=vr.bo.d 1419.0 kN Vr>Vf
Pile cap is safe in two way shear
MOMENT RESISTANCE OF PILECAP
Critical section @ face of pedestal
Max.factored moment @ face of
pedestal
Mf = 2.Vmax(Sp/2-b/2) 230.4 kN.m
resistance factor Kr =Mf/1000.d2
0.60 N/mm2
p.2-4 of CPCA Concrete Design Handbook
Ratio of average stress in rectangularcompression block to the specified
concrete strength
a1=0.85-0.0015fc'
0.805 >0.67 cl.10.1.7(c) of CSA std.A23.3-94
Required ratio of tension reinforcement
r = a1fcfc/fs.fy.(1-sqrt.(1-(2Kr/a1.fc.fc'))) 0.0018 P.no.123 of Reinforced Concrete Design -Pillai
Required area of
tension reinforcement As reqd. 1117 mm2/m
Minimum area of tension reinforcement
As min = 0.002*1000*(D-ep) 1400 mm2/m cl.7.8.1 of CSA std.A23.3-94
Try 20M @ 200 mm :Bottom,E.W.
area of tension reinforcement 1800 mm2/m o.k.
Provide 20M @ 200 mm @ bottom e.w.
Provide 16M @ 200 mm @ top e.w.
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ADFREEZE AND FROST HEAVE FOR PILE CAP
Length of pile 16 m
Area of pilecap A=L.B 5.29 m2
Perimeter of pile cap =2(L+B) 9.2 m
Compressive strength of Geospan Cs 40 kN/m p. no. 35 of 38 in soil report
Adfreeze value to be applied to sides 30 kN/m2
p. no. 36 of 38 in soil report
Allowable static skin friction below 10 m 75 kN/m2
Table 5.1 of soil report
Max. uplift due to adfreeze =A.Cs 212 kN
Max. uplift from sides due to adfreeze 220.8 kN
Total uplift 432 kN
Dead load from structure 746 kN Refer S Dle in support reactions
Skin friction beyond 10 m resisting uplift 915.6 kN
Total resisting force 1661.6 kN >Total uplift
No need of bond break around the pile cap
4d
=
1300
4d = 1300500500
50
0
500
2300
2300
800
Fz (-ve)
Fy (+ve)
300
600
M20 @ 200 c/c e.w.M16 @ 200 c/c e.w.
324 mm dia x 9.52 mm WT pile 16.0m length
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Data
No.of piles 4
Pile diameter (Dp) 0.324 m
Length of pile cap (L) 2.3 m
Width of pile cap (B) 2.3 m
Thickness of pile cap (D) 0.8 m
C/C of piles (Sp) 1.3 m = 4d
Edge distance (ed) 0.5 m
Pile embedment in pilecap (ep) 0.1 m
Bottom of pilecap below GL 1.6 m
Depth of soil on pilecap 0.6 m
Width of pedestal (b) 0.9 m
Length of pedestal ( l ) 0.9 m
Height of pedestal above GL 0.3 m
Total height of pedestal 0.9 m
Grade of concrete 30 N/mm2
Grade of steel 400 N/mm2
Density of concrete 25 kN/m3
Density of soil 16 kN/m3
Clear cover to bottom reinf 50 mm
Lever arm 1.6 m
Self weight of pilecap
Self weight of pilecap 106 kN
Self weight of pedestal 18 kN
Total wt. of foundation 124 kN
Factored wt. of foundation 155 kN
Design of pile cap for module 36-IF
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0.5
1.3
0.5
0.5 1.3 0.5
ONE WAY SHEAR RESISTANCE (As per cl.15.5.3 of CSA std.A23.3-94)
Main reinf. Diameter (db) 20 mm
Effective depth of pile cap (d) 0.62 m
(d =tpc-ep-cover-1.5db)
Location of critical section 1.07 m
from C.L. of pilecap (S)
0.5*(Sp+Dp) 0.812 m
If section falls beyond pile
then no shear
0.5*(Sp+Dp)< S No shear on the section
ONE WAY SHEAR RESISTANCE (As per cl.13.4.6.2 of CSA std.A23.3-94)
Parameters :
l 1
fc 0.6
fs 0.85
Critical shear section along 0.310 m
a line located d/2 from the corner pile
One way shear force (Vf) 576 kN
from the corner pile
Length of critical section bw 2.36 m
2(d/2+Dp/2)+2* sqrt.(ed2+ed
2)
Vc1 =(260/(1000+d)).l.fc.sqrt.fc'.bw.d 1248.5 kN cl.11.3.5.2 of CSA std.