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