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Project Spreadsheets to BS 8110 The Concrete Centre
Client Advisory Group Made by Date Page
Location Edge Column B1 (akin to D&D) rmw 18-Apr-23 115
COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:2005 Checked Revision Job No
v3.1 © 2006 TCC chg - R68
INPUT 1-2
Location Edge Column B1 (akin to D&D) y 24.0
1.40
Orientation A-B x x B-C H 1.60
yn/a
Level 7 6 5 4 3 2 1DimensionsSpans Cl to Cl A-B m 5.00 5.00 5.00 5.00 5.00 5.00 5.00
B-C m 5.00 5.00 5.00 5.00 5.00 5.00 5.001-2 m 7.50 7.50 7.50 7.50 7.50 7.50 7.50n/a m 0.00
Slab thickness (solid) mm 175 175 175 175 175 175 175span direction,(II to) x, y or b x x x x x x x
Beams width A-B mm 300 300 300 300 300 300 300depth o/a A-B mm 350 350 350 350 350 350 350
width B-C mm 300 300 300 300 300 300 300depth o/a B-C mm 350 350 350 350 350 350 350
width 1-2 mm 300 300 300 300 300 300 300depth o/a 1-2 mm 500 500 500 500 500 500 500
width n/a mm 0depth o/a n/a mm 0
Column below (col above)
H (ll to yy) mm 300 300 300 300 300 300 300B (ll to xx) mm 300 300 300 300 300 300 300
Height (fl. to floor.) m 4.00 4.00 4.00 4.00 4.00 4.00 4.00
Level 7 6 5 4 3 2 1 0 0 0Loads (characteristic uno)Slab (inc swt.) gk kN/m2 5.00 5.00 5.00 5.00 5.00 5.00 5.00
qk kN/m2 4.00 4.00 4.00 4.00 4.00 4.00 4.00
Beams (swt.) gk kN/m included included included included included included included included included included
line loads (-extra over slab loads and beam self weight)A-B gk kN/m 5.0 5.0 5.0 5.0 5.0 5.0 5.0
qk kN/m 0.0B-C gk kN/m 5.0 5.0 5.0 5.0 5.0 5.0 5.0
qk kN/m 0.01-2 gk kN/m 0.0
qk kN/m 0.0n/a gk kN/m 0.0
qk kN/m 0.0
Gk kN (char) 0.0Qk kN (char) 0.0
Mxx kNm (ult) 0.0Myy kNm (ult) 0.0
Loads per floorFloor Gk kN 133.8 133.8 133.8 133.8 133.8 133.8 133.8Floor Qk kN 75.0 75.0 75.0 75.0 75.0 75.0 75.0
Column below Gk kN 8.6 8.6 8.6 8.6 8.6 8.6 8.6
OUTPUT Column level 7 to 6 6 to 5 5 to 4 4 to 3 3 to 2 2 to 1Below 1
Cumulative loads in column.Gk kN 142.5 284.9 427.4 569.9 712.3 854.8 997.3Qk kN 75.0 150.0 225.0 300.0 375.0 450.0 525.0
Qk redn factor 1.0 0.9 0.8 0.7 0.6 0.6 0.6Y Qk red* kN 75.0 135.0 180.0 210.0 225.0 270.0 315.0
N kN 319 615 886 1134 1357 1629 1900Moments in columnabout x-x Mxx top kNm 112.6 91.7 91.7 91.7 91.7 91.7 91.7about y-y Myy top kNm 1.6 1.3 1.3 1.3 1.3 1.3 1.3
Mxx bottom kNm 91.7 91.7 91.7 91.7 91.7 91.7Myy bottom kNm 1.3 1.3 1.3 1.3 1.3 1.3
Originated from RCC51.xls
concrete density, kN/m3
γfgk
γfqk
At column position, other applied loads (eg loads from cantilevers)
Redn factors OK*?
Project Spreadsheets to BS 8110 The Concrete Centre
Client Advisory Group Made by Date Page
Location Edge Column B1 (akin to D&D) rmw 18-Apr-23 116
Checked Revision Job No
Originated from RCC51.xls v3.1 © 2006 TCC chg - R68
INPUT Location Edge Column B1 (akin to D&D)Level considered: Bottom (Max N) Orientation 1-2
y Dimensions about x-x bout y-y
h (ll to yy) mm 300 - A-B x x B-C Hb (ll to xx) mm - 300
lo, clear height mm 3500 3650 y ß value 0.90 0.90 n/a
Height (fl. to floor.) 4.00 mColumn properties
Braced or Unbraced? B or U B B fcu 35fy 500
Loads cover to link mm 30Axial N kN 1900 - Max sized main bar mm 32
Moments top kNm 91.7 1.3 Probable percentage As % 2.00%bottom kNm 0.0 0.0 link diameter mm 8
OUTPUTDesign criteria
N kNm 1900M kN 92.1
about X-XPROOF
Slenderness Design moments (cont) about x-x bout y-yle mm 3150 3285 Design moments for unbraced columns
Slenderness 10.50 10.95 M2+100% Madd kNm n/a n/aLimit for short column 15.0 15.0 eminN kNm n/a n/a
Design column as Short Maximu kNm n/a n/aColumn is Short Short
about x-x bout y-y Design momentskNm 91.7 1.3
Design moments about x-x bout y-yMin eccentricity, 0.05 h kNm 28.5 Short
Braced BracedMadd n/a - short column
d mm 246 246Nuz kN 2200.1 2200.1Nbal kN 645.8 645.8 Biaxial bendingK 0.193 0.193 Mx/h' 0.373
b' or, if slender, h? - b' mm 246 246 My/b 0.005ßa 0.082 0.089 Critical direction X-X
au mm 4.7 5.2Madd kNm 0.0 0.0 N/bhfcu 0.60
Eqns 32-35 ok to use? ok ß 0.30Braced columns M1 kNm 0.0 0.0
Mi kNm 55.0 0.8 Maximum design moment Mi, (Mi=0 if Le/h>20) kNm 55.0 0.8 = 91.7+0.30*246/246*1.3
Mi, (Mi=0 if b/h>3) 55.0 0.8= kNm 92.1 -
Design moments for braced columnsM2 kNm 91.7 1.3
Mi+Madd kNm 55.0 0.8M1+Madd/2 kNm 0.0 0.0
eminN kNm 28.5 n/aMaximu kNm 91.7 1.3
COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:2005
Project Spreadsheets to BS 8110 The Concrete Centre
Client Advisory Group Made by Date Page
Locatio Edge Column B1 (akin to D&D) rmw 18-Apr-23 117
Checked Revision Job No
Originated from RCC51.xls v3.1 © 2006 TCC chg - R68
INPUT Level designed: Bottom (Max N)Axial load, N 1900 kN fcu 35 N/mm²
Moment, M 92.1 kNm fy 500 N/mm²
about X-X axis fyv 500 N/mm²
Height, h (ll to yy, L'r to xx) 300 mm 1.15 steel
Breadth, b (ll to xx) 300 mm 1.5 concrete
Max bar diameter 32 mm Link Ø 8 mm
cover (to link) 30 mm steel class ACALCULATIONS
from M As = {M - 0.67fcu.b.dc(h/2 - dc/2)}/[(h/2-d').(fsc+fst).γm] from N As = (N - 0.67fcu.b.dc/γm) / (fsc - fst) As = Ast = Asc: dc=min(h,0.9x)
d' = 54 mm .67fcu/γm = 15.6 N/mm²
d = 246 mm fy/γm = 434.8 N/mm²
critical about X-X axis:…... h= 300 mm
b= 300 mm
from iteration, neutral axis depth, x, = 266.3 mm
dc 239.7 mm
0.67.fcu.b.dc/γm 1124.0 kN
Steel comp strain 0.00279Steel tens strain -0.00027
Steel stress in comp. face, fsc 435 N/mm2 (Comp. stress in reinf.)Steel stress in tensile face, fst -53 N/mm2 (Tensile stress in reinf.)
from M, As = 1590 mm2from N, As = 1590 mm2 OK
As req'd = 1590mm² T&B:- PROVIDE 4H32
(ie 2H32 T&B - 1609mm²T&B) - 3.57% o/a - @192 cc.)Links : - PROVIDE H8 @ 300
.OK
15.6 N/mm²
about X-X axis
Notes
Compression +ve
COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:2005
gm
gm
Stresses in N/mm2
2
Stress diagram5
7
9
12
Strain diagram
document.xls 04/18/202309:04:57 p4
Project Spreadsheets to BS 8110 Location Edge Column B1 (akin to D&D) LOAD TAKE DOWN CALCULATIONS I Made by rmw Job No R68
COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:2005 18-Apr-23Originated from RCC51.xls v3.1 © 2006 TCC
Location Edge Column B1 (akin to D&D) Column loads - loads from slabs (including self weight) Location Edge Column B1 (akin to D&D)
Column loads - loads from slabs (including self weight)7 6 5 4 3 2 1 0 0 0
A-B Gk kN =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0
Qk kN =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0
B-C Gk kN = 0.5x(0.0+0.0)/2*0.0/2*0.0 = 0.5x(0.0+0.0)/2*0.0/2*0.0 = 0.5x(0.0+0.0)/2*0.0/2*0.0
Qk kN =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0
1-2 Gk kN =(5.0+5.0)/2*7.5/2*5.0 =(5.0+5.0)/2*7.5/2*5.0 =(5.0+5.0)/2*7.5/2*5.0 =(5.0+5.0)/2*7.5/2*5.0 =(5.0+5.0)/2*7.5/2*5.0 =(5.0+5.0)/2*7.5/2*5.0 =(5.0+5.0)/2*7.5/2*5.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0
Qk kN =(5.0+5.0)/2*7.5/2*4.0 =(5.0+5.0)/2*7.5/2*4.0 =(5.0+5.0)/2*7.5/2*4.0 =(5.0+5.0)/2*7.5/2*4.0 =(5.0+5.0)/2*7.5/2*4.0 =(5.0+5.0)/2*7.5/2*4.0 =(5.0+5.0)/2*7.5/2*4.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0
n/a Gk kN =(5.0+5.0)/2*0.0/2*5.0 =(5.0+5.0)/2*0.0/2*5.0 =(5.0+5.0)/2*0.0/2*5.0 =(5.0+5.0)/2*0.0/2*5.0 =(5.0+5.0)/2*0.0/2*5.0 =(5.0+5.0)/2*0.0/2*5.0 =(5.0+5.0)/2*0.0/2*5.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0
Qk kN =(5.0+5.0)/2*0.0/2*4.0 =(5.0+5.0)/2*0.0/2*4.0 =(5.0+5.0)/2*0.0/2*4.0 =(5.0+5.0)/2*0.0/2*4.0 =(5.0+5.0)/2*0.0/2*4.0 =(5.0+5.0)/2*0.0/2*4.0 =(5.0+5.0)/2*0.0/2*4.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0 =0.5x(0.0+0.0)/2*0.0/2*0.0
ieA-B Gk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
B-C Gk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
1-2 Gk kN 93.8 93.8 93.8 93.8 93.8 93.8 93.8 0.0 0.0 0.0
Qk kN 75.0 75.0 75.0 75.0 75.0 75.0 75.0 0.0 0.0 0.0
n/a Gk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Column loads - loads from beam line loads
7 6 5 4 3 2 1 0 0 0
A-B Gk kN = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0
Qk kN = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0
B-C Gk kN = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 5.0/2*5.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0
Qk kN = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 5.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0
1-2 Gk kN = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0
Qk kN = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 7.5/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0
n/a Gk kN = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0
Qk kN = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0 = 0.0/2*0.0
ieA-B Gk kN 12.5 12.5 12.5 12.5 12.5 12.5 12.5 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
B-C Gk kN 12.5 12.5 12.5 12.5 12.5 12.5 12.5 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
1-2 Gk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
n/a Gk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Column loads - beams self weigh 7 6 5 4 3 2 1 0 0 0
A-B gk kN/mGk kN = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2
B-C gk kN/mGk kN = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2
1-2 gk kN/mGk kN = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2
n/a gk kNGk kN/m = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2 = 0*0*24.0/10^6*0.0/2
ieA-B gk kN/m 1.26 1.26 1.26 1.26 1.26 1.26 1.26 0 0 0
Gk kN 3.2 3.2 3.2 3.2 3.2 3.2 3.2 0.0 0.0 0.0
B-C gk kN/m 1.26 1.26 1.26 1.26 1.26 1.26 1.26 0 0 0
Gk kN 3.2 3.2 3.2 3.2 3.2 3.2 3.2 0.0 0.0 0.0
1-2 gk kN/m 2.34 2.34 2.34 2.34 2.34 2.34 2.34 0 0 0
Gk kN 8.8 8.8 8.8 8.8 8.8 8.8 8.8 0.0 0.0 0.0
n/a gk kN 0 0 0 0 0 0 0 0 0 0
Gk kN/m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Column loads - loads from beam line loads
Column loads - beams self weight
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*175*24.0/10^6*5.0/2
= 300*325*24.0/10^6*7.5/2
= 300*325*24.0/10^6*7.5/2
= 300*325*24.0/10^6*7.5/2
= 300*325*24.0/10^6*7.5/2
= 300*325*24.0/10^6*7.5/2
= 300*325*24.0/10^6*7.5/2
= 300*325*24.0/10^6*7.5/2
document.xls 04/18/202309:04:57 p5
Project Spreadsheets to BS 8110 Location Edge Column B1 (akin to D&D) LOAD TAKE DOWN CALCULATIONS II sheet 2 of 2 Made by rmw Job No R68
COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:2005 18-Apr-23
Originated from RCC51.xls v3.1 © 2006 TCC
TOTAL LOADS LocationEdge Column B1 (akin to D&D) TOTAL LOADS Location Edge Column B1 (akin to D&D)
7 6 5 4 3 2 1 0 0 0A-B Gk kN = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0
Qk kN = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0
B-C Gk kN = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +12.5 +3.2 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0
Qk kN = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0
1-2 Gk kN = 93.8 +0.0 +8.8 = 93.8 +0.0 +8.8 = 93.8 +0.0 +8.8 = 93.8 +0.0 +8.8 = 93.8 +0.0 +8.8 = 93.8 +0.0 +8.8 = 93.8 +0.0 +8.8 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0
Qk kN = 75.0 +0.0 = 75.0 +0.0 = 75.0 +0.0 = 75.0 +0.0 = 75.0 +0.0 = 75.0 +0.0 = 75.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0
n/a Gk kN = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0 = 0.0 +0.0 +0.0
Qk kN = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0 = 0.0 +0.0
ieA-B Gk kN 15.7 15.7 15.7 15.7 15.7 15.7 15.7 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
B-C Gk kN 15.7 15.7 15.7 15.7 15.7 15.7 15.7 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
1-2 Gk kN 102.5 102.5 102.5 102.5 102.5 102.5 102.5 0.0 0.0 0.0
Qk kN 75.0 75.0 75.0 75.0 75.0 75.0 75.0 0.0 0.0 0.0
n/a Gk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Qk kN 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
FIXED END MOMENTS FIXED END MOMENTS7 6 5 4 3 2 1 0 0 0
A-B (about yy) Gk kNm 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8N kNm
B-C (about yy) Gk kNm 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8 15.7*2*5.0/8N kNm
1-2 (about xx) Gk kNm 102.5*2*7.5/8 102.5*2*7.5/8 102.5*2*7.5/8 102.5*2*7.5/8 102.5*2*7.5/8 102.5*2*7.5/8 102.5*2*7.5/8N kNm
n/a (about xx) Gk kNmN kNm
A-B (about yy) Gk kNm 19.6 19.6 19.6 19.6 19.6 19.6 19.6 0.0 0.0 0.0
N kNm 27.4 27.4 27.4 27.4 27.4 27.4 27.4 0.0 0.0 0.0
B-C (about yy) Gk kNm 19.6 19.6 19.6 19.6 19.6 19.6 19.6 0.0 0.0 0.0
N kNm 27.4 27.4 27.4 27.4 27.4 27.4 27.4 0.0 0.0 0.0
1-2 (about xx) Gk kNm 192.2 192.2 192.2 192.2 192.2 192.2 192.2 0.0 0.0 0.0
N kNm 494.1 494.1 494.1 494.1 494.1 494.1 494.1 0.0 0.0 0.0
n/a (about xx) Gk kNm 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
N kNm 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
FEMxx about x- kNm
FEMyy about y- kNm
FEMxx about x- kNm 494.1 494.1 494.1 494.1 494.1 494.1 494.1 0.0 0.0 0.0
FEMyy about y- kNm 7.8 7.8 7.8 7.8 7.8 7.8 7.8 0.0 0.0 0.0
Moments in columnMoments in column
Mxx col abov kNm 494.1*0/(0+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 0.0*17/(17+0+0+0) 0.0*0/(0+0+0+0) 0.0*0/(0+0+0+0)
about x-xcol belo kNm 494.1*17/(0+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 494.1*17/(17+17+57+0) 0.0*0/(17+0+0+0) 0.0*0/(0+0+0+0) 0.0*0/(0+0+0+0)
Mxx col abov kNm 0.0 91.7 91.7 91.7 91.7 91.7 91.7 0.0 0.0 0.0
about x-xcol belo kNm 112.6 91.7 91.7 91.7 91.7 91.7 91.7 0.0 0.0 0.0
Myy col abov kNm 7.8*0/(0+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 0.0*17/(17+0+0+0) 0.0*0/(0+0+0+0) 0.0*0/(0+0+0+0)
about y-ycol belo kNm 7.8*17/(0+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 7.8*17/(17+17+33+33) 0.0*0/(17+0+0+0) 0.0*0/(0+0+0+0) 0.0*0/(0+0+0+0)
Myy col abov kNm 0.0 1.3 1.3 1.3 1.3 1.3 1.3 0.0 0.0 0.0
about y-ycol belo kNm 1.6 1.3 1.3 1.3 1.3 1.3 1.3 0.0 0.0 0.0
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*15.7+1.6*0.0)*2*5.0/8
(1.4*102.5+1.6*75.0)*2*7.5/8
(1.4*102.5+1.6*75.0)*2*7.5/8
(1.4*102.5+1.6*75.0)*2*7.5/8
(1.4*102.5+1.6*75.0)*2*7.5/8
(1.4*102.5+1.6*75.0)*2*7.5/8
(1.4*102.5+1.6*75.0)*2*7.5/8
(1.4*102.5+1.6*75.0)*2*7.5/8
MAX[abs(494.1-0.0),abs(0.0-192.2)]
MAX[abs(494.1-0.0),abs(0.0-192.2)]
MAX[abs(494.1-0.0),abs(0.0-192.2)]
MAX[abs(494.1-0.0),abs(0.0-192.2)]
MAX[abs(494.1-0.0),abs(0.0-192.2)]
MAX[abs(494.1-0.0),abs(0.0-192.2)]
MAX[abs(494.1-0.0),abs(0.0-192.2)]
MAX[abs(0.0-0.0),abs(0.0-0.0)]
MAX[abs(0.0-0.0),abs(0.0-0.0)]
MAX[abs(0.0-0.0),abs(0.0-0.0)]
MAX[abs(27.4-19.6),abs(27.4-19.6)]
MAX[abs(27.4-19.6),abs(27.4-19.6)]
MAX[abs(27.4-19.6),abs(27.4-19.6)]
MAX[abs(27.4-19.6),abs(27.4-19.6)]
MAX[abs(27.4-19.6),abs(27.4-19.6)]
MAX[abs(27.4-19.6),abs(27.4-19.6)]
MAX[abs(27.4-19.6),abs(27.4-19.6)]
MAX[abs(0.0-0.0),abs(0.0-0.0)]
MAX[abs(0.0-0.0),abs(0.0-0.0)]
MAX[abs(0.0-0.0),abs(0.0-0.0)]
document.xls 04/18/2023 6
Project Spreadsheets to BS 8110 Made by rmw Job No R68
LocationEdge Column B1 (akin to D&D) BEAM/SLAB & COLUMN STIFFNESSES 18-Apr-23COLUMN LOAD TAKE DOWN & DESIGN FOR SYMMETRICALLY REINFORCED RECT. COLUMNS BENT ABOUT TWO AXES TO BS 8110:2005 p1 OF 1
Originated from RCC51.xls v3.1 © 2006 TCC
Level 7 6 5 4 3 2 1 Level 7 6 5 4 3 2 1
A-B Span 5.000 5.000 5.000 5.000 5.000 5.000 5.000 0.000 0.000 0.000 B-C Span 5.000 5.000 5.000 5.000 5.000 5.000 5.000 0.000 0.000 0.000
slab depth m 0.175 0.175 0.175 0.175 0.175 0.175 0.175 0.000 0.000 0.000 slab depth m 0.175 0.175 0.175 0.175 0.175 0.175 0.175 0.000 0.000 0.000width (o/a) m 3.450 3.450 3.450 3.450 3.450 3.450 3.450 0.000 0.000 0.000 width (o/a) m 3.450 3.450 3.450 3.450 3.450 3.450 3.450 0.000 0.000 0.000
A 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.000 0.000 0.000 0 A 0.604 0.604 0.604 0.604 0.604 0.604 0.604 0.000 0.000 0.000
Ay 0.053 0.053 0.053 0.053 0.053 0.053 0.053 0.000 0.000 0.000 Ay 0.053 0.053 0.053 0.053 0.053 0.053 0.053 0.000 0.000 0.000
Ay^2 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0000 0.0000 0.0000 Ay^2 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0046 0.0000 0.0000 0.0000
Ina 0.0015 0.0015 0.0015 0.0015 0.0015 0.0015 0.0015 0.0000 0.0000 0.0000 Ina 0.0015 0.0015 0.0015 0.0015 0.0015 0.0015 0.0015 0.0000 0.0000 0.0000
Beam depth m 0.350 0.350 0.350 0.350 0.350 0.350 0.350 0.000 0.000 0.000 Beam depth m 0.350 0.350 0.350 0.350 0.350 0.350 0.350 0.000 0.000 0.000width (o/a) m 0.300 0.300 0.300 0.300 0.300 0.300 0.300 0.000 0.000 0.000 width (o/a) m 0.300 0.300 0.300 0.300 0.300 0.300 0.300 0.000 0.000 0.000
A 0.105 0.105 0.105 0.105 0.105 0.105 0.105 0.000 0.000 0.000 A 0.105 0.105 0.105 0.105 0.105 0.105 0.105 0.000 0.000 0.000
Ay 0.018 0.018 0.018 0.018 0.018 0.018 0.018 0.000 0.000 0.000 Ay 0.018 0.018 0.018 0.018 0.018 0.018 0.018 0.000 0.000 0.000
Ay^2 0.0032 0.0032 0.0032 0.0032 0.0032 0.0032 0.0032 0.0000 0.0000 0.0000 Ay^2 0.0032 0.0032 0.0032 0.0032 0.0032 0.0032 0.0032 0.0000 0.0000 0.0000
Ina 0.0011 0.0011 0.0011 0.0011 0.0011 0.0011 0.0011 0.0000 0.0000 0.0000 Ina 0.0011 0.0011 0.0011 0.0011 0.0011 0.0011 0.0011 0.0000 0.0000 0.0000
T-beam Ybar 0.1005 0.1005 0.1005 0.1005 0.1005 0.1005 0.1005 0.0000 0.0000 0.0000 T-beam Ybar 0.1005 0.1005 0.1005 0.1005 0.1005 0.1005 0.1005 0.0000 0.0000 0.0000
Ina 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0000 0.0000 0.0000 Ina 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0000 0.0000 0.0000
k 0.000660 0.000660 0.000660 0.000660 0.000660 0.000660 0.000660 0.000000 0.000000 0.000000 k 0.000660 0.000660 0.000660 0.000660 0.000660 0.000660 0.000660 0.00E+00 0.00E+00 0.00E+00
k/2 0.000330 0.000330 0.000330 0.000330 0.000330 0.000330 0.000330 0.000000 0.000000 0.000000 k/2 0.000330 0.000330 0.000330 0.000330 0.000330 0.000330 0.000330 0.00E+00 0.00E+00 0.00E+00
k/2 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.000 0.000 0.000 k/2 0.330 0.330 0.330 0.330 0.330 0.330 0.330 0.000 0.000 0.000
Level 7 6 5 4 3 2 1 Level 7 6 5 4 3 2 1
1-2 Span 7.500 7.500 7.500 7.500 7.500 7.500 7.500 0.000 0.000 0.000 n/a Span 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
slab depth m 0.175 0.175 0.175 0.175 0.175 0.175 0.175 0.000 0.000 0.000 slab depth m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000width (o/a) m 4.700 4.700 4.700 4.700 4.700 4.700 4.700 0.000 0.000 0.000 width (o/a) m 5.000 5.000 5.000 5.000 5.000 5.000 5.000 0.000 0.000 0.000
A 0.823 0.823 0.823 0.823 0.823 0.823 0.823 0.000 0.000 0.000 A 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Ay 0.072 0.072 0.072 0.072 0.072 0.072 0.072 0.000 0.000 0.000 Ay 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Ay^2 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0063 0.0000 0.0000 0.0000 Ay^2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Ina 0.0021 0.0021 0.0021 0.0021 0.0021 0.0021 0.0021 0.0000 0.0000 0.0000 Ina 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Beam depth m 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.000 0.000 0.000 Beam depth m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000width (o/a) m 0.300 0.300 0.300 0.300 0.300 0.300 0.300 0.000 0.000 0.000 width (o/a) m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
A 0.150 0.150 0.150 0.150 0.150 0.150 0.150 0.000 0.000 0.000 A 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Ay 0.038 0.038 0.038 0.038 0.038 0.038 0.038 0.000 0.000 0.000 Ay 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Ay^2 0.0094 0.0094 0.0094 0.0094 0.0094 0.0094 0.0094 0.0000 0.0000 0.0000 Ay^2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Ina 0.0031 0.0031 0.0031 0.0031 0.0031 0.0031 0.0031 0.0000 0.0000 0.0000 Ina 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
T-beam Ybar 0.1126 0.1126 0.1126 0.1126 0.1126 0.1126 0.1126 0.0000 0.0000 0.0000 T-beam Ybar 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Ina 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0086 0.0000 0.0000 0.0000 Ina 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
k 0.001143 0.001143 0.001143 0.001143 0.001143 0.001143 0.001143 0.000000 0.000000 0.000000 k 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000
k/2 0.000572 0.000572 0.000572 0.000572 0.000572 0.000572 0.000572 0.000000 0.000000 0.000000 k/2 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000
k/2 0.572 0.572 0.572 0.572 0.572 0.572 0.572 0.000 0.000 0.000 k/2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
COLUMN STIFFNESSES
BELOW LEVEL 7 6 5 4 3 2 1
about xxI 0.0007 0.0007 0.0007 0.0007 0.0007 0.0007 0.0007 0.0000 0.0000 0.0000
k 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.000 0.000 0.000
k above 7 0.000
about yyI 0.0007 0.0007 0.0007 0.0007 0.0007 0.0007 0.0007 0.0000 0.0000 0.0000
k 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.000 0.000 0.000
k above 7 0.0000
m2 m2
m3 m3
m4 m4
m4 m4
m2 m2
m3 m3
m4 m4
m4 m4
m4 m4
m4 m4
m3 m3
m3 m3
dm3 dm3
m2 m2
m3 m3
m4 m4
m4 m4
m2 m2
m3 m3
m4 m4
m4 m4
m4 m4
m4 m4
m3 m3
m3 m3
dm3 dm3
m4
dm3
dm3
m4
dm3
dm3
Disclaimer
Status of spreadsheetPublic release version.
Date Version28-Jun-06 RCC51 v3.1
25-Oct-05 RCC51 v3.0
22-Jan-03 RCC51 v2.1
11-Oct-02 RCC51 v2.0
10-Oct-02 RCC51 v1.7
1-Oct-02 RCC51 v1.6
3-Apr-02 RCC51 v1.5
28-Mar-01 RCC51 v1.4
7-Jun-00 RCC51 v1.3
27-Mar-00 RCC51 v1.2
28-Feb-00 RCC51 v1.1
6-Aug-99 RCC51 v1.0
All advice or information from the British Cement Association and/or 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 the BCA, TCC or their subcontractors, suppliers or advisors. Users should note that all TCC software and publications are subject to revision from time to time and 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: v3' available from The Concrete Bookshop, www.concretebookshop.com, Tel +44 (0)700 4 607777 or +44 (0)1276 607140
Revision history RCC51 Column Load Take-down & Design.xls
Action484
Updated to 2005 versions of BS8110 & BS8666 507
DETR logo replaced by DTI. 464
Version 2 enhancements 485
398
398
396
394
393
412
411
411
All advice or information from the British Cement Association and/or 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 the BCA, TCC or their subcontractors, suppliers or advisors. Users should note that all TCC software and publications are subject to revision from time to time and should therefore ensure that they are in possession of the latest
This spreadsheet should be used in compliance with the accompanying publication 'User Guide RC Spreadsheets: v3' available from The Concrete Bookshop, www.concretebookshop.com, Tel +44 (0)700 4 607777 or +44 (0)1276 607140
This spreadsheet is shareware. It may be distributed freely, but may not be used for commercial purposes until the user has registered with the TCC via
The Concrete Bookshop.
Revision history RCC51 Column Load Take-down & Design.xls
Size (kB)v3 release. Page nos, User Guide and registration details
amended.
Mods for balanced sections at CDES!R38:AL38; Q65:T65 & I33Mods at LOADTD!S36 etc. for convenience.
LOADTD!: C73:S73 : Modifications to suit BS6399 Pt1 1996. New note at S39 re base fixity.(G Jack)
CDES! Chart at Z8 reactivated. Modifications to R42:Y42 to help iteration procedure. Note re Walls at K22 (G Jack)
Cells U2:AC2 on DESMMNTS corrected to eliminate reducing values.
Function in DESMMNTS!AD3:AD8 revised so correct Lo etc used for appropriate storey.
Input for column sizes now in table in LOADTD!G36:P37. Not CDES!
Minor formatting changes in LOADTD!, DESMMNTS! & CDES!.gm included in DESMMNTS!G43, DESMMNTS!G14 & H14
corrected to use Lo for appropriate storey.Mods to ltdcalc!G123:P133 & Stiffs!D65:O70 to corrcct
referencing of stiffnesses (G Dosser).LOADTD!f36:F38 made active. CDES!AB66:AG77 unprotected to make combo box
work.LOADTD line 33 made taller.
CDES!G22 made active
First public release. Includes b version comments
