case 1-during erection
TRANSCRIPT
Project Spreadsheets to BS 8110
Client CRANE BASE DESIGN Made by Date Page
Location CASE 1-DURING ERECTION ADEL 15-May-14 113
PAD FOUNDATION DESIGN to BS 8110:1997 Checked Revision Job No
Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC - R68
MATERIALS fcu 25 N/mm² h agg 20 mm gc 1.5 concrete
fy 400 N/mm² cover 50 mm gs 1.05 steel
Densities - Concrete 24 kN/m³ Soil 20 kN/m³
Bearing pressure 180 kN/m² (net allowable increase)
DIMENSIONS mm
COLUMN
L = 7300 h = 2500
B = 7300 b = 2500
depth H = 1500
ex = 0 ey = 0
COLUMN REACTIONS kN, kNm characteristic Plot (to scale) Key
DEAD IMPOSED WIND
Axial (kN) 926.0 STATUS VALID DESIGN
Mx (kNm) 6608.0
My (kNm)
Hx (kN) 40.0
Hy (kN)
Overturning FOS = 1.56
Uplift FOS = infinite
BEARING PRESSURES kN/m² characteristic
CORNER 1 2 3 4
no wind 0.0 168.9 0.0 168.9
with wind 0.0 168.9 0.0 168.9 Efficiency
REINFORCEMENT . .
Mxx = 13253.4 kNm Myy = 511.5 kNm
b = 7300 mm b = 7300 mm
d = 1430 mm d = 1394 mm
As = 25609 mm² As = 1014 mm²
PROVIDE 48 R40 @ 175 B1 PROVIDE 33 R32 @ 225 B2
As prov = 60319 mm² As prov = 26540 mm²
Asx increased 133% for shear .
BEAM SHEAR
Vxx = 3629.0 kN at d from col face Vyy = 174.0 kN at d from col face
v = 0.348 N/mm² v = 0.017 N/mm²
or Vxx = 3982.2 kN at 2d from col face or Vyy = 0.0 kN at 2d from col face
v = 0.381 N/mm² v = 0.000 N/mm²
vc = 0.383 N/mm² vc = 0.296 N/mm²
PUNCHING SHEAR
d ave = 1412 mm u crit = 26944 mm
As prov = 0.419 % v max = 0.296 N/mm² at col face
v = 0.141 N/mm² vc = 0.345 N/mm²
BASE
REINFORCED CONCRETE
COUNCIL
..
. .
Single column
base
41%
3%
100%
42%
4%
94%
0% 25% 50% 75% 100% 125%
punching
v yy
Shear v xx
(As/Asprov) fsy
Bending fsx
Grnd Brg Pressure
Project Spreadsheets to BS 8110
Client YASREF Made by Date Page
Location B' 1 - 6 & D' 1 - 6 Combined base 15-May-14
PAD FOUNDATION DESIGN to BS 8110:1997 Checked Revision Job No
Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC -
MATERIALS fcu 30 N/mm² h agg 20 mm gc 1.5 concrete
fy 415 N/mm² cover 50 mm gs 1.05 steel
Densities - Concrete 24 kN/m³ Soil 20 kN/m³
Bearing pressure 180 kN/m² (net allowable)
COLUMN REACTIONS kN, kNm characteristic
Column 1 (rhs) DEAD IMPOSED WIND Column 2 (lhs) DEAD IMPOSED WIND
Axial -10.0 67.0 -129.0 Axial -10.0 67.0 -129.0
Mx Mx
My My
Hx -80.0 Hx -80.0
Hy Hy
DIMENSIONS mm
L = 8000 h1 = 600 h2 = 600B = 4000 b1 = 800 b2 = 800
depth H = 600
Sex = 5500 ex1 = 2750 ex2 = 2750
Sey = 0 ey1 = 0 ey2 = 0
Overturning FOS = 7.62 Uplift FOS = 1.71
BEARING PRESSURES kN/m² characteristic
CORNER 1 2 3 4
no wind 6.0 6.0 6.0 6.0
with wind 0.2 0.0 0.2 0.0
REINFORCEMENT
Btm Mxx - 46.3 kNm Myy - 59.6
b = 4000 mm b = 8000
d = 540 mm d = 520
As = 228 mm² As = 305
PROVIDE 19 R20 @ 225 B1 & 37 R20 @ 175 & 275 B2
As prov = 5969 mm² As prov = 11624
Detail to clause 3.11.3.2
Top Mxx + 993.7 kNm Myy + 0.0
d = 540 mm d = 520
As = 4901 mm² As = 0
PROVIDE 19 R20 @ 225 T1 & 37 R20 @ 175 & 275 T2
As prov = 5969 mm² As prov = 11624. .
BEAM SHEAR .
Vxx = 44.5 kN at d Vyy = 50.3
v = 0.021 N/mm² v = 0.012
or Vxx = 31.9 kN at 2d or Vyy = 26.1
v = 0.015 N/mm² v = 0.006
vc = 0.406 N/mm² vc = 0.411
PUNCHING SHEAR
d ave = 530 mm u crit = 9160 mm
.
.
PLOT (to scale)
Mx Diagram (1.4Gk + 1.6Qk)
Efficiency'
.
REINFORCED CONCRETE
COUNCIL
COLUMN 1 (rhs) COLUMN 2 (lhs)BASE
STATUS VALID DESIGN
-20
0
20
40
60
80
0.00.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.08.5
Moment Columns Zero axis
-70
-60
-50
-40
-30
-20
-10
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5
3%
2%
4%
43%
51%
3%
0% 20% 40% 60%
punching
v yy
Shear v xx
(As/Asprov) fsy
Bending fsx
Grnd Brg Pressure
Project Spreadsheets to BS 8110 Location CASE 1-DURING ERECTION Made by ADEL Job No R68
PAD FOUNDATION DESIGN to BS 8110:1997 Single column base Date 8-Jan-99Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 1 of 3
CALCULATIONS - SINGLE BASE
Gross base wt 1918.44 L= 7.3 B= 7.3
CHARACTERISTIC PRESSURES
G + Q G + Q + W G + W
P kN 2844.44 2844.44 OK 2844.44 Uplift 0.00 Text Asx increased F/S OVERTURNING <1.5
Mx kNm 6668.00 6668.00 6668.00 Against 2844.44 Asy increased OVERTURNS at ULTIMATE
My kNm 0.00 0.00 0.00
ex m 2.344 2.344 2.344 FS o'turn 1.557019
ey m 0.000 0.000 0.000 FS o'turn 100 0
6ex/L 1.9268 1.9268 1.9268
if ex>L/6 3.7270 3.7270 3.7270 Rebar ares Area Dia
k 2-4 3.7270 3.7270 3.7270 50.3 8
k 1-3 0.0000 0.0000 0.0000 78.5 10
6ey/B 0.0000 0.0000 0.0000 113.1 12
if ey>B/6 1.3333 1.3333 1.3333 201.1 16
k 1-2 1.0000 1.0000 1.0000 314.2 20
k 3-4 1.0000 1.0000 1.0000 490.9 25
P/A kN/m² 53.38 53.38 53.38 804.2 32
corner 1 kN/m² 0.00 0.00 0.00 Gross 1256.6 40
corner 2 kN/m² 198.94 198.94 198.94 Gross
corner 3 kN/m² 0.00 0.00 0.00 Gross
corner 4 kN/m² 198.94 198.94 198.94 Gross
ULTIMATE PRESSURES
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N kN 3982.22 3413.33 OK 2844.44
Mx kNm 9335.20 8001.60 6668.00
My kNm 0.00 0.00 0.00
ex m 2.344 2.344 2.344 FS o'turn 1.557019
ey m 0.000 0.000 0.000 FS o'turn 100 0
6ex/L 1.9268 1.9268 1.9268
if ex>L/6 3.7270 3.7270 3.7270
k 2-4 3.7270 3.7270 3.7270
k 1-3 0.0000 0.0000 0.0000
6ey/B 0.0000 0.0000 0.0000
if ey>B/6 1.3333 1.3333 1.3333
k 1-2 1.0000 1.0000 1.0000
k 3-4 1.0000 1.0000 1.0000
N/L kN/m 545.51 467.58 389.65
edge 2-4 kN/m 2033.13 1742.68 1452.23
edge 1-3 kN/m 0.00 0.00 0.00
N/B kN/m 545.51 467.58 389.65
edge 1-2 kN/m 545.51 467.58 389.65
edge 3-4 kN/m 545.51 467.58 389.65
3(L/2-ex) m 3.917 3.917 3.917
3(B/2-ey) m 10.950 10.950 10.950
XX MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
LEFT RIGHT LEFT RIGHT LEFT RIGHT
from right m 4.900 2.400 3.11.2.2
from left m 2.400 4.900 3.11.2.2
to zero press m -0.983 -0.983 -0.983 -0.983 -0.983 -0.983
local press kN/m -510.01 0.00 -437.15 0.00 -364.29 0.00
M1 kNm -489.6 14313.0 -419.7 12268.3 -349.7 10223.6
M2 kNm -195.7 0.0 -167.7 0.0 -139.8 0.0
choose M kNm -1255.3 13253.4 -1076.0 11360.0 -896.6 9466.7
Design Mxx kNm 13253.4
XX SHEARS @ d from col face
from right m 6.340 0.960 3.4.5.10
from left m 0.960 6.340 3.4.5.8
to zero press m 2.957 -2.423 2.957 -2.423 2.957 -2.423
local press kN/m 1534.88 -1257.38 1315.61 -1077.76 1096.34 -898.13
V1 kN 3982.2 3982.2 3413.3 3413.3 2844.4 2844.4
V2 kN 2269.6 -1859.3 1945.3 -1593.6 1621.1 -1328.0
choose V kN 1916.4 3629.0 1642.6 3110.6 1368.8 2592.2
Design Vxx kN 3629.0
@ 2d from col face
from right m 7.300 0.000 3.4.5.10
from left m 0.000 7.300 3.4.5.8
to zero press m 3.917 -3.383 3.917 -3.383 3.917 -3.383
local press kN/m 2033.13 -1755.63 1742.68 -1504.83 1452.23 -1254.02
V1 kN 3982.2 0.0 3413.3 0.0 2844.4 0.0
V2 kN 3982.2 -3438.7 3413.3 -2947.5 2844.4 -2456.2
choose V kN 3982.2 0.0 3413.3 0.0 2844.4 0.0
Design Vxx kN 3982.2
Project Spreadsheets to BS 8110 Location CASE 1-DURING ERECTION Made by ADEL Job No R68
PAD FOUNDATION DESIGN to BS 8110:1997 Single column base Date 8-Jan-99Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 2 of 3
YY MOMENTS
from top m 4.900 2.400 3.11.2.2
from btm m 2.400 4.900 3.11.2.2
to zero press m 8.550 8.550 8.550 8.550 8.550 8.550
local press kN/m 545.51 545.51 467.58 467.58 389.65 389.65
M1 kNm 1571.1 1571.1 1346.6 1346.6 1122.2 1122.2
M2 kNm 6646.3 6646.3 5696.9 5696.9 4747.4 4747.4
choose M kNm 511.5 511.5 438.4 438.4 365.3 365.3
Design Myy kNm 511.5
YY SHEARS @ d from col face
from top m 6.320 0.980 3.4.5.10
from btm m 0.980 6.320 3.4.5.8
to zero press m 9.970 9.970 9.970 9.970 9.970 9.970
local press kN/m 545.51 545.51 467.58 467.58 389.65 389.65
V1 kN 534.6 534.6 458.2 458.2 381.9 381.9
V2 kN 2719.4 2719.4 2330.9 2330.9 1942.4 1942.4
choose V kN 174.0 174.0 149.2 149.2 124.3 124.3
Design Vyy kN 174.0
@ 2d from col face
from top m 7.300 0.000 3.4.5.10
from btm m 0.000 7.300 3.4.5.8
to zero press m 10.950 10.950 10.950 10.950 10.950 10.950
local press kN/m 545.51 545.51 467.58 467.58 389.65 389.65
V1 kN 0.0 0.0 0.0 0.0 0.0 0.0
V2 kN 2986.7 2986.7 2560.0 2560.0 2133.3 2133.3
choose V kN 0.0 0.0 0.0 0.0 0.0 0.0
Design Vyy kN 0.0
REINFORCEMENT min As 0.24%
X-X Y-Y
b mm 7300 choose dia 7300 choose dia
dia mm 40 20 32 20
d mm 1430 1440 1394 1420
K' 0.1558 0.1558
K 0.0355 0.0350 0.0014 0.0014
z mm 1358.5 1368.0 1324.3 1349.0 Punching
As mm² 25609 25431 1014 995 ave r 0.00028 3.48374
As shear mm² 59685 59167 222 215 As X 5565 0.13633
required mm² 59685 59167 26280 26280 As Y 215 3.62008
No 48 23.09 33 22.85 ave r 0.00029 3.50811
ave centres mm 175 325 225 325 As X 5749 0.13888
As prov mm² 60319 26540 As Y 222 3.64698
= % 0.578 0.261
Lc mm 3650 3650
Lc max mm 5093 > 3,650 5012 > 3,650
b central mm 6790 6682
Final centres mm 175 225
BEAM SHEAR
v @ d N/mm² 0.3476 0.3452 0.0171 0.0168
v @ 2d N/mm² 0.3815 0.3788 0.0000 0.0000
vc N/mm² 0.3828 OK 0.2955 OK
As enhanced % 133.06% 132.65% 0.00% 0.00%
PUNCHING SHEAR
d ave mm 1412 1.5 x d ave 2118 1430
L R B T 2145
to edges mm 3650 3650 3650 3650 6736
to 1.5d per mm 3368 3368 3368 3368 6736
No of sides 4 3395 3395
U mm 6736 6736 6736 6736 3395 3395
within base? Y,N 1 1 1 1 1 1 1 1 1
perimeter falls within base and on 4 sides
U crit mm 26944 27160
Area m² 45.374 46.104
As prov % 0.419
vc N/mm² 0.3451
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N kN 3982.2 3413.3 2844.4
v max N/mm² 0.296 OK 0.253 OK 0.211 OK 0 0 0
ave press kN/m² -30.50 -26.15 -21.79
V kN 5366.2 4599.6 3833.0 5388.5 4618.7 3848.9
v N/mm² 0.1410 OK 0.1209 OK 0.1007 OK 0.1387 0.1189 0.0991
Project Spreadsheets to BS 8110 Location CASE 1-DURING ERECTION Made by ADEL Job No R68
PAD FOUNDATION DESIGN to BS 8110:1997 Single column base Date 8-Jan-99Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 3 of 3
SIZING TIPS Net press = 186.0
G + Q G + Q + W G + W
N kN 2844.4 2844.4 2844.4
Mx kNm 6668.0 6668.0 6668.0
My kNm 0.0 0.0 0.0
ex m 2344 2344 2344
ey m 0 0 0
min A m² 15.29 12.23 12.23
min L mm 2500
min B mm 2500
sq base iteration 0 3.911 3.911 3.911
0 0 0
-40008 -40008 -40008
sq base iteration 1 7.821 7.821 7.821
66741 66741 66741
26733 26733 26733
sq base iteration 2 6.507 6.507 6.507
32746 32746 32746
-7262 -7262 -7262
sq base iteration 3 6.959 6.959 6.959
42883 42883 42883
2875 2875 2875
SQUARE SIZE
L & B mm 6794 6794 6794 6795 SQ
if L = 7300
1140 1140 1140
B mm 6131 4905 4905 or 7300 x 6135
if B = 7300
390 390 390
L mm 6576 5765 5765 or 6580 x 7300
Project Spreadsheets to BS 8110 Location B' 1 - 6 & D' 1 - 6 Made by Job No
PAD FOUNDATION DESIGN to BS 8110:1997 Combined base Date 15-May-14Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 1 of 5
CALCULATIONS - DOUBLE BASE
Gross base wt 460.80 L= 8.00 B= 4.00
CHARACTERISTIC PRESSURES
G + Q G + Q + W G + W
N1 kN 57.0 -72.0 -139.0 Uplift 258.00 Dims clear x 4900
N2 kN 57.0 -72.0 -139.0 Against 440.80 clear y 0
Total N kN 574.8 316.8 OK 182.8
Mx1 kNm 156.8 -246.0 -430.3 Rebar areas Area Dia
Mx2 kNm -156.8 150.0 334.3 50.3 8
Total Mx kNm 0.0 -96.0 -96.0 78.5 10
ex m 0.000 -0.303 -0.525 FS o'turn 7.616667 113.1 12
My1 kNm 0.0 0.0 0.0 201.1 16
My2 kNm 0.0 0.0 0.0 314.2 20
Total My kNm 0.0 0.0 0.0 490.9 25
ey m 0.000 0.000 0.000 FS o'turn 100 0 804.2 32
6ex/L 0.0000 -0.2273 -0.3939 1256.6 40
if ex>L/6 1.3333 1.4426 1.5348
k 2-4 1.0000 0.7727 0.6061
k 1-3 1.0000 1.2273 1.3939 N = 114.0
6ey/B 0.0000 0.0000 0.0000 Mx = 0 My = 0
if ey>B/6 1.3333 1.3333 1.3333 ex' = 0 ey' = 0
k 1-2 1.0000 1.0000 1.0000 Sex = 5500 Sey = 0
k 3-4 1.0000 1.0000 1.0000 ex1 ex2 ey1 ey2
N/A kN/m² 17.96 9.90 5.71 2750 2750 0 0
corner 1 kN/m² 17.96 12.15 7.96 Gross
corner 2 kN/m² 17.96 7.65 3.46 Gross
corner 3 kN/m² 17.96 12.15 7.96 Gross Text Asx increased
corner 4 kN/m² 17.96 7.65 3.46 Gross Asy increased
ULTIMATE PRESSURES
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N1 kN 93.2 -86.4 -190.6
N2 kN 93.2 -86.4 -190.6
Total N kN 831.5 380.2 OK 79.6
Mx1 kNm 0.0 -57.6 -67.2
Mx2 kNm 0.0 -57.6 -67.2SMx kNm 0.0 -115.2 -134.4
My1 kNm 0.0 0.0 0.0
My2 kNm 0.0 0.0 0.0SMy kNm 0.0 0.0 0.0
ex m 0.000 -0.303 -1.688 FS o'turn 2.369048
ey m 0.000 0.000 0.000 FS o'turn 100 0
6ex/L 0.0000 -0.2273 -1.2663
if ex>L/6 1.3333 1.4426 2.3072
k 2-4 1.0000 0.7727 0.0000
k 1-3 1.0000 1.2273 2.3072
6ey/B 0.0000 0.0000 0.0000
if ey>B/6 1.3333 1.3333 1.3333
k 1-2 1.0000 1.0000 1.0000
k 3-4 1.0000 1.0000 1.0000
N/L kN/m 103.94 47.52 9.95
edge 2-4 kN/m 103.94 36.72 0.00
edge 1-3 kN/m 103.94 58.32 22.96
N/B kN/m 207.88 95.04 19.90
edge 1-2 kN/m 207.88 95.04 19.90
edge 3-4 kN/m 207.88 95.04 19.90
3(L/2-ex) m 12.000 11.091 6.935
3(B/2-ey) m 6.000 6.000 6.000
XX MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
Column 1 LEFT RIGHT LEFT RIGHT LEFT RIGHT
from right m 1.550 0.950 3.11.2.2
from left m 6.450 7.050 3.11.2.2
to zero press m 10.450 11.050 9.541 10.141 5.385 5.985
local press kN/m 103.94 103.94 40.91 39.29 0.00 0.00
M1 kNm 2162.1 46.9 1092.4 17.0 318.4 0.0
M2 kNm 1891.8 2115.2 1092.4 673.3 318.4 0.0
add kNm -484.6 391.7 923.9
choose M kNm 0.0 10.5 46.3 -14.2 44.1 -26.0
Column 2
from right m 7.050 6.450 3.11.2.2
from left m 0.950 1.550 3.11.2.2
to zero press m 4.950 5.550 4.041 4.641 0.115 0.485
local press kN/m 103.94 103.94 55.76 54.14 0.00 0.00
M1 kNm 46.9 2162.1 25.9 884.6 6.9 0.0
M2 kNm 424.5 533.6 25.9 194.3 6.9 0.0
add kNm -484.6 391.7 923.9
choose M kNm 10.5 0.0 -5.3 -161.5 -19.1 -274.2
Design Mxx+ kNm 46.3
Suggested values for 'e'
228610861.xls.ms_office 12:58 AM 5/15/2014 6
BETWEEN
clear span m 4.900
End V kN 44.5 -44.5 -57.9 -5.9 -149.8 82.0
local press kN/m 103.94 103.94 52.68 52.68 0.00 0.00
quad a 0.000 0.000 0.000 Project Spreadsheets to BS 8110
if ex<=L/6 m 0.428 -1.100 0.000 Location B' 1 - 6 & D' 1 - 6
quad a 0.050 0.050 0.056 0.056 0.103 0.103 PAD FOUNDATION DESIGN to BS 8110:1997 Combined base
otherwise m 0.000 0.428 -1.098 0.000 -38.100 0.000 Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC
choose X bar m 0.428 -1.100 0.000 Made by Job No sheet 2 of 5
from left/right m 2.518 5.482 0.990 7.010 2.090 5.910 Date 15-May-14
local press kN/m 103.94 51.52 16.04
M1 kNm 44.3 86.4 -12.2
M2 kNm -2379.0 -1611.7 993.7
choose M kNm 44.3 86.4 993.7
Design Mxx- kNm 993.7
XX SHEARS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
Column 1 @ d LEFT RIGHT LEFT RIGHT LEFT RIGHT
from right m 2.090 0.410 3.4.5.10
from left m 5.910 7.590 3.4.5.8
to zero press m 9.910 11.590 9.001 10.681 4.845 6.525
local press kN/m 103.94 103.94 52.68 57.21 0.00 0.00
V1 kN 614.3 42.6 328.0 19.3 67.8 0.0
V2 kN 515.0 602.3 328.0 305.5 67.8 0.0
add kN -93.2 86.4 190.6
choose V kN 44.5 9.6 5.9 -9.1 -82.0 -23.6
@ 2d from col face
from right m 2.630 0.000 3.4.5.10
from left m 5.370 8.000 3.4.5.8
to zero press m 9.370 12.000 8.461 11.091 4.305 6.935
local press kN/m 103.94 103.94 51.22 58.32 0.00 0.00
V1 kN 558.2 0.0 294.1 0.0 61.6 0.0
V2 kN 487.0 623.6 294.1 323.4 61.6 0.0
add kN -93.2 86.4 190.6
choose V kN 31.9 0.0 9.3 0.0 -57.1 0.0
Column 2 @ d from col face
from right m 7.590 5.910 3.4.5.10
from left m 0.410 2.090 3.4.5.8
to zero press m 4.410 6.090 3.501 5.181 0.655 1.025
local press kN/m 103.94 103.94 57.21 52.68 0.00 0.00
V1 kN 42.6 614.3 23.7 264.2 4.7 0.0
V2 kN 229.2 316.5 23.7 136.5 4.7 0.0
add kN -93.2 86.4 190.6
choose V kN 9.6 44.5 -4.7 -57.9 -18.9 -149.8
Design Vxx (d) kN 44.5
@ 2d from col face
from right m 8.000 5.370 3.4.5.10
from left m 0.000 2.630 3.4.5.8
to zero press m 4.000 6.630 3.091 5.721 1.065 1.565
local press kN/m 103.94 103.94 58.32 51.22 0.00 0.00
V1 kN 0.0 558.2 0.0 236.1 0.0 0.0
V2 kN 207.9 344.6 0.0 146.5 0.0 0.0
add kN -93.2 86.4 190.6
choose V kN 0.0 31.9 0.0 -48.7 0.0 -118.7
Design Vxx (2d) kN 31.9
YY MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
Column 1 LEFT RIGHT LEFT RIGHT LEFT RIGHT
from top m 2.400 1.600 3.11.2.2
from btm m 1.600 2.400 3.11.2.2
to zero press m 4.400 4.400 4.400 4.400 4.400 4.400
local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90
M1 kNm 266.1 266.1 121.7 121.7 25.5 25.5
M2 kNm 670.8 670.8 306.7 306.7 64.2 64.2
add kNm 0.0 0.0 0.0
choose M kNm 59.6 59.6 -55.3 -55.3 -122.0 -122.0
Column 2
from top m 2.400 1.600 3.11.2.2
from btm m 1.600 2.400 3.11.2.2
to zero press m 4.400 4.400 4.400 4.400 4.400 4.400
local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90
M1 kNm 266.1 266.1 121.7 121.7 25.5 25.5
M2 kNm 670.8 670.8 306.7 306.7 64.2 64.2
add kNm 0.0 0.0 0.0
choose M kNm 59.6 59.6 -55.3 -55.3 -122.0 -122.0
Design Mxx+ kNm 59.6
228610861.xls.ms_office 12:58 AM 5/15/2014 7
BETWEEN
clear span m 0.000
End V kN 0.0 0.0 0.0 0.0 0.0 0.0 Spreadsheets to BS 8110
local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90 B' 1 - 6 & D' 1 - 6
quad a 0.000 0.000 0.000 PAD FOUNDATION DESIGN to BS 8110:1997 Combined base
if ex<=L/6 m 0.000 0.000 0.000 Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC
quad a 0.162 0.162 0.162 0.162 0.162 0.162 sheet 3 of 5
otherwise m 0.000 0.000 0.000 0.000 0.000 0.000 Made by Job No
choose X bar m 0.000 0.000 0.000 Date 15-May-14
from left/right m 2.920 1.080 2.920 1.080 2.920 1.080
local press kN/m 207.88 95.04 19.90
M1 kNm -112.9 104.7 230.9
M2 kNm -112.9 104.7 230.9
choose M kNm 0.0 0.0 0.0
Design Myy- kNm 0.0
YY SHEARS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
Column 1 @ d LEFT RIGHT LEFT RIGHT LEFT RIGHT
from top m 2.920 1.080 3.4.5.10
from btm m 1.080 2.920 3.4.5.8
to zero press m 3.080 4.920 3.080 4.920 3.080 4.920
local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90
V1 kN 224.5 224.5 102.6 102.6 21.5 21.5
V2 kN 320.1 511.4 146.4 233.8 30.6 49.0
add kN -93.2 86.4 190.6
choose V kN 0.0 50.3 0.0 -46.7 0.0 -102.9
@ 2d from col face
from top m 3.4 0.6 3.4.5.10
from btm m 0.560 3.440 3.4.5.8
to zero press m 2.560 5.440 2.560 5.440 2.560 5.440
local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90
V1 kN 116.4 116.4 53.2 53.2 11.1 11.1
V2 kN 266.1 565.4 121.7 258.5 25.5 54.1
add kN -93.2 86.4 190.6
choose V kN 0.0 26.1 0.0 -24.2 0.0 -53.4
Column 2 @ d from col face
from right m 2.920 1.080 3.4.5.10
from left m 1.080 2.920 3.4.5.8
to zero press m 3.080 4.920 3.080 4.920 3.080 4.920
local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90
V1 kN 224.5 224.5 102.6 102.6 21.5 21.5
V2 kN 320.1 511.4 146.4 233.8 30.6 49.0
add kN -93.2 86.4 190.6
choose V kN 50.3 0.0 -46.7 0.0 -102.9 0.0
Design Vyy (d) kN 50.3
@ 2d from col face
from right m 3.440 0.560
from left m 0.560 3.440
to zero press m 2.560 5.440 2.560 5.440 2.560 5.440
local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90
V1 kN 116.4 116.4 53.2 53.2 11.1 11.1
V2 kN 266.1 565.4 121.7 258.5 25.5 54.1
add kN -93.2 86.4 190.6
choose V kN 26.1 0.0 -24.2 0.0 -53.4 0.0
Design Vyy (2d) kN 26.1
REINFORCEMENT min As 0.24%
Bottom steel X-X Y-Y
b mm 4000 choose dia 8000 choose dia 445.1843
dia mm 20 20 20 20
d mm 540 540 520 520
K' 0.1558 0.1558
K 0.0013 0.0013 0.0009 0.0009 X-X Y-Y
z mm 513.0 513.0 494.0 494.0 Min 0.13%bd 5184 9984
As mm² 228 228 305 305 As as as % 0.240 0.240
As shear mm² 0 0 for punching
required mm² 5760 5760 11520 11520
No 19 12.94 37 25.12
ave centres mm 225 325 225 325
As prov mm² 5969 11624
= % 0.276 0.011 0.279 0.007 0.000 0.240
Lc mm 2000 2750 3.11.1
Lc max mm 1815 < 2,000 1620 < 2,750 3.11.3.2
b central mm 3220 4320
Final centres mm 225 175 & 275
0 0
228610861.xls.ms_office 12:58 AM 5/15/2014 8
Top steel X-X Y-Y
b mm 4000 choose dia 8000 choose dia
dia mm 20 20 20 20 Spreadsheets to BS 8110
d mm 540 540 520 520 B' 1 - 6 & D' 1 - 6
K' 0.1558 0.1558 PAD FOUNDATION DESIGN to BS 8110:1997 Combined base
K 0.0284 0.0284 0.0000 0.0000 Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC
z mm 513.0 513.0 494.0 494.0 Made by Job No sheet 4 of 5+M138
As mm² 4901 4901 0 0 Date 15-May-14
As shear mm²
required mm² 5760 5760 11520 11520 5184 9984
No 19 12.94 37 25.12 0.240 0.240
ave centres mm 225 325 225 325 0 0 for punching
As prov mm² 5969 11624
= % 0.276 0.227 0.279 0.000 0.000 0.240
Lc mm 2000 2750 3.11.1
Lc max mm 1815 < 2,000 1620 < 2,750 3.11.3.2
b central mm 3220 4320
Final centres mm 225 175 & 275
BEAM SHEAR
v @ d N/mm² 0.0206 0.0206 0.0121 0.0121
v @ 2d N/mm² 0.0148 0.0148 0.0063 0.0063
vc N/mm² 0.4058 OK 0.4112 OK
As enhanced % 0% 0.00% 0% 0.00% 0.0008316
PUNCHING SHEAR 5.881E-05
d ave mm 530 1.5 x d ave 795
As prov % 0.278
vc N/mm² 0.4085
COLUMN 1 L R B T
to edges mm 6750 1250 2000 2000 2390
to 1.5d per mm 1095 1095 1195 1195 2190
No of sides 4
U mm 2390 2390 2190 2190
within base? Y,N 1 1 1 1 1
perimeter falls within base
U crit mm 9160
Area m² 5.234
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N kN 93.2 -86.4 -190.6
v max N/mm² 0.061 OK -0.056 OK -0.124 OK
ave press kN/m² 5.83 -6.33 -13.16
V kN 62.7 -53.3 -121.7
v N/mm² 0.0129 OK -0.0110 OK -0.0251 OK 0.000
COLUMN 2 L R B T
to edges mm 1250 6750 2000 2000 2390
to 1.5d per mm 1095 1095 1195 1195 2190
No of sides 4
U mm 2390 2390 2190 2190
within base? Y,N 1 1 1 1 1
perimeter falls within base
U crit mm 9160
Area m² 5.234
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N kN 93.2 -86.4 -190.6
v max N/mm² 0.061 OK -0.057 OK -0.124 OK
ave press kN/m² 5.83 -4.47 -13.16
V kN 62.7 -63.0 -121.7
v N/mm² 0.0129 OK -0.0130 OK -0.0251 OK 0.000
COMBINED L R B T
to edges mm 1250 1250 2000 2000 2390
to 1.5d per mm 1095 1095 1195 1195 7690
No of sides 4
U mm 2390 2390 7690 7690
within base? Y,N 1 1 1 1 1
perimeter falls within base
U crit mm 20160
Area m² 18.379
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N kN 186.4 -172.8 -381.2
ave press kN/m² 5.83 -5.40 -13.16
V kN 79.3 -73.6 -139.4
v N/mm² 0.0074 OK -0.0069 OK -0.0130 OK 0.000
0 0
228610861.xls.ms_office 12:58 AM 5/15/2014 9
SIZING TIPS Net press = 177.6
G + Q G + Q + W G + W
N kN 114.0 -144.0 -278.0
Mx kNm 0.0 -96.0 -96.0 Spreadsheets to BS 8110
My kNm 0.0 0.0 0.0 B' 1 - 6 & D' 1 - 6
ex m 0 667 345 PAD FOUNDATION DESIGN to BS 8110:1997 Combined base
ey m 0 0 0 Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC
min A m² 0.64 -0.65 -1.25 sheet 5 of 5+M237
min L mm 6100 Made by Job No
19 -39 -61 Date 15-May-14
105 -176 -275
min B mm 800
143 -180 -348
802 #NUM! #NUM!
MINIMUM SIZE
L mm 6100 6100 6100
B mm 105 -176 -275 6100 x 110
if L = 8000
14 -27 -44
B mm 800 800 800 8000 x 800
if B = 4000
29 -36 -70
L mm 6100 #NUM! #NUM! #NUM!
228610861.xls.ms_office 12:58 AM 5/15/2014 10
Project Spreadsheets to BS 8110 Location B' 1 - 6 & D' 1 - 6 AND CASE 1-DURING ERECTION Made by AND ADEL Job No AND R68
PAD FOUNDATION DESIGN to BS 8110:1997 DateOriginated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 1 of 2
For Graphs
SINGLE PAD USAGE DOUBLE PAD USAGE
punching 40.9% punching 3.2%
v yy 2.9% v yy 1.5%
Shear v xx 99.6% Shear v xx 3.6%
(As/Asprov) fsy 42.5% (As/Asprov) fsy 43.0%
Bending fsx 3.8% Bending fsx 50.9%
Grnd Brg Pressure 93.9% Grnd Brg Pressure 3.3%
Mx DIAGRAM 80.6 diff 0.0 length 8.000 1.3 diff col M
Left 2L c/l 2R 0.490 0.0
distance 0.000 0.095 0.190 0.285 0.380 0.475 0.570 0.665 0.760 0.855 0.950 1.250 1.550 2.040 2.530 3.020
pressure 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9
press M 0.0 0.1 0.4 0.9 1.7 2.6 3.8 5.2 6.7 8.5 48.5 74.6 106.3
Col M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 73.6 119.3 165.0
M 0.0 -0.1 -0.4 -0.9 -1.7 -2.6 -3.8 -5.2 -6.7 -8.5 -10.5 -5.3 0.0 25.1 44.7 58.7
Base 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
1.0 1.0 1.6 1.6 6.5 6.5 7.1 7.1
69.9 -10.5 69.9 -10.5 69.9 -10.5 69.9 -10.5
My DIAGRAM 161.3 diff 0.0 length 4.000 2.0 diff col M
Left 2L 1L 2R 0.000 0.0
distance 0.000 0.160 0.320 0.480 0.640 0.800 0.960 1.120 1.280 1.440 1.600 1.600 2.400 2.400 2.400 2.400
pressure 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9
press M 0.0 0.6 2.4 5.4 9.5 14.9 21.5 29.2 38.2 48.3 134.2 134.2 134.2
Col M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 37.3 37.3 37.3
M 0.0 -0.6 -2.4 -5.4 -9.5 -14.9 -21.5 -29.2 -38.2 -48.3 -59.6 -59.6 -59.6 -59.6 -59.6 -59.6
1.6 1.6 2.4 2.4 1.6 1.6 2.4 2.4
0.0 -59.6 0.0 -59.6 0.0 -59.6 0.0 -59.6
15-May-14
228610861.xls.ms_office 12:58 AM 5/15/2014 11
Project Spreadsheets to BS 8110 Location B' 1 - 6 & D' 1 - 6 AND CASE 1-DURING ERECTION Made by AND ADEL Job No AND R68
PAD FOUNDATION DESIGN to BS 8110:1997 Date 15-May-14Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 2 of 2
For Graphs
2L c/l 2R 1L 1R
0.950 1.250 1.550 6.450 7.050 6.8 diff col M
-10.5 -5.3 0.0 0.0 -10.5 1L 1R 0.095 0.0 Right
3.510 4.000 4.490 4.980 5.470 5.960 6.450 7.050 7.145 7.240 7.335 7.430 7.525 7.620 7.715 7.810 7.905 8.000
103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9
143.5 186.4 234.9 288.9 348.6 413.8 594.7 610.7 626.8 643.1 659.7 676.5 693.4 710.6 728.0 0.0
210.6 256.3 302.0 347.6 393.3 439.0 586.2 603.9 621.6 639.4 657.1 674.8 692.5 710.2 727.9 0.0
67.1 69.9 67.1 58.7 44.7 25.1 0.0 -10.5 -8.5 -6.7 -5.2 -3.8 -2.6 -1.7 -0.9 -0.4 -0.1 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
2L c/l 2R 1L 1R
1.600 2.000 2.400 1.600 2.400 2.0 diff col M
-59.6 -59.6 -59.6 -59.6 -59.6 2R 1R 0.160 0.0 Right
2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.560 2.720 2.880 3.040 3.200 3.360 3.520 3.680 3.840 4.000
207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9
134.2 134.2 134.2 134.2 134.2 134.2 152.7 172.4 193.3 215.3 238.6 263.0 288.7 315.5 343.6 0.0
37.3 37.3 37.3 37.3 37.3 37.3 104.4 134.2 164.0 193.9 223.7 253.5 283.3 313.2 343.0 0.0
-59.6 -59.6 -59.6 -59.6 -59.6 -59.6 -59.6 -59.6 -48.3 -38.2 -29.2 -21.5 -14.9 -9.5 -5.4 -2.4 -0.6 0.0
228610861.xls.ms_office 12:58 AM 5/15/2014 12
RCC81 Foundation Pads.xls
Single
Double
Disclaimer
Status of spreadsheet
Public release version.
Revision history RCC81 Foundation Pads
Date Version Action
5-Jul-05 RCC81 v2.8Typographical correction at top of DOUBLE page.
Conditional formatting added to bearing pressures.
######## RCC81 v2.7Correction to inclusion of base weight for combined punching
shear on DET2.
8-Feb-05 RCC81 v2.6Correction of DIV/0 error on DOUBLE when zero pressure at
end of base.
7-Aug-04 RCC81 v2.5 Correction to shears when resultant outside middle third.
8-Dec-03 RCC81 v2.4 Correction to combined punching shear routine.
7-Aug-03 RCC81 v2.3Updated to May 2002 amendment to BS 8110 formulae for
vc.
######## RCC81 v2.2
Difference between gross and net bearing pressures
highlited. SW base now ith gf of 1.0 in Det1:H32. Factors of
safety against overturning and uplift shown.
22-Jan-03 RCC81 v2.1 DETR logo replaced by DTI.
11-Oct-02 RCC81 v2.0Version 2 enhancements, and minor correction to 'Det1' lines
80 & 110.
3-Oct-01 RCC81 v1.1 Correction to punching shear perimeters
8-Mar-01 RCC81 v1.0b Method of handling uplift changed in SINGLE (M Hutcheson)
9-Aug-99 RCC81 v1.0a Correction to recommended e's in DOUBLE (RW)
6-Aug-99 RCC81 v1.0First public release.
Includes b version comments
All advice or information from the British Cement Association and/or Reinforced Concrete Council
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, RCC or their subcontractors,
suppliers or advisors. Users should note that all BCA 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
'Spreadsheets for concrete design to BS 8110 and EC2' available from British Cement
Association, Telford Avenue, Crowthorne, Berkshire RG45 6YS.
This spreadsheet is shareware. It may be distributed freely, but
may not be used for commercial purposes until the user has
registered with the RCC.
Size (kB)
525
515
515
514
511
509
509
506
525
504
437
438
438
All advice or information from the British Cement Association and/or Reinforced Concrete Council
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, RCC or their subcontractors,
suppliers or advisors. Users should note that all BCA 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
'Spreadsheets for concrete design to BS 8110 and EC2' available from British Cement
Association, Telford Avenue, Crowthorne, Berkshire RG45 6YS.
This spreadsheet is shareware. It may be distributed freely, but
may not be used for commercial purposes until the user has
registered with the RCC.