RCC51 Column Load Take-Down & Design

ProjectSpreadsheets to BS 8110 Client Advisory Group Edge Column B1 Location REINFORCED CONCRETE COUNCIL Made by (akin to D&D) rmw COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:1997 Originated from RCC51.xls on CD Checked chg © 1999 BCA for RCC INPUT Date Page 16-Jul-11 Revision - (akin to D&D) Orientation A-B y x x B-C concrete density, kN/m3 yfgk 24.0 yfqk 1.60 included included H 1.40 y n/a Level 7 6 5 4 3 2 1 5.00 5.00 8.00 0.00 5.00 5.00 8.00 5.00 5.00 8.00 5.00 5.00 8.00 5.00 5.00 8.00 5.00 5.00 8.00 5.00 5.00 8.00 Slab thickness (solid) mm span direction,(II to) x, y or b 175 x 175 x 175 x 175 x 175 x 175 x 175 x Beams width depth o/a width depth o/a width depth o/a width A-B A-B B-C B-C 1-2 1-2 n/a 300 350 300 350 300 500 0 300 350 300 350 300 500 300 350 300 350 300 500 300 350 300 350 300 500 300 350 300 350 300 500 300 350 300 350 300 500 300 350 300 350 300 500 Column below H (ll to yy) B (ll to xx) Height (fl. to floor.) mm mm m 300 300 4.00 300 300 4.00 300 300 4.00 300 300 4.00 300 300 4.00 300 300 4.00 300 300 4.00 7 6 5 4 3 2 1 5.00 4.00 5.00 4.00 5.00 4.00 5.00 4.00 5.00 4.00 5.00 4.00 5.00 4.00 Dimensions Spans Cl to Cl Loads Slab Beams A-B B-C 1-2 n/a m m m m mm mm mm mm mm mm mm (col above) 0 0 0.00 Level (characteristic uno) (inc swt.) gk kN/m2 qk kN/m2 (swt.) gk line loads (-extra A-B gk qk B-C gk qk 1-2 gk qk n/a gk qk kN/m included included included included included included included over slab loads and beam self weight) kN/m 5.0 5.0 5.0 5.0 5.0 5.0 5.0 kN/m 0.0 kN/m 5.0 5.0 5.0 5.0 5.0 5.0 5.0 kN/m 0.0 kN/m 0.0 kN/m 0.0 kN/m 0.0 kN/m 0.0 At column position, other applied Gk kN (char) Qk kN (char) Mxx kNm (ult) Myy kNm (ult) Loads per floor Floor Floor Column below OUTPUT Gk Qk Gk kN kN kN Column level Cumulative loads in column. Gk kN Qk kN Qk redn factor Qk red* kN N kN Moments in column top kNm about x-x Mxx top kNm about y-y Myy Mxx bottom kNm Myy bottom kNm loads (eg loads from cantilevers) 0.0 0.0 0.0 0.0 140.7 80.0 8.6 140.7 80.0 8.6 140.7 80.0 8.6 140.7 80.0 8.6 140.7 80.0 8.6 140.7 80.0 8.6 140.7 80.0 8.6 7 to 6 6 to 5 5 to 4 4 to 3 3 to 2 2 to 1Below 1 149.3 80.0 1.0 80.0 337 298.6 160.0 0.9 144.0 648 447.9 240.0 0.8 192.0 934 597.2 320.0 0.7 224.0 1194 746.5 400.0 0.6 240.0 1429 895.8 1045.1 480.0 560.0 0.6 0.6 288.0 336.0 1715 2001 134.6 1.5 108.6 1.3 108.6 1.3 108.6 1.3 108.6 1.3 108.6 1.3 108.6 1.3 108.6 1.3 108.6 1.3 108.6 1.3 108.6 1.3 108.6 1.3 108.6 1.3 0 included Job No R68 1-2 Location Edge Column B1 85 05 h kNm Madd d Nuz Nbal K b' or.129 0.2 0.2 0.2 0.0 0.086 0.short column mm 240 240 kN 2204.50 11.1 kN 630.Project Spreadsheets to BS 8110 Client Advisory Group REINFORCED CONCRETE COUNCIL Made by B1 & DESIGN (akin to D&D) REINFORCED RECT.3 4.3 = Design moments for braced columns M2 kNm 108.0 Maximum kNm 108.0 0.1 2204.6 108.30*240/240*1. clear height mm 3500 3650 ß value 0.8 Biaxial bending Mx/h' My/b Critical direction N/bhfcu ß 1. (Mi=0 if b/h>3) 30.0 kNm 0.2 M1+Madd/2 kNm 0.0 eminN kNm 30.0 630. COLUMNS BENT ABOUT Location Edge COLUMNColumn LOAD TAKE DOWN FOR SYMMETRICALLY TWO AXES TO BS 8110:1997 Originated from RCC51.104 mm 3.90 0.005 X-X 0.56 15.8 65.xls on CD INPUT Dimensions about x-xabout y-y h (ll to yy) mm 300 b (ll to xx) mm 300 lo.b' ßa au Madd Eqns 32-35 ok to use? Braced columns M1 Mi Mi. (Mi=0 if Le/h>20) Mi.6+0.129 mm 240 240 0.0 15.453 0.0 kNm 65.6 0.6 Mi+Madd kNm 65.0 - .0 n/a 1.64 0.0 0.00% 10 OUTPUT Design criteria N M about PROOF Slenderness le Slenderness Limit for short column Design column as Column is mm 3150 3467.0 Short Short Short about x-xabout y-y Design moments (cont) about x-xabout y-y Design moments for unbraced columns M2+100% Madd kNm n/a n/a eminN kNm n/a n/a Maximum kNm n/a n/a Design moments kNm Design moments Min eccentricity. if slender.5 10.3 0.3 about x-xabout y-y Short Braced Braced kNm 109. h? .0 1.95 Loads Axial Moments N top bottom B B kN kNm kNm 2001 108.0 kNm kN 2001 109.0 ok kNm 0.6 1.8 0.3 0.0 n/a .0 X-X Page 16-Jul-11 Revision chg - (akin to D&D) Orientation A-B Date Checked © 1999 BCA for RCC Location Edge Column B1 Level considered: Bottom (Max N) Braced or Unbraced? B or U rmw 86 Job No R68 1-2 y x x B-C H y n/a Column properties fcu fy cover to link mm Max sized main bar mm Probable percentage As % link diameter mm 35 460 30 40 2.8 kNm 65.3 0. 0.30 Maximum design moment = 108. 6 N/mm² 2 12 about X-X axis 9 Notes 7 Stresses in N/mm2 Compression +ve .dc/2)}/[(h/2-d').00267 Steel tens strain -0.. fsc 438 N/mm2 Steel stress in tensile face.3 kN Steel comp strain 0. h (ll to yy.PROVIDE T10 @ 300 ..00019 Steel stress in comp. Strain diagram OK Stress diagram 5 15.fcu. N 2001 fcu 35 kN N/mm² Moment.6 mm dc 228.REINFORCED CONCRETE COUNCIL Project Spreadsheets to BS 8110 Client Advisory Group LocationEdge Column B1 Made by (akin to D&D) COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. As = 1958 mm2 from N. x.67. stress in reinf. face. As = 1957 mm2 (Comp.) (Tensile stress in reinf.b.dc/gm) / (fsc .9x) d' = 60 mm .fst) As = Ast = Asc: dc=min(h.5. M 109.dc(h/2 .0.(fsc+fst).dc/gm 1070.b.67fcu.05 mm steel γm Breadth. h= 300 mm b= 340 mm from iteration. neutral axis depth.PROVIDE 4T40 (ie 2T40 T&B .5 mm concrete Max bar diameter 40 Link Ø 10 mm mm cover (to link) 30 mm CALCULATIONS from M As = {M . COLUMNS BENT ABOUT TWO AXES TO BS 8110:1997 Originated from RCC51.0.59% o/a .0. L'r to xx) 300 1.xls on CD rmw Checked chg © 1999 BCA for RCC Date Page 87 16-Jul-11 Revision Job No - R68 INPUT Level designed: Bottom (Max N) Axial load.b.@180 cc. b (ll to xx) 300 1.67fcu.gm] from N As = (N .2 mm 0.1 N/mm² critical about X-X axis:….2514mm²T&B) .67fcu/gm = 15.) Links : .6 N/mm² d= 240 mm fy/gm = 438. fst -37 N/mm2 from M. = 253.0 kNm fy 460 N/mm² about X-X fyv 460 axis N/mm² γm Height.) OK As req'd = 1957mm² T&B:. 0 8.0+5.0 0.0 = 0.0 = 0.0/2*5.0/2 300*325*24.0+0.0 Qk kN =(5.0 =0.0 0.0 0.0 = 0.2 2.0/10^6*0.0/2 = = = = = = 300*175*24.0/2 = 0*0*24.0 0.loads from slabs (including self weight) 7 6 A-B Gk kN Qk kN B-C Gk kN Qk kN 1-2 Gk kN =(5.0 0.0/2*0.0 8.0 0.0 =(5.0/2 300*175*24.0 0 0.0 0.0 = 0.0 0.0 8.0/2 300*175*24.5x(0.0/2*0.0/2 gk Gk gk Gk gk Gk gk Gk 0 0.0 = 0.34 9.4 0 0.34 9.0 5.0)/2*0.5x(0.0 0.0+5.0/2 300*325*24.0 =(5.0 = 0.0)/2*0.0/2*0.0 0.0 Qk kN =(5.0 0 ie A-B B-C 1-2 n/a 12.0 0.0/2 = 0*0*24.0)/2*0.0/2*0.0 5.0 =(5.0)/2*0.0 = 0.0 0.Spreadsheets to BS 8110 Project Location Edge Column B1 (akin to D&D) LOAD TAKE DOWN CALCULATIONS I Made by rmw COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT.0 0.0 = 0.2 2.0 = 0.0)/2*0.0 =0.0/2*0.0+0.2 2.0/2*0.0 0.0/2 = 0*0*24.26 3.26 3.0)/2*0.5 0.0/10^6*5.0 0.0)/2*0.0+5.0 8.0 8.0/2*0.0 0.0 0.0 1.0 0.0 0.5 0.0 = 0.0 0.0 0.0 0 0.0/2*4.0)/2*0.0 80.0 0.beams self weight Column loads .0/10^6*0.0 5.0)/2*0.0 0.0 0.5 0.5 0.0 07/16/201108:04:10 1.0+0.0 100.0/2*4.0 0.5x(0.0/2*0.5x(0.0/2*4.0+5.0 0.34 9.0+5.0/10^6*0.2 2.0/2*0.0 =(5.0/10^6*5.0/2*5.0 0.0)/2*8.0 5.26 3.0 0.2 1.0/2*0.0 =0.0 0.0+5.0/2*0.0/2*0.0 80.0/10^6*5.0 0.0)/2*8.0/2*0.5x(0.0 =0.0 5.0 5.5x(0.0/2*0.0/2*0.0/2*4.0/2*0.0 =(5.0+0.0 0.0 80.0/2*4.0+0.0 0.0 0.5x(0.0 = 0.0 80.0 0 0.0 5.0/2*0.0 0 0.34 9.0/2*0.0+5.xls kN/m kN kN/m kN kN/m kN kN kN/m 1.0 8.0 0.0/2*5.0 0.5 0.0 0 0.0 80.0 0.0/2 300*175*24.5 0.0 0.0 =(5.0/2*0.0)/2*0.0 8.0)/2*8.0 12.5x(0.0 12.5x(0.0/10^6*5.0 0.0/2 = 0*0*24.0/2*5. COLUMNS BENT ABOUT TWO AXES TO BS 8110:1997 Originated from RCC51.0 0.0/2*5.0 =0.0+0.0+5.0+0.4 0 0.0 =(5.0 Column loads .0 1.0)/2*0.0)/2*8.0/2 = = = = = = 300*175*24.0/2*5.0/10^6*5.0/2*0.0/2 Gk kN/m = 0*0*24.0/2*0.0)/2*0.0 0.0/2 Gk kN = 1-2 gk kN/m 300*175*24.0 = 0*0*24.0 p4 .0/2*0.0 0.4 0 0.0/10^6*0.0/2*0.0/2*5.0 0.0 0.0/2 300*325*24.0/2*0.0 0.0 = 0.0 0.2 1.0 Column loads .0/2*0.0/10^6*0.0/2*0.0 0.0)/2*0.0)/2*0.0 1.0 2 = = = = = = = = 5.0 0.0+0.0+0.0/2*0.0 =0.0 0.0 80.0 =0.0/2*0.0)/2*0.0 0.0 =(5.0 =(5.0 5 = = = = = = = = 5.0)/2*0.0/2*5.0 0.0 12.0 0.0/2*0.0 0.0 5.34 9.0/10^6*0.0/2*5.0+5.0/2*0.0/2*0.loads from slabs (including self weight) Job No R68 16-Jul-11 Location Edge Column B1 =0.0 12.0+5.0/2*5.0/2 gk kN = 0*0*24.0/2*0.0 0.0/10^6*0.0 =0.0/2 = 0*0*24.0/10^6*8.0 0.0/2 = 0*0*24.0/2*0.0 0.0 0.0 =(5.0 = 0.0 0.4 0 0.0 0.0 0.0)/2*0.0/2*0.0/2*0.0/10^6*5.5x(0.0/10^6*0.0/2*0.0/2 300*325*24.0 80.0 5.0/2*0.0/10^6*5.0/2*5.0 12.0 =0.0 100.2 2.0 100.0 =0.0/10^6*5.34 9.0)/2*0.0)/2*8.0/2*0.0/2*0.0 5.5 0.0/2*0.0 =(5.0/10^6*5.0/2*0.0 =0.0 0.0 8.5x(0.0)/2*0.0 0.0 = 0.0/2 = 0*0*24.0/2*0.0 0.0/2*0.0 = 0.0 0.0 =0.0 0.0/10^6*0.0/2*5.0 0.0)/2*0.0 0 0.0/10^6*5.0 =(5.0)/2*0.5 0.0 8.0 0.0)/2*0.0/2*5.0/2*0.0)/2*0.0)/2*8.0 0.2 1.0/2*0.0 (akin to D&D) ie A-B B-C 1-2 n/a Gk Qk Gk Qk Gk Qk Gk Qk kN kN kN kN kN kN kN kN 0.0 4 = = = = = = = = 5.0+0.0 0.0 0.0 0.0 5.0/2*0.0/2*0.loads from beam line loads Column loads .0 12.0)/2*0.0/2*0.0/2*5.0+5.0/10^6*8.0 8.0+0.0 0.0/10^6*8.0/2 = 0*0*24.0)/2*0.0 0.0 100.0 8.5x(0.0+5.0/2*0.0 0.0+0.0 0.0)/2*8.0 0.0 = 0.0/2*5.0/10^6*5.0 = 0.0/2*0.0 =0.0+5.0/2 300*175*24.0 0.0/2 = 0*0*24.0/2*0.0)/2*8.0 0.0/2*5.0+0.0+5.0 0.0 0 0.0/2 Column loads .0/2*0.0)/2*8.0+0.0 0.0+5.0 100.26 3.0/2 = 0*0*24.0)/2*0.0/2*0.0/2 Gk kN = = = = = = = 300*325*24.0 0.0 0.0+0.0 0.0 =0.0/2*0.0 = 0.0/2*0.0)/2*8.0/2*0.0+5.0 0.0)/2*0.0)/2*8.0 5.2 1.0 0.0+0.0)/2*0.0 =(5.0 0.0 = 0.0 12.0+5.0 =0.0/10^6*0.0/2*0.0/10^6*0.26 3.0/2 300*175*24.0/10^6*0.0/2*0.0/2*4.0 0.0 6 = = = = = = = = 5.0/2*5.0 0.0 5.0 1.0/2*5.4 0 0.0/2 = 0*0*24.0 =(5.0 5.0 0.5 0.0/2 = 0*0*24.0 0.0/2*0.5x(0.0/2*0.0 = 0.0 0 0.0/2 n/a 6 5 4 3 2 1 0 = 0*0*24.4 0 0.0 = 0.0 12.0 0.0/2*5.0/2*0.0 5 4 3 2 1 =(5.0/10^6*0.0+5.5x(0.5x(0.0+0.0+5.0 0.0/10^6*0.0)/2*8.0/2*0.0/2*0.loads from beam line loads 7 A-B B-C 1-2 n/a Gk Qk Gk Qk Gk Qk Gk Qk kN kN kN kN kN kN kN kN Gk Qk Gk Qk Gk Qk Gk Qk kN kN kN kN kN kN kN kN = = = = = = = = 5.0/2*5.0/2 300*175*24.5x(0.0/2*0.0/2*0.0/2 300*325*24.0/2*5.0)/2*0.0/2*4.0/2*0.4 0 0.5x(0.0 0.0 5.0 =0.5 0.0/10^6*8.0+5.26 3.0+5.5x(0.0/10^6*0.0)/2*0.0 0.0/10^6*0.26 3.0 0.0/2*0.0/2*4.5x(0.0+0.0 0.0)/2*0.0/2*4.0/2*0.0 12.0/10^6*5.0/2 = 0*0*24.0 = 0.0 5.0 0 0.2 2.0 0.0/2*0.0 0.5 0.0/2*5.26 3.0+5.0 0.beams self weight 7 A-B gk kN/m Gk kN = B-C gk kN/m 300*175*24.0/2 300*175*24.0 =0.0 =(5.0 0.0 0.0+5.5x(0.0+5.0 0.0/10^6*5.0/10^6*8.0/2*0.26 3.0/2*0.0/2*4.0 0.0/2*4.0 0.0 5.0 0.0 = 0.0 12.0/2*0.0 =(5.0/2*0.0 5.0 100.0/2*5.0/2*5.0 =(5.0/2*0.0 1.0 0.0 0.0 8.0/2*0.0 0.0 0.0/10^6*8.0+0.0)/2*0.0 =(5.0 0.5x(0.0 0.26 3.0 0 0.0+0.0+5.0/2 300*325*24.0 =0.0)/2*8.0)/2*0.0 5.0/2*5.2 1.0/2 300*175*24.0 100.0/2*0.0 = 0.0/2 300*175*24.0 0.0 0.0+0.0 0.0/2 = 0*0*24.0/10^6*8.0/2*0.0 0.0 0.0)/2*0.0/2*0.0 3 = = = = = = = = 5.0 =(5.0 12.26 3.5x(0.0 0 0.0+0.0 ie A-B B-C 1-2 n/a 63039738.0 8.0/2*4.0/2*0.0 5.5 0.0 = 0.0/2*0.0/2*0.0 0.2 2.0 = 0.34 9.0 1 = = = = = = = = 5.0 0.0 0.0 0.0/2 = 0*0*24.0 12.0/2*5.0/2*0.0/2*5.0 0.5 0.0)/2*8.0 0.0 0.0/2*0.0/2*0.0/2*0.0/10^6*0.0 0.0+0.0 12.0 5.0/10^6*0.0 0.26 3.0/10^6*5.0)/2*0.0/2*0.0 0.0/2*0.0 8.0/2*0.0 n/a Gk kN =(5.0+5.0/10^6*0.2 1.0 0.0 0.0/2*5.0 =(5.0/2*4.0)/2*0.0 =0.0 0.0 =(5.0 =(5.0)/2*0.0+5.5x(0.0 0.2 1.26 3.5x(0.0/2 300*175*24.xls on CD © 1999 BCA for RCC Edge Column B1 Location (akin to D&D) Column loads .0 0.0 0 =0.0)/2*0.5 0.0/2*4.0 0.0 =(5.26 3.0/2*0.0/2*0.0 = 0.0+5.0+0. 4*15.0 +12.7 562.0 0.0*0/(0+0+0+0) 0.5 +3.6).0 = 0.0 = 0.0 +0.0 +0.6*0.0).0 100.0)*2*5.0 0.0 +0.0)*2*5.6*80.0).0 0.7)] MAX[abs(562.0 0.6).0 0.4*2*8. 0/8 0/8 0/8 0/8 3 15.0 +9.0 0.5 +3.0 0.0 15.4+1.0 (akin to D&D) 6 = = = = = = = = 0.0 +9.4*109.0 109.0 +12.0 +9.2*17/(17+17+54+0) 0.0 0.0).3 1.2*17/(17+17+54+0) 562. 0/8 1 15. (1.7*2*5.0 0.0 +0.0 0.0 Myy col above kNm about y-ycol below kNm 7.6).0 +0.20.0 +0.8*0/(0+17+34+34) 7.0 0.2*17/(17+17+54+0) 562.0 0.0*0/(0+0+0+0) 0.0 +12.6 108.7 562.0 +0.0-218.0 +0.0/8 15.0 0.4*15.2 7.7 0.8 562.6 108.6 27.0).2 0.0 0.7+1.0 0.7)] MAX[abs(562.0 0.0 0.0 0.2 0.xls 07/16/201108:04:10 p5 .0 0.6*0.0 0.6)] MAX[abs(27.0 0.0/8 15.7*2*5.0 0.8*17/(17+17+34+34) 0.4*109.0 +0.0 3 = = = = = = = = 15.0 0.0-218.419.7+1.0 0.7 562.3 1.0 100.4 80.0)] MAX[abs(0.5 1.5 +3.0 0.2 0.0 0.5 +3.6 27.419.0 0.0 +12.0-0.0 +0.0 134.0 1-2 15.0-0.0 +0.7+1.0 = 0.4 19.0 0.6).2 7.0/8 (1.abs(0.6 108.0 0.0/ (1.7)] MAX[abs(562.0/ 8 109.00.4*109.0 +0.0 FIXED END MOMENTS 4 15.0 0.7 0.0 0.7 562.abs(27.0 +0.4+1.0 = 0.4*15.0 +0.7)] MAX[abs(562.abs(27.abs(0.0-218.0 Column B1 0.419.0 = 0.6 27.7+1.6 27.6 0.0 +0.0/ (1.0 +0.0 +0.6 27.0).0 +0.0 +12.0 0.0/8 (1.0 19.6 108.6*0.0 0.6 27.0 +0.0 +0.4-19.2 0.0/8 (1.0 5 = = = = = = = = 5 0 Moments in column 63039738.0 +0.4*109.0 +0.0 15.7*2*5.0).6).0*0/(0+0+0+0) Mxx col above kNm about x-xcol below kNm 0.6)] MAX[abs(27.0 0.2 0.0 0.7 0.4*2*8.0*0/(0+0+0+0) Myy col above kNm about y-ycol below kNm 0.0 100.0/8 109.7+1.0 0.4 19.7*2*5.2 7.0/ 8 15.6*0.0/8 (1.0 +0.7)] MAX[abs(562.0 +0.6 108.3 1.2 0.2 0.0 = 0.5 +3.4 80.00.4+1.20.0 0.0 +0.4 19.0 0.0)*2*8.0 +12.5 +3.0 0.7*2*5.7+1.2 0.4*2*8.0 0.6*0.0 100.0 +0.0 15.3 1.0 Mxx col above kNm about x-xcol below kNm 562.0 = 0.0 +0.0 0.6 27.4 80.0 +0.0 +12.0)*2*5.0 +0.0 +0.2*17/(17+17+54+0) 562.0 +0.4 80.0 +0.0 0.0 0.0)] MAX[abs(0.0 109.2 7.0 0.0*0/(0+0+0+0) 0.7*2*5.5 +3.abs(0.8*17/(17+17+34+34) 7.0)*2*5.0 FEMxx about x-x kNm MAX[abs(562.6*0.0 0.6 108.0/ (1.7 562.0 +0.0*0/(0+0+0+0) 0.0 +12.0 +0.0/ 8 109.6*0.0 100.2 0.0 = 0.0 = 0.8*17/(0+17+34+34) 7.20.0 0.2*17/(17+17+54+0) 562.0 19.0).0/8 (1.6 108.0 +12.0 0.0)*2*8.0 0.4*2*8.abs(0.0 +0.abs(27.0-218.0).8*17/(17+17+34+34) 7.0 0.0/ 8 109.00.abs(0.0 0.7*2*5.0-0.0 0.0/8 (1.0 +0.0 = 0.0 19.0 +0.4+1.0 0.0 109.0)*2*5.0)] FEMyy about y-y kNm MAX[abs(27.4 80.0/8 (1.2*17/(17+17+54+0) 562.8*17/(17+17+34+34) 7.0)*2*8.0 0.0-0.6*0.0 0.6*80.7 0.2 0.6 27.2 0.abs(27.abs(27.7*2*5.0)*2*5.0-218.Project Spreadsheets to BS 8110 Location Edge Column B1 (akin to D&D) COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT.0 0.0 100.0).20.0 +0.4*15.0 = 0.0 0.0/8 15.20.7 0.0 0.0*0/(0+0+0+0) 0.7 0.3 0.0 0.0 +0.0)*2*5.0)] MAX[abs(0.419.0 0.6)] MAX[abs(0.7*2*5.0 109.0 = 0.0 +0.0).4 218.6*0.8*17/(17+17+34+34) 7.6 108.8*17/(17+17+34+34) 7.0 +9.4 218.abs(0.8*17/(17+17+34+34) 7.0 0.3 1.0 +0.0/8 (1.7 0.7+1.0 +0.0 (akin to D&D) 0.6 27.4 80.0).4-19.0)*2*5.0 19.0 0.0 = 0.6)] MAX[abs(27.abs(27.6)] MAX[abs(27.0 0.2 0.2 0.4 80.6*80.6 108.4 218.0 +0.0)*2*8.4*15.0 0.0 0.6)] MAX[abs(27.0 0.3 1.0 = 0.20.0 0.0 B-C 15.0 = 0.6).4*109.0 0.7*2*5.4 80.4*2*8.0 0.5 +3.2 0.0 +0.6*0.0 0.0 0.2*17/(0+17+54+0) 562.6*80.0 +0.0 +0.0 0.0 +0. 0/8 19.0/ (1.0/8 109.0 0.4*15.abs(0.0 +12.0/8 (1.6*0.0 15.0 = 0.0*0/(0+0+0+0) 0.0*0/(0+0+0+0) 0.7 562.4-19.abs(0.6 27.0 +0.3 1.8 0.abs(0.0).6 27.0 = 0.8 562.4*15.0 +0.4 218.8*17/(17+17+34+34) 7.0)*2*5.2*17/(17+17+54+0) 562.0 +0.0 0 = 0.4+1.0/8 15.4+1.2*17/(17+17+54+0) Moments in column 562.0 0.0/8 (1.0/8 15.0 0.0 +0.0/ 8 15.7 0.419.4-19.4*109.0 0.8 562.6*80.0 15.0 100.0 0.0 +0.8 562.0-0.6*80.0)*2*5.0/ 8 8 8 8 109.0 0.4*2*8.0)*2*8.0 0.4*109.7+1.5 +3.7 0.0 15.0).0 19.0 +0.4 218.0 +12.8 562.7 0.3 1.6*0.0 0.2 0.4*15.0 +0.4*15.4*15.7*2*5. (1.0)*2*5.0 +0.7+1.0 +0.0 +0.2*17/(17+17+54+0) 562.7+1.419.0 +0.6).0/ 8 8 8 8 15.0 +12.0 0.6*0.4-19.0/8 109.0 0.0 0.4*15.0 0.0 0.0/ 8 15.0 0.7)] MAX[abs(0.2 0.0 1.0 19.2 7.2 0.0 +0.4*2*8.0 +0.7 0.0-218.0 109.0 0.4-19.6)] MAX[abs(27.0 0.6*80.0 0.4 19.0 +0.0 +0.5 +3.0 +0.4*15.abs(0.abs(0.0 0.0)*2*5.0 0.7 0.6*0.0 = 0.7+1.7 562.2 7.7+1.4 19.7*2*5.3 1.2 0.419.0 +0.0 0.7+1.4 80.0 0.0)*2*8.0/8 15.4 80.0-0.5 +3.5 +3.0 +9.7)] MAX[abs(562. 0/8 2 15.4+1.8 562.0 +12.4 19.0 +12.0 +0.2*17/(17+17+54+0) 562.0 = 0.0-218.4*15. (1.4 80.0 +0.0 +0.0 +0.0/8 (1.20.0 0.0 0.0 0.0/8 (1.6 108.0)] MAX[abs(0.0 0.8*17/(17+17+34+34) 7.0 +0.4 80.2*0/(0+17+54+0) 562.0 n/a FIXED END MOMENTS 7 A-B (about yy) Gk N Gk N Gk N kNm kNm kNm kNm kNm kNm n/a (about xx) Gk N kNm kNm A-B (about yy) Gk N Gk N Gk N Gk N kNm kNm kNm kNm kNm kNm kNm kNm B-C (about yy) 1-2 (about xx) B-C (about yy) 1-2 (about xx) n/a (about xx) 6 15.abs(0. COLUMNS BENT ABOUT TWO AXES TO BS 8110:1997 LOAD TAKE DOWN CALCULATIONS II sheet 2 of 2 TOTAL LOADS Location Edge Column B1 2 = = = = = = = = 1 = = = = = = = = Made by rmw Job No R68 16-Jul-11 © 1999 BCA for RCC Location Edge TOTAL LOADS A-B B-C 1-2 n/a ie A-B Gk Qk Gk Qk Gk Qk Gk Qk kN kN kN kN kN kN kN kN 7 = = = = = = = = Gk Qk Gk Qk Gk Qk Gk Qk kN kN kN kN kN kN kN kN 15.8*17/(17+17+34+34) 7.0 +0.6 108.0 0.0 = 0.0*0/(0+0+0+0) 0.00.0 0.0)*2*5.0 0.0 +0.0 +0.0 0.0 +0.0 +0.0 0.0 109.0 0.0/ (1.2 0.7 0.7*2*5.4 19.8*17/(17+17+34+34) 7.7 0.2 0.0 0.0 +0.0 0.4 218.0 0.0 +0.0 +0.0 = 0.4-19.0)*2*8.7*2*5.0 15.5 +3.7+1.0 +0.6 108.abs(0.6 27.0 = 0.00.0 +0.5 +3.2*17/(17+17+54+0) 562.3 1.0)] FEMxx about x-x kNm FEMyy about y-y kNm 562.00.0 +9.abs(27.4*15.0 +0.3 1.2*17/(17+17+54+0) 562.0 109.2 0.0 +0.0 +0.0 = 0.0 +0.0*0/(0+0+0+0) 0.4 80.0/ (1.0 0.2 7.0 0.4 80.0*0/(0+0+0+0) 0.0 15.0)*2*5.8*17/(17+17+34+34) 7.4 218.0 0.0 +0.0 4 = = = = = = = = 15.0 +9.0 +0.6 27.0 0.6 27. 000000 0.000 0.0034 0.1688 0.000 0.0000 0.000 5.0011 0.350 0.0000 Ina m4 0.0000 0.000 0.000 0.000 0.0050 0.648 0.0034 0.000000 0.0011 0.000 0.0017 0.0000 0.105 0.001072 0.057 0.000 depth width (o/a) m m 0.700 0.0011 0.000 0.000 0.000000 0.000 0.057 0.000 Ay^2 m4 0.0011 0.0000 0.038 0.0997 0.0000 0.169 0.105 0.0000 0.000 0.000 0.0000 Ina m4 0.000 5.000 5.0000 Ina m4 0.000 0.000 0.000 0.0011 0.000 0.000 0.300 0.000 5.000 Ay^2 m 4 0.0032 0.823 0.0034 0.000 0.536 0.000 0.000 k/2 dm3 0.018 0.0000 Ina m4 0.0000 0.350 0.000 0.0063 0.000 0.342 0.0034 0.0000 0.0000 0.0011 0.0094 0.000 5.000 0.000 T-beam Beam T-beam 3 3 COLUMN STIFFNESSES LEVEL 7 to 6 6 to 5 5 to 4 4 to 3 3 to 2 2 to 1 Below 1 m4 0.000683 0.0000 0.700 0.700 0.300 0.000000 0.000 0.0000 0.169 0.0000 0.000 0.0000 0.0997 0.000342 0.000 m2 0.823 0.000 0.0000 0.0000 0.175 3.700 0.0011 0.000 0.0007 0.000 0.0032 0.0017 0.0063 0.000 0.0000 0.000 5.1688 0.0011 0.1688 0.105 0.342 0.000 0.000 m m 0.057 0.000 0.00E+00 0.000 0.0050 0.0021 0.000 0.0086 0.823 0.0000 0.0000 kupper dm3 0.300 0.500 0.0034 0.0007 0.0017 0.018 0.0000 0.000342 0.0032 0.0000 0.0032 0.0000 0.072 0.0000 Ay^2 m 0.000536 0.0000 0.000000 k m3 0.0000 0.0011 0.000 0.536 0.000 5.0000 0.000 0.000 0.000 Ay m3 0.0034 0.342 0.500 0.000 0.105 0.000000 k/2 dm3 0.000683 0.0017 0.000 0.000 0.350 0.342 0.000 0.000683 0.0007 0.000 0.000000 0.105 0.1688 0.0000 0.1688 0.0007 0.000 0.000 0.000 0.000 7 6 5 4 3 2 1 Level 7 6 5 4 3 2 1 8.000 Ay m3 0.700 0.0000 0.000 0.0094 0.1126 0.0031 0.105 0.000 0.000683 0.700 0.0000 Ina m4 0.700 0.0021 0.0050 0.072 0.000000 0.000000 0.300 0.0000 0.0007 0.500 0.300 0.000 0.648 0.648 0.0000 0.00E+00 0.000 0.0997 0.0000 0.000 0.000683 0.000 0.0007 0.0032 0.001072 0.536 0.150 0.000 0.0000 0.0000 0.0032 0.000 5.000342 0.000 0.648 0.000 0.0094 0.150 0.0000 0.105 0.000683 0.000 0.700 0.0000 Ina m 4 0.0000 0.000 0.000 5.000342 0.175 3.500 0.1688 0.000 0.000 0.823 0.0034 0.000000 0.0000 0.018 0.300 0.00E+00 0.648 0.1688 0.350 0.0000 0.000 0.350 0.0050 0.0000 0.700 0.000 0.000 m4 0.0000 0.0000 0.072 0.000 0.000000 k/2 m 0.175 3.000 0.0000 0.000 0.0000 0.300 0.1688 0.000 0.536 0.0086 0.018 0.0000 0.0007 0.000000 0.000 0.0997 0.1688 0.0000 0.000 0.500 0.175 4.000 0.000 0.0997 0.0007 0.000 0.150 0.0011 0.0011 0.1126 0.823 0.0000 Ybar m 4 0.169 0.000536 0.0000 kupper dm3 0.000 0.175 4.0000 0.1688 0.0032 0.000 5.000 8.0000 0.000 0.0063 0.0000 0.000 0.0000 0.000 0.0000 0.0050 0.000000 0.350 0.0000 0.0050 0.0050 0.0050 0.000 0.000 0.000 0.000 0.000000 0.0086 0.0000 0.000 0.057 0.648 0.018 0.000 0.000 0.700 0.000342 0.105 0.0017 0.000000 0.057 0.350 0.0000 0.300 0.0000 0.0032 0.018 0.0000 0.342 0.038 0.0000 Ina m4 0.0034 0.300 A m2 0.000536 0.0034 0.0000 Ybar 4 m 0.000 about xxI about yyI 63039738.700 0.057 0.000683 0.150 0.0000 0.000 0.000 0.300 0.000 0.000683 0.000342 0.0063 0.300 0.0000 depth width (o/a) m m 0.000 0.0997 0.0000 Ay^2 4 m 0.0000 klower dm 0.175 3.175 3.0000 0.000 0.0997 0.0007 0.0997 0.000 0.342 0.342 0.0032 0.0017 0.500 0.0000 0.001072 0.057 0.000 0.169 0.1126 0.169 0.000 0.000 0.0997 0.0997 0.038 0.00E+00 0.0094 0.000536 0.001072 0.536 0.000 0.0000 k m 3 0.000 0.0000 Ina m 0.000 0.300 0.342 0.000 5.000 5.000536 0.350 0.0007 0.018 0.648 0.0034 0.169 0.700 0.0000 0.001072 0.000 0.000 Ay m3 0.000342 0.0000 0.000 0.000 0.000 0.0007 0.1126 0.0031 0.000683 0.000000 k/2 m 3 0.000 0.000 0.000342 0.000 0.1126 0.000 0.175 3.0007 0.0000 0.000 5.0000 0.175 4.000 0.0000 0.000 0.648 0.169 0.000000 0.175 4.0086 0.000 0.0000 0.018 0.0094 0.300 0.105 0.000342 0.000 8.000 Ay m3 0.0021 0.057 0.0000 0.000 Ay^2 m4 0.057 0.0007 0.000 0.000 0.0050 0.150 0.0050 0.000 depth width (o/a) m m 0.536 0.0000 0.0000 Ina m4 0.038 0.000000 0.000 0.0000 0.000 0.000 Ay^2 m 4 0.0094 0.0000 0.000 0.0000 0.000 0.105 0.000 0.0000 0.000000 k m 0.0021 0.038 0.072 0.0017 depth width (o/a) m m 0.342 0.0000 0.00E+00 k/2 dm3 0.000 depth width (o/a) m m 0.0011 0. COLUMNS BENT ABOUT TWO AXES 16-Jul-11 p1 OF 1 TO BS 8110:1997 Originated from RCC51.105 0.000 5.0000 0.0000 Ay^2 m4 0.000683 0.300 0.175 3.700 0.000 0.000 0.0086 0.700 0.000 A 2 m 0.0000 0.0017 0.000000 0.342 0.0000 0.0000 0.300 0.0000 0.018 0.000 0.000 0.000 0.0000 0.0007 0.000 0.xls 3 07/16/2011 6 .175 4.0000 Ina m4 0.057 0.350 0.000 0.000 0.0032 0.700 0.823 0.648 0.000 0.0000 Ina m4 0.000 8.000342 0.169 0.648 0.000 Ay m3 0.018 0.0000 0.0000 0.000 A m2 0.000 0.000 0.000000 0.0000 Ybar m4 0.0000 0.0000 0.300 0.0000 0.072 0.000683 0.000 0.175 3.0032 0.000 0.0000 0.0000 0.0011 0.175 3.000342 0.0000 klower dm3 0.000 A m2 0.000 0.000 0.0000 0.536 0.000 8.072 0.000 0.000 A m2 0.000683 0.0000 0.000 Ay m3 0.000 0.350 0.175 3.000 0.000 0.342 0.150 0.000 Level Span Beam 5 A 1-2 slab 6 depth width (o/a) T-beam Job No R68 depth width (o/a) m m T-beam n/a slab 0.648 0.342 0.000 A m2 0.000000 0.0000 0.000 0.169 0.000 0.000 0.000 0.175 3.0000 0.000 8.0050 0.000 0.700 0.000536 0.000 5.0086 0.000000 0.1126 0.0017 0.350 0.000 0.700 0.000 A m 2 0.500 0.000000 0.000 0.057 0.105 B-C slab Level 7 6 5 4 3 2 1 Span 5.000 Ay m3 0.0017 0.018 0.0000 0.000000 0.038 0.000 0.000000 k/2 m3 0.0032 0.169 0.0034 0.000 0.700 0.0031 0.342 0.0997 0.175 4.0000 Ybar m4 0.038 0.648 0.000 Span 0.0034 0.001072 0.648 0.000 0.175 4.000 0.000342 0.018 0.0031 0.000342 0.350 0.000 0.000 0.000 0.0000 0.0086 0.105 0.0000 0.000 0.175 3.0032 0.000 0.150 0.000 0.000000 0.000 k/2 dm3 0.000 0.000 0.0000 0.300 0.169 0.0000 Ina m4 0.169 0.0034 0.0094 0.000 0.175 3.000000 0.000 5.057 0.000 0.018 0.000 0.000 5.0000 0.1688 0.350 0.0063 0.0017 0.057 0.0000 0.000 0.0021 0.000 Ay m3 0.0031 0.Project Spreadsheets to BS 8110 Made by rmw Edge Column B1 (akin to D&D) BEAM/SLAB & COLUMN STIFFNESSES LocationCOLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT.169 0.000 0.000 depth width (o/a) m m 0.0000 0.000 0.1126 0.0017 0.175 3.342 0.001072 0.1688 0.0011 0.700 0.000 0.000 5.xls on CD © 1999 BCA for RCC Level 7 A-B Span slab Beam 4 3 2 1 5.000000 0.000342 0.000683 0.0031 0.0997 0.0017 0.000 5.823 0.0063 0.000 0.648 0.000683 0.0000 0.0050 0.000 0.700 0.0031 0.0063 0.169 0.0997 0.0050 0.000 0.0000 0.0000 0.300 0.000 0.0021 0.350 0.000000 0.0000 0.000 8.0000 0.057 0.0000 0.105 0 Beam 4 4 0.0997 0.0034 0.000 0.0032 0.000000 0.0000 0.300 0.000 0.300 0.0000 0.300 0.0000 0.018 0.072 0.700 0.0000 k m3 0.0021 0.0000 0.0017 0.000000 0.0050 0.000 0.000 0.000536 0.0000 Ay^2 m4 0.00E+00 k/2 m3 0. Status of spreadsheet Public release version. Revision history RCC51 Column Load Take-down & Design. suppl advisors. Users should note that all BCA software and publications are subject to revision f time and should therefore ensure that they are in possession of the latest version.0 Action First public release. RCC or their subcontractors.Disclaimer All advice or information from the British Cement Association and/or Reinforced Concrete C intended for those who will evaluate the significance and limitations of its contents and tak responsibility for its use and application. Telford Av Crowthorne.xls Date Version 06-Aug-99 RCC51 v1. Includes β version comments . No liability (including that for negligence) for any from such advice or information is accepted by the BCA. This spreadsheet should be used in compliance with the accompanying publication 'Spread concrete design to BS 8110 and EC2' available from British Cement Association. Berkshire RG45 6YS. ociation and/or Reinforced Concrete Council is and limitations of its contents and take including that for negligence) for any loss resulting CA. RCC or their subcontractors. own & Design. suppliers or d publications are subject to revision from time to session of the latest version.xls Size (kB) 411 . Telford Avenue. he accompanying publication 'Spreadsheets for ritish Cement Association. 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