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Project Lotsafee House Client Location BigBucks PLC Pilecap G14 fcu fy Pile capacity DIMENSIONS mm COLUMN  = 350  = 350 Pile Ø = 375 35 460 200 Made by h agg N/mm² T&S cover kN Btm cover 20 50 75 Page 6-Mar-20 Checked © 2001 Concrete Innovation & Design N/mm² Date Rod Double Pilecap PILECAP DESIGN to BS 8110:1997 Originated from CiD Pilecaps.xls on CD MATERIALS Concrete Innovation & Design UNREGISTERED COPY Revision - mm gc mm mm gs Conc density 101 Job No - P2000 1.5 1.05 23.6 concrete steel kN/m³ PILECAP A= B= C= E= depth H = 400 1500 400 750 400 COLUMN ACTIONS kN, kNm characteristic DEAD IMPOSED WIND Axial (kN) M (kNm) H (kN) 218 23.2 104.2 10.4 27.5 2.7 PLOT (to scale) STATUS VALID DESIGN PILE REACTIONS kN PILE PILE REINFORCEMENT BOTTOM M = 156.5 kNm d = 309.0 mm, KEY As = 1,243 mm² T16 B = 1,407 mm² Gk + Qk Gk + Qk +Wk 147.4 159.3 192.2 207.7 TOP M = 0.0 kNm d = 337.0 mm, As = 416 mm² T10 T = 471 mm² T10 02 T LINKS V = 279.7 kN, v = 1.131 N/mm² vc = 0.625 N/mm² (v - vc)b = 405.1 N/mm Legs T8 @ 200 LINKS = 440.4 N/mm T16 01 B Links 11 T8 03.200 + 2x11 T8 04.200 ELEVATION Project Lotsafee House Client BigBucks PLC Pilecap F13 Location UNREGISTERED COPY Made by Triple Pilecap PILECAP DESIGN to BS 8110:1997 Originated from CiD Pilecaps.xls on CD Cap load = 27.6 PILE REACTIONS kN PILE Gk + Qk 140.4 Gk + Qk +Wk 139.3 1.4Gk + 1.6Qk 189.9 Gk + 1.4Wk 99.2 1.2(Gk+Qk+Wk) 156.2 kN PILE 168.9 172.9 231.6 125.3 196.4 BENDING MOMENTS - kNm 1.4Gk + 1.6Qk My v of col 114.0 My ^ of col 112.0 Mx 172.5 E-W STEEL M= b= d= K= z= As = Provide No = As prov = fs = Max clear S = Min clear S = Clear S = 172.5 Ø20 1050 307.0 0.0498 288.9 1363 1363 1571 266 280.0 25.0 121.0 T20 B SHEAR PILES & V = 265.4 av = 537.5 (v - vc)b = 420.0 PILE V = 189.9 av = 638.2 (v - vc)b = 493.6 PUNCHING V= v= v max = Crit section is Ø8 links b= v= No of legs = Ø8 links b= v= No of legs = Column Face 686.8 1.927 4.733 ok Concrete Innovation & Design Rod Checked © 2001 Concrete Innovation & Design Group centre @ PILE 191.9 199.0 265.4 145.0 227.8 751 Date Page 6-Mar-20 Revision - - OVERTURNING MOMENTS - kNm characteristic DEAD IMPOSED WIND Mx 10.0 5.0 2.0 My 20.0 10.0 5.0 1.2(Gk+Qk+Wk) 93.8 95.6 148.1 N-S STEEL M = 114.0 Ø20 K' = 0.1558 b = 1798 As = 0.13% d = 287.0 K = 0.0220 z = 272.7 As = 955 Provide 955 No = As prov = 1257 fs = 233 Max clear S = 280.0 Min clear S = 25.0 Clear S = 168.0 T20 B 112.5 P2000 m from pile Gk + 1.4Wk 59.6 60.9 94.3 15 Job No from pile centres 1050 0.8233 As% = 0.487 vc 2d/av = 0.6790 Spacing = 150 1234 0.5361 As% = 0.355 vc = 0.5348 Spacing = 175 Legs T8 @ 150 LINKS Legs T8 @ 175 LINKS At Fig 3.23 critical section m = 4167 d ave = 297 v = 0.555 av = 494.0 vc 2d/av = 0.655 ok Project Lotsafee House Client BigBucks PLC Pilecap E12 Location UNREGISTERED COPY Made by Pile Cap PILECAP DESIGN to BS 8110:1997 Originated from CiD Pilecaps.xls on CD Cap load = 42.5 Gk + 1.4Wk 1.2(Gk+Qk+Wk) © 2001 Concrete Innovation & Design 107.5 168.6 PILE 162.6 164.8 220.2 PILE 174.6 179.3 237.9 PILE 186.7 192.9 255.6 117.8 185.0 129.2 202.4 139.5 218.8 BENDING MOMENTS - kNm 1.4Gk + 1.6Qk My v of col 190.2 My ^ of col 222.1 My < of col 220.2 My > of col 237.9 Gk + 1.4Wk 101.4 120.9 118.4 128.7 E-W STEEL BOTTOM TOP Ø12 Ø10 M = 237.9 0.0 b = 2000 2000 d = 369.0 395.0 K = 0.0250 0.0000 z = 350.6 375.3 As = 1549 Provide 1549 No = 14 As prov = 1583 628 fs = 300 T10 T1 Max clear S = 288.0 Min clear S = 25.0 Clear S = 132.0 - Page 6-Mar-20 Revision - 1.2(Gk+Qk+Wk) 159.1 189.5 185.5 201.9 K' = 0.1558 As = 0.13% 14 T12 B2 BEAM SHEAR Critical section is 112.5 mm from pile centres Ø8 links V = 475.8 v = 0.6447 As% = 0.215 av = 537.5 vc 2d/av = 0.5930 (v - vc)b = 800.0 No of legs = Spacing = 200 Legs T8 @ 200 LINKS NS (EW plane) PUNCHING V= v= v max = v = 0.6911 vc 2d/av = 0.5800 No of legs = Column Face 916.2 1.803 4.733 ok P2000 EW (NS plane) V = 493.5 av = 537.5 29 Job No N-S STEEL BOTTOM TOP Ø12 Ø10 M = 222.1 0.0 b = 2000 2000 d = 357.0 385.0 K = 0.0249 0.0000 z = 339.2 365.8 As = 1495 Provide 1495 No = 14 As prov = 1583 628 fs = 289 T10 T2 Max clear S = 288.0 Min clear S = 25.0 Clear S = 132.0 14 T12 B1 Rod Checked Date OVERTURNING MOMENTS - kNm characteristic DEAD IMPOSED WIND Mx 10.5 5.2 2.1 My 20.9 10.5 5.2 kN PILE REACTIONS kN PILE Gk + Qk 150.5 Gk + Qk +Wk 151.1 1.4Gk + 1.6Qk 202.5 Concrete Innovation & Design As% = 0.222 (v - vc)b = 800.0 Spacing = 200 Legs T8 @ 200 LINKS At Fig 3.23 critical section m = 4300 d ave = 363 v = 0.587 av = 537.5 vc 2d/av = 0.589 ok Project Lotsafee House Client BigBucks PLC Pilecap D11 Location UNREGISTERED COPY Made by Pile Cap PILECAP DESIGN to BS 8110:1997 Originated from CiD Pilecaps.xls on CD Cap load = 91.3 Concrete Innovation & Design © 2001 Concrete Innovation & Design Rod Checked - Date Page 55 6-Mar-20 Revision - Job No P2000 OVERTURNING MOMENTS - kNm characteristic DEAD IMPOSED WIND Mx 19.1 5.3 2.1 My 23.3 10.6 5.3 kN PILE REACTIONS kN Gk + Qk PILE 167.0 PILE 180.3 PILE 185.5 PILE 198.7 PILE 182.9 Gk + Qk +Wk 1.4Gk + 1.6Qk Gk + 1.4Wk 1.2(Gk+Qk+Wk) 169.6 215.8 114.5 181.6 184.0 235.0 126.5 198.9 190.9 242.8 131.2 207.2 205.3 261.9 143.2 224.5 187.5 238.9 128.8 203.0 BENDING MOMENTS - kNm 1.4Gk + 1.6Qk My v of col 346.9 My ^ of col 388.4 My < of col 318.5 My > of col 345.1 Gk + 1.4Wk 185.4 211.1 170.6 187.3 E-W STEEL BOTTOM TOP Ø16 Ø12 M = 345.1 0.0 b = 2539 2539 d = 501.0 532.0 K = 0.0155 0.0000 z = 476.0 505.4 As = 1655 Provide 1980 No = 10 10 As prov = 2011 1131 fs = 252 10 T12 T2 Max clear S = 284.0 Min clear S = 25.0 Clear S = 251.0 1.2(Gk+Qk+Wk) 292.8 332.2 270.0 294.0 N-S STEELBOTTOM TOP Ø16 Ø12 M = 388.4 0.0 b = 2539 2539 d = 517.0 544.0 K = 0.0164 0.0000 z = 491.2 516.8 As = 1805 Provide 1980 No = 10 10 As prov = 2011 1131 fs = 275 10 T12 T1 Max clear S = 284.0 Min clear S = 25.0 Clear S = 251.0 10 T16 B2 K' = 0.1558 As = 0.13% 10 T16 B1 BEAM SHEAR Critical section is 112.5 mm from pile centres Ø10 links V = 496.9 v = 0.3906 As% = 0.158 av = 807.0 vc = 0.4746 (v - vc)b = 1015.6 No of legs = 10 Spacing = 325 10 Legs T10 @ 325 LINKS EW (NS plane) NS (EW plane) V = 504.7 av = 807.0 PUNCHING V= v= v max = v = 0.3845 vc = 0.4847 No of legs = 10 Column Face 955.5 1.251 4.733 ok As% = 0.153 (v - vc)b = 1015.6 Spacing = 325 10 Legs T10 @ 325 LINKS No other critical section m = 6456 d ave = 509 v = 0.000 av = 807.0 vc 2d/av = 0.480 ok Project Lotsafee House Client BigBucks PLC Pilecap C10 Location Made by 101.2 Checked - © 2001 Concrete Innovation & Design Date Page 6-Mar-20 Revision - PILE 153.8 157.9 198.5 107.1 168.3 PILE 147.8 151.8 190.0 101.7 161.0 BENDING MOMENTS - kNm 1.4Gk + 1.6Qk My v of col 397.9 My ^ of col 438.2 My < of col 270.8 My > of col 296.6 PILE 160.3 165.5 208.1 113.0 177.4 Gk + 1.4Wk 213.0 237.9 144.9 161.1 E-W STEEL BOTTOM TOP Ø16 Ø12 M = 296.6 0.0 b = 3300 3300 d = 551.0 582.0 K = 0.0085 0.0000 z = 523.5 552.9 As = 1293 Provide 2789 No = 14 14 As prov = 2815 1583 fs = 141 14 T12 T2 Max clear S = 284.0 Min clear S = 25.0 Clear S = 227.4 PILE 154.3 159.4 199.6 107.6 170.1 PILE 166.9 173.0 217.7 119.0 186.5 1.2(Gk+Qk+Wk) 336.2 374.4 229.4 252.8 K' = 0.1558 As = 0.13% 10 T16 B1 BEAM SHEAR Critical section is 112.5 mm from pile centres Ø10 links V = 624.4 v = 0.3434 As% = 0.155 av = 537.5 vc 2d/av = 0.7783 (v - vc)b = 1320.0 No of legs = 14 Spacing = 350 14 Legs T10 @ 350 LINKS NS (EW plane) v = 0.3680 vc = 0.3972 No of legs = 10 Column Face 1194.4 1.257 4.733 ok P2000 EW (NS plane) PUNCHING V= v= v max = Job No N-S STEEL BOTTOM TOP Ø16 Ø12 M = 438.2 0.0 b = 2000 2000 d = 567.0 594.0 K = 0.0195 0.0000 z = 538.7 564.3 As = 1857 Provide 1857 No = 10 10 As prov = 2011 1131 fs = 283 10 T12 T1 Max clear S = 284.0 Min clear S = 25.0 Clear S = 191.1 14 T16 B2 V = 417.3 av = 1187.5 28 OVERTURNING MOMENTS - kNm characteristic DEAD IMPOSED WIND Mx 19.2 5.3 2.1 My 23.4 10.7 5.3 kN PILE REACTIONS kN PILE Gk + Qk 141.2 Gk + Qk +Wk 144.2 1.4Gk + 1.6Qk 180.4 Gk + 1.4Wk 95.7 1.2(Gk+Qk+Wk) 151.9 Rod Pile Cap PILECAP DESIGN to BS 8110:1997 Originated from CiD Pilecaps.xls on CD Cap load = Concrete Innovation & Design UNREGISTERED COPY As% = 0.177 (v - vc)b = 800.0 Spacing = 425 10 Legs T10 @ 425 LINKS No other critical section m = 6504 d ave = 559 v = 0.000 av = 537.5 vc 2d/av = 0.808 ok Concrete Innovation & Design Bar schedule ref : Site ref : Lotsafee House Job no : P2000 Member Double Pilecaps 3-Pile Caps 4-Pile Caps 5-Pile Caps 6-Pile Caps 01 Rev: - Rod Checked by : - Date prepared : 6-Mar-20 UNREGISTERED COPY Type and Bar mark size 202 No of mbrs No of bars in each Prepared by : Length of each bar Shape Total No † code mm A* B* C* D* E/R * mm mm mm mm mm 130 2175 01 T 16 28 2375 21 02 T 10 24 2175 00 03 T8 11 44 2075 51 270 695 115 04 T8 22 88 500 31 115 50 270 115 05 T 20 15 2275 21 245 1890 06 T 12 3 1875 00 07 T8 12 36 1975 51 270 650 115 08 T8 12 36 500 31 115 50 270 115 09 T 20 12 2000 21 190 1715 10 T 12 12 1700 00 11 T8 21 1800 51 235 600 115 12 T8 14 42 475 31 115 50 235 115 13 T 12 14 70 2100 21 125 1890 14 T 10 40 1875 00 15 T 12 14 70 2100 21 125 1890 16 T 10 40 1875 00 17 T8 80 400 525 31 115 50 18 T 16 10 20 2625 21 130 2410 19 T 12 10 20 2400 00 21 T 16 10 20 2650 21 145 2410 22 T 12 10 20 2400 00 20 T 10 80 160 700 31 120 60 23 T 16 14 14 2100 21 130 1890 24 T 12 14 14 1875 00 26 T 16 10 10 3450 21 165 3175 27 T 12 10 10 3175 00 28 T 10 84 84 750 31 120 60 295 115 440 120 490 120 This schedule complies with BS 8666 1,373 kg on this schedule PILECAP DESIGN to BS 8110:1997 * Specified in multiples of 5mm † Specified in multiples of 25mm © 2000 Concrete Innovation & Design NOTES Concrete grade C35 Cover 75 mm bottom Cover 50 mm top & sides T16 01 B Links 11 T8 03.200 + 2x11 T8 04.200  ELEVATION T12 06 T1 T20 05 B1 Links 12 T8 07 150 + 12 T8 08 150  ELEVATION T10 16 T2 Links T8 11 175 + 2x7 T8 12 175  ELEVATION 14 T12 13 B1 14 T12 15 B2 Links 8x10 T8 17 200  ELEVATION BigBucks PLC 202 - Client Lotsafee House P2000 Project Job No Dwg No Revision Checked Links 14x6 T10 25 350  ELEVATION 6-Mar-20 14 T16 23 B2 Date 14 T12 24 T2 Rod 10 Link Legs  ELEVATION 14 Link Legs  ELEVATION Made by 10 T16 21 B1 10 T16 26 B1 Concrete Innovation & Design 10 T12 27 T1 Links 10x8 T10 20 325  ELEVATION 10 T12 22 T1 ST ER ED C 10 T16 18 B2 UN RE GI 10 T12 19 T2 PLAN (Pilecap C10) Pile Cap - No PLAN (Pilecap D11) Pile Cap - No OP Y  ELEVATION T10 14 T1 This drawing is diagramatic Connecting slabs & Link Legs  ELEVATION T20 09 B2 T12 10 T2 PLAN (Pilecap E12) Pile Cap - No T10 02 T PLAN (Pilecap F13) Pile Cap - No PLAN (Pilecap G14) Pile Cap - No Refer to GA drawings for orientation and dimensions Diagrams DOUBLE Cap X 0 800 Cap Y 2300 2300 Column X 225 225 575 Column Y 975 1325 1325 375 diameter piles X 0.0 -32.6 -64.1 Y -187.5 -184.7 -176.2 Pile X 400.0 367.4 335.9 Pile Y 212.5 215.3 223.8 Pile Y 1713 1715 1724 ELEVATION Cap X 0 2300 Cap Y 240 640 640 Piles X 212.5 212.5 Piles Y 240 Cutoff X 212.5 212.5 587.5 Cutoff Y 240 290 290 Bar X 50 50 2250 Top bar Y 580 580 580 Btm bar Y 455 325 325 E Links X 65 65 E Links Y 315 590 C Links X 550 550 C Links Y 315 590 TRIPLE Cap X 0 2000 800 575 975 -93.8 -162.4 306.3 237.6 1738 Control 2300 800 225 Fill 260 975 975 -120.5 -143.6 279.5 256.4 1756 -143.6 -120.5 256.4 279.5 1779 -162.4 -93.8 237.6 306.3 1806 C/L -50 850 1150 1150 260 295 295 1325 975 1325 -176.2 -64.1 223.8 335.9 1836 -184.7 -32.6 215.3 367.4 1867 -187.5 0.0 212.5 400.0 1900 -184.7 32.6 215.3 432.6 1933 400 -50 -176.2 64.1 223.8 464.1 1964 400 2350 330 330 975 1325 -162.4 93.8 237.6 493.8 1994 -143.6 120.5 256.4 520.5 2021 -120.5 143.6 279.5 543.6 2044 365 975 365 1325 -93.8 162.4 306.3 562.4 2062 -64.1 176.2 335.9 576.2 2076 2300 240 240 587.5 587.5 1713 1713 2088 2088 Col X 975 975 1325 1325 240 240 240 Col Y 640 940 640 940 587.5 1713 1713 2088 2088 240 240 290 290 240 2250 space No start end 580 centre 1260 550 1750 455 ends 230 65 65 65 265 265 2235 2235 2235 2235 2035 2035 315 590 315 590 315 590 315 590 315 590 750 750 950 950 1150 1150 1350 1350 1550 1550 315 590 315 590 315 590 315 590 315 590 Control 2000 1350 650 0 1826 C/L 2000 1000 1000 Cap Y Column X Column Y 375 X Y Pile X Pile X Pile X Pile Y Pile 2&3 Y Cap X Cap Y Piles X Piles Y Cutoff X Cutoff Y Top bar X Top bar Y Btm bar X Btm bar Y E Links X E Links Y C Links X C Links Y Cap X Cap Y Piles X 1126 1826 1826 1126 850 850 1150 1150 950.7 1251 1251 950.7 diameter piles 0.0 -32.6 -64.1 -93.8 -187.5 -184.7 -176.2 -162.4 1000 967 936 906 350 317 286 256 1650 1617 1586 1556 163 165 174 188 1289 1291 1300 1314 SOUTH ELEVATION 0 2000 2000 240 640 640 240 162.5 162.5 537.5 240 162.5 162.5 537.5 537.5 240 290 290 240 50 50 1950 1950 580 580 580 580 50 50 1950 1950 555.5 325 325 555.5 68.75 68.75 68.75 315 590 315 475 475 625 315 590 315 EAST ELEVATION 0 1826 1826 240 640 640 240 162.5 162.5 537.5 850 950.7 -120.5 -143.6 879 229 1529 206 1332 240 537.5 240 1126 2000 1101 1101 Fill 880 880 910 910 940 940 950.7 1251 950.7 1251 950.7 1251 -143.6 -120.5 856 206 1506 229 1355 -162.4 -93.8 838 188 1488 256 1382 -176.2 -64.1 824 174 1474 286 1412 -184.7 -32.6 815 165 1465 317 1443 -187.5 0.0 813 163 1463 350 1476 -184.7 32.6 815 165 1465 383 1509 650 650 1350 1350 240 640 240 640 1463 1463 1838 1838 240 240 1463 1463 1838 1838 813 240 290 290 240 -176.2 64.1 824 174 1474 414 1540 Col X 850 Col Y 640 813 240 space No start end centre 1075 475 1525 ends 187.5 68.75 68.75 218.8 218.8 1931 1931 590 315 590 315 590 625 775 775 925 925 590 315 590 315 590 240 537.5 1126 1126 240 640 1289 1289 1664 1664 -162.4 93.8 838 188 1488 444 1570 Col X -143.6 120.5 856 206 1506 471 1597 -50 -120.5 143.6 879 229 1529 494 1620 1876 970 970 950.7 1251 -93.8 162.4 906 256 1556 512 1638 -64.1 176.2 936 286 1586 526 1652 850 1150 1150 940 640 940 1188 1188 240 1931 1931 315 590 1075 1075 315 590 1781 1781 315 590 1225 1225 315 590 951 1251 1251 951 Piles Y 240 Cutoff X 162.5 162.5 537.5 537.5 Cutoff Y 240 290 290 240 Top bar X 50 766 1126 1776 Top bar Y 568 568 568 568 Btm bar X 50 50 1776 1776 Btm bar Y 527 337 337 527 E Links X 56.25 56.25 56.25 E Links Y 327 580 327 C Links X 413 413 588 C Links Y 327 580 327 QUADRUPLE Cap X 0 2000 2000 Cap Y 2000 2000 Column X 850 850 1150 1150 Column Y 800 1200 1200 800 375 diameter piles X 0.0 -32.6 -64.1 -93.8 Y -187.5 -184.7 -176.2 -162.4 Pile 1&3 X 350 317 286 256 Pile 2&4 X 1650 1617 1586 1556 Pile 1&2 Y 163 165 174 188 Pile 3&4 Y 1463 1465 1474 1488 SOUTH ELEVATION Cap X 0 2000 2000 Cap Y 270 720 720 270 Piles X 162.5 162.5 537.5 Piles Y 270 Cutoff X 162.5 162.5 537.5 537.5 Cutoff Y 270 320 320 270 240 240 1289 1289 1664 1664 240 290 290 240 space No centre 826 ends 187.5 56.25 231.3 231.3 580 327 580 588 763 763 580 327 580 Control 2000 C/L 2000 850 Fill 880 880 800 800 1200 start end 413 1113 56.25 -120.5 -143.6 229 1529 206 1506 -184.7 -32.6 165 1465 317 1617 270 537.5 270 -143.6 -120.5 206 1506 229 1529 -162.4 -93.8 188 1488 256 1556 -176.2 -64.1 174 1474 286 1586 938 327 240 938 580 1113 1113 327 580 1113 1113 327 580 -50 2050 1000 1000 1000 1000 -50 2050 910 910 940 940 800 1200 800 1200 -187.5 0.0 163 1463 350 1650 -184.7 32.6 165 1465 383 1683 1463 1463 1838 1838 270 270 1463 1463 1838 1838 270 320 320 270 No -176.2 64.1 174 1474 414 1714 -162.4 93.8 188 1488 444 1744 Col X 850 Col Y 720 start end -143.6 120.5 206 1506 471 1771 850 1058 S -120.5 143.6 229 1529 494 1794 970 800 970 1200 -93.8 162.4 256 1556 512 1812 -64.1 176.2 286 1586 526 1826 1150 1150 720 1058 #### 638 #### #### 338 638 #### #### 338 638 #### #### 338 638 #### #### 338 638 #### #### 338 638 #### #### 338 638 #### #### 338 638 #### #### 338 638 #### #### 338 638 #### #### 338 638 #### #### 338 638 PILECAP DESIGN to BS 8110:1997 for EXCEL 97/2000 FILE NAME CID Pilecaps.xls VERSION 1.3 (9 August 2001) UNREGISTERED COPY COPYRIGHT© 2000, 2001 Concrete Innovation & Design All rights reserved REQUIREMENTS Excel 2000 or Excel 97, running under Windows 98 TTF Fonts MarkerR, Tekton~N and Tekton~I (as used by RCC 2000 spreadsheets) DESIGN ASSUMPTIONS The bending moment method has been assumed throughout (as opposed to strut-and-tie) Rigid caps are assumed In thin and pile caps, some localised top yeilding may occur above internal piles If any piles are in tension, proceed REGISTRATION To order a registered copy of the finalised version, please send a cheque payable to Concrete Innovation & Design at the address given below Delivery will be by zipped Email attachment, with a VAT invoice by post Please include your postal and E-mail addresses and a contact phone number If you also send a copy of your logo, this will be added to sheet headers free of charge If a copy is required on 3.5" HD floppy disk, please add user £5 for P & P £100 plus VAT Single license - user licenses £50 plus VAT (each) more than users free Your fee will entitle you to free upgrades for a period of 12 months from registration LICENSE for USE and DISTRIBUTION This spreadsheet is NOT a public domain program It is copyrighted by the Authors* ( * Concrete Innovation & Design) This software is protected by United Kingdom copyright law and also by international treaty provisions The Authors grant you a license to use this software for evaluation purposes for an indefinite period You may not use, copy, rent, lease, sell, modify, decompile, unprotect, disassemble, otherwise reverse engineer, or transfer the licensed program except as provided in this agreement Any such unauthorised use shall result in immediate and automatic termination of this license All rights not expressly granted here are reserved to the Authors You may copy and distribute the unregistered version of this spreadsheet, completely unaltered, without further permission DISCLAIMER THIS SOFTWARE IS PROVIDED FOR EVALUATION ONLY, ON AN "AS IS" BASIS THE AUTHORS* DISCLAIM ALL WARRANTIES RELATING TO THIS SOFTWARE, WHETHER EXPRESSED OR IMPLIED, INCLUDING BUT NOT LIMITED TO ANY IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE THE AUTHORS* SHALL NOT BE LIABLE FOR ANY INDIRECT, CONSEQUENTIAL, OR INCIDENTAL DAMAGES ARISING OUT OF THE USE OR INABILITY TO USE SUCH SOFTWARE, EVEN IF THE AUTHORS HAVE BEEN ADVISED OF THE POSSIBILITY OF SUCH DAMAGES OR CLAIMS THE PERSON USING THE SOFTWARE BEARS ALL RISK AS TO THE QUALITY AND PERFORMANCE OF THE SOFTWARE ALTHOUGH EVERY EFFORT HAS BEEN MADE CONTACT For further information, please contact Concrete Innovation & Design 43 Matthews Drive E-mail: Maidenbower, Crawley West Sussex RH10 7HJ r_m.webster@which.net ... 0.5930 (v - vc)b = 800.0 No of legs = Spacing = 200 Legs T8 @ 200 LINKS NS (EW plane) PUNCHING V= v= v max = v = 0.6911 vc 2d/av = 0.5800 No of legs = Column Face 916.2 1.803 4.733 ok P2000 EW (NS... 496.9 v = 0.3906 As% = 0.158 av = 807.0 vc = 0.4746 (v - vc)b = 1015.6 No of legs = 10 Spacing = 325 10 Legs T10 @ 325 LINKS EW (NS plane) NS (EW plane) V = 504.7 av = 807.0 PUNCHING V= v= v max... 2d/av = 0.7783 (v - vc)b = 1320.0 No of legs = 14 Spacing = 350 14 Legs T10 @ 350 LINKS NS (EW plane) v = 0.3680 vc = 0.3972 No of legs = 10 Column Face 1194.4 1.257 4.733 ok P2000 EW (NS plane)