Project Spreadsheets to EC2 Client Advisory Group Made by Date Page Location ECBP Typical Floor Column B3 rmw 23Jun2023 197 PUNCHING SHEAR to BS EN 19921: 2004 Checked Revision Job No Originated from TCC13.xls v4.0 on CD © 200323 TCC COLUMN chg FB625 MATERIALS fck Nmm2 35 STATUS LEGEND f yk Nmm2 500 Steel class B . DIMENSIONS A mm 400 E mm 200 B mm 400 F mm 50 G mm 150 H mm 150 LOADING VEd kN 883 Mty = kNm 32.1 ult UDL kNm2 15.69 Mtz = kNm 8.5 ß = 1.069 to expression (6.43) SLAB dx mm 215 Asx mm2m 1608 in B + 6d ρx = 0.748 h mm 250 dy mm 195 Asy mm2m 1608 in A + 6d ρy = 0.825 d mm 205 100ρL % = 0.786 RESULTS βVEd = 943.9 kN vRd,c = 0.7199 Nmm2 Equation (6.47) At col. face, vEd = 3.214 Nmm2 At 2d perimeter, vEd,red = 1.2272 Nmm2 0.852294 Uout required = 6395 Equation (6.54) SOLUTION Fig 6.22 (A) 12 link spurs of 5B8 105 60 links .
Spreadsheets to EC2 Project Client Location The Concrete Centre Advisory Group ECBP Typical Floor Column B3 Made by rmw INTERNAL Checked COLUMN chg PUNCHING SHEAR to BS EN 1992-1: 2004 Originated from TCC13.xls v4.0 on CD MATERIALS STATUS VALID DESIGN fck N/mm 35 fyk N/mm 500 Steel class B DIMENSIONS LOADING A B G mm mm mm © 2003-23 TCC 400 400 150 E F H mm mm mm VEd kN 883 Mty = kNm ult UDL kN/m 15.69 Mtz = kNm ß = 1.069 to expression (6.43) SLAB h mm 250 RESULTS βVEd = 943.9 kN At col face, vEd = 3.214 N/mm dx dy d Job No - 197 FB625 32.1 8.5 vRd,c = At 2d perimeter, vEd,red = Uout required = 0.7199 1.2272 6395 SOLUTION Fig 6.22 (A) 12 link spurs of 5B8 @ 105 60 links St = 175.74 mm Sr = 105 mm 5.690 (6.52) & (9.11) Asw/Sr req = Asw/Sr prov = 5.745 mm First link perimeter 100 mm from column face Outer links at 520 mm from column face Uout = 6645.8 mm > 6,395 mm SPUR See GEOMETRY page for link locations PLAN Some links shown may need to be re-located to avoid holes Revision 23-Jun-2023 200 50 150 mm2/m mm2/m 215 195 205 Page LEGEND Asx Asy mm mm mm Date 1608 in B + 6d ρx = 0.748 1608 in A + 6d ρy = 0.825 100ρL % = 0.786 Equation (6.47) N/mm2 N/mm2 0.852294 (≈ 832 from col face) Equation (6.54) Spreadsheets to EC2 Project Client Location The Concrete Centre Advisory Group An example Made by PUNCHING SHEAR to BS EN 1992-1: 2004 Originated from TCC13.xls v4.0 on CD MATERIALS fck N/mm 35 fyk N/mm 500 Steel class B DIMENSIONS LOADING SLAB A B C D mm mm mm mm RE-ENTRANT © 2003-23 TCCCOLUMN STATUS E F G H mm mm mm mm SOLUTION Fig 6.22 (A) 10 link spurs of St = 168.8 Asw/Sr req = 4.492 Asw/Sr prov = 4.570 First link perimeter 100 Outer links at 540 Uout = 5190.8 vRd,c = At 2d perimeter, vEd,red = Uout required = 5B8 @ 110 mm 50 links Sr = 110 mm (6.52) & (9.11) mm mm from column face mm from column face mm > 4,767 mm See GEOMETRY page for link locations Some links shown may need to be re-located to avoid holes Revision Job No 23-Jun-2023 - 200 FB625 200 -50 100 100 VEd kN 662.0 Mty = kNm 28.6 ult UDL kN/m 15.69 Mtz = kNm 14.8 ß = 1.093 to expressions (6.39) & (6.44) dx mm 215 Asx h mm 250 dy mm 195 Asy d mm 205 RESULTS βVEd = 723.3 kN At col face, vEd = 2.931 N/mm chg Page LEGEND VALID DESIGN 400 350 -100 -100 rmw Date SPUR PLAN mm 2/m mm /m 1340 in B + 6d ρx = 0.623 1340 in A + 6d ρy = 0.687 100ρL % = 0.654 0.6774 N/mm Equation (6.47) 1.2015 N/mm 0.88682 4767 (≈ 801 from col face)Equation (6.54) Project Spreadsheets to EC2 Client Location Advisory Group Column B2 The Concrete Centre Made by rmw PUNCHING SHEAR to BS EN 1992-1: 2004 Originated from TCC13.xls v4.0 on CD MATERIALS STATUS VALID DESIGN fck N/mm2 35 fyk N/mm 500 Steel class B DIMENSIONS A B D LOADING mm mm mm © 2003-23 TCC 400 250 E F G H 50 mm mm mm mm VEd kN 405 Mtz = kNm ult UDL kN/m 15.69 Mty = kNm ß = 1.213 to expression (6.44) SLAB h mm 250 RESULTS βVEd = 491.1 kN At col face, vEd = 3.182 N/mm EDGE Checked COLUMN chg dx dy d mm mm mm 215 195 205 Page Revision Job No 23-Jun-2023 - 198 FB625 LEGEND -75 -275 150 150 32.3 8.5 Asx Asy vRd,c = At 2d perimeter, vEd,red = Uout required = SOLUTION Fig 6.22 (A) link spurs of 5B8 @ 105 35 links St = 157.58 mm Sr = 105 mm 3.293 (6.52) & (9.11) Asw/Sr req = Asw/Sr prov = 3.351 mm First link perimeter 100 mm from column face Outer links at 520 mm from column face Uout = 3565.7 mm > 3,305 mm SPUR See GEOMETRY page for link locations PLAN Some links shown may need to be re-located to avoid holes Date mm2/m mm /m 2010 in B + 3d+D ρx = 0.935 1340 in A + 6d ρy = 0.687 100ρL % = 0.802 0.7248 N/mm Equation (6.47) 1.4439 N/mm 0.99613 3305 (≈ 792 from col face)Equation (6.54) Spreadsheets to EC2 Project Client Location The Concrete Centre Advisory Group Columns A1, D1, A5 & D5 Made by rmw PUNCHING SHEAR to BS EN 1992-1: 2004 Originated from TCC13.xls v4.0 on CD MATERIALS STATUS VALID DESIGN fck N/mm2 35 fyk N/mm 500 Steel class B DIMENSIONS A B C D LOADING mm mm mm mm 400 250 0 E F G H VEd kN 186.0 ult UDL kN/m 15.69 SLAB h mm © 2003-23 TCC 250 RESULTS βVEd = 248.4 kN At col face, vEd = 3.160 N/mm CORNER Checked COLUMN chg mm mm mm mm Date Page Revision Job No 23-Jun-2023 - 199 FB625 LEGEND 50 -275 150 150 ß = 1.335 to expression (6.46) dx dy d mm mm mm 215 195 205 Asx Asy vRd,c = At 2d perimeter, vEd,red = Uout required = SOLUTION Fig 6.22 (B) link spurs of 3B8 @ 150 18 links St (average) = 162.5 mm Sr = 150 mm (6.52) & (9.11) Asw/Sr req = 1.660 Asw/Sr prov = 2.011 mm First link perimeter 100 mm from column face Outer links at 400 mm from column face Uout = 1623 mm > 1,562 mm SPUR See GEOMETRY page for link locations PLAN Some links shown may need to be re-located to avoid holes mm /m mm /m 2010 in B + 3d+D ρx = 0.935 2010 in A + 3d+C ρy = 1.031 100ρL % = 0.982 0.7754 N/mm Equation (6.47) 1.5476 N/mm 0.997888 1562 (≈ 637 from col face)Equation (6.54) Disclaimer All advice or information from MPA-The Concrete Centre is intended for those who will evaluate the significance and limitations of its contents and take responsibility for its use and application No liability (including that for negligence) for any loss resulting from such advice or information is accepted by MPA-The Concrete Centre or its subcontractors, suppliers or advisors Users should note that all MPA-The Concrete Centre software and publications are subject to revision from time to time and they should therefore ensure that they are in possession of the latest version This spreadsheet should be used in compliance with the accompanying publication 'User Guide RC Spreadsheets: v4' available from The Concrete Centre www.concretecentre.com/rcdesign Tel +44 (0)1276 606800 Status of spreadsheet Public release version This spreadsheet is shareware but may not be used for commercial purposes until the user has registered with The Concrete Centre using the licence validation form available on The Concrete Centre website www.concretecentre.com/rcdesign Revision history TCC13 Slab Punching Date 08-Mar-10 Version 1376 Correction to edge column face shear when hole on North face of column Removal of possible innapropriate spacing failure when additional intermediate spurs added Minor correction to U0 for edge and corner columns Correction to spurs being shown outside concrete area on grapic for REENTRANT columns Option button to overide link diameter added Button to supress solution to Fig 6.22(B) added Solution 6.22(B) adjusted for full compliance with clause 9.4.3 Solution 6.22(B) geometry sketch added Tangential spacing check improved for links within basic control perimeter 1349 TCC13 v3.9 New routine for hole reductions at column faces 04-Sep-09 TCC13 v3.8 10-Jun-09 TCC13 v3.7 29-Apr-09 TCC13 v3.6 17-Dec-08 TCC13 v3.5 11-Jul-08 TCC13 v3.4 18-Oct-07 TCC13 v3.3 15-Jun-07 TCC13 v3.2 08-Feb-07 TCC13 v3.1 17-Mar-06 TCC13 v1.1 30-Oct-04 RCCen13 β7 04-May-05 VEd,max corrected to 0.5νfcd Calculation of beta factors added Updated to revised NA TCC13 v3.10 28-Jun-06 Size (kB) TCC13 v4.0 04-Mar-10 19-Sep-09 Action TCC13 v3.0 TCC13 v1.0 Data added for outer links Β factor added to Uout required v3 release Page nos, User Guide and registration details amended Differentiation between flexure and shear for αcc UK NA maximum fck for shear added RE-BADGED 19-Feb-03 Secondary spurs added when transverse spacing > 2d Redundant link dia input removed Enhancement terminology corrected "Increase RCCen13 β6 As" warnings added RCCen13 β5 National Annex sheet added and referenced Updated to final code 31-Jan-02 RCCen13 β3 25-Feb-03 22-Apr-02 05-Sep-01 22-Aug-01 RCCen13 β4 Rigorous hole reduction algorithms added RCCen13 β2 Notes added re re-spacing of links RCCen13 β1 1400 1372 1350 1348 1347 1328 1307 1261 1265 1230 1283 1298 645 607 601 610 Re-written to final draft of EN 560 First issue for in-house comment 425 434 PUNCHING SHEAR to BS EN 1992-1: 2004 National Annex values Originated from TCC13.xls v4.0 on CD EC2 Ref Table 2.2 Table 2.2 3.1.6 (1)P 6.4.4(1) -=3.1.2(2) 6.4.5 (3) Function γc γs αcc CRd,c vmin Cmax shear VEd/VRdc © 2003-23 TCC Value 1.5 1.15 1.00 0.18 0.035 50 2.0 concrete steel strength factor (shear) punching shear basic stress 3/2 1/2 x k fck Limit to f ck for shear strength maximum punching stress √ CODE 1.5 1.15 0.18 UK 1.5 1.15 0.18 0.035 90 0.035 50 * * May be greater on the basis of tests Spreadsheets to EC2 Project Client Location The Concrete Centre Advisory Group ECBP Typical Floor Column B3 Made by rmw INTERNAL Checked COLUMN chg PUNCHING SHEAR to BS EN 1992-1: 2004 Originated from TCC13.xls v4.0 on CD MATERIALS STATUS VALID DESIGN fck N/mm 35 fyk N/mm 500 Steel class B DIMENSIONS LOADING A B G mm mm mm © 2003-23 TCC 400 400 150 E F H mm mm mm VEd kN 883 Mty = kNm ult UDL kN/m 15.69 Mtz = kNm ß = 1.069 to expression (6.43) SLAB h mm 250 RESULTS βVEd = 943.9 kN At col face, vEd = 3.214 N/mm dx dy d Job No - 197 FB625 32.1 8.5 vRd,c = At 2d perimeter, vEd,red = Uout required = 0.7199 1.2272 6395 SOLUTION Fig 6.22 (A) 12 link spurs of 5B8 @ 105 60 links St = 175.74 mm Sr = 105 mm 5.690 (6.52) & (9.11) Asw/Sr req = Asw/Sr prov = 5.745 mm First link perimeter 100 mm from column face Outer links at 520 mm from column face Uout = 6645.8 mm > 6,395 mm SPUR See GEOMETRY page for link locations PLAN Some links shown may need to be re-located to avoid holes Revision 23-Jun-2023 200 50 150 mm2/m mm2/m 215 195 205 Page LEGEND Asx Asy mm mm mm Date 1608 in B + 6d ρx = 0.748 1608 in A + 6d ρy = 0.825 100ρL % = 0.786 Equation (6.47) N/mm2 N/mm2 0.852294 (≈ 832 from col face) Equation (6.54) USE 6.4.3(6) ß FACTORS B CALCULATE ß CALCULATE ß n = 0.516 fywd,ef = 301.25 fcd = 23.33 k = 1.988 Hole deduct ? YES Shear Enhancement Link diameter on all pages Spur layout √ √ √ Mty and Mtz are moments transferred to the column under the same loading arrangement that produces VEd √ √ √ Solution 6.22 (A) mm St = mm Asw/Sr = No Required Ø = No link Ø = mm Asw/Sr req = mm Sr = mm Asw/Sr prov = C req = Last link @ 105 mm C actual = No No St, last links Stmax