case 1 out service
TRANSCRIPT
Project Spreadsheets to BS 8110
Client CRANE BASE DESIGN Made by Date Page
Location CASE 1-OUT OF SERVICE 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 35 N/mm² h agg 20 mm gc 1.5 concrete
fy 414 N/mm² cover 50 mm gs 1.05 steel
Densities - Concrete 24 kN/m³ Soil 20 kN/m³
Bearing pressure 600 kN/m² (net allowable increase)
DIMENSIONS mm
COLUMN
L = 10600 h = 2500
B = 4400 b = 2500
depth H = 1650
ex = 0 ey = 0
COLUMN REACTIONS kN, kNm characteristic Plot (to scale) Key
DEAD IMPOSED WIND
Axial (kN) 1367.0 STATUS VALID DESIGN
Mx (kNm) -2467.0 10010.0
My (kNm)
Hx (kN) 192.0
Hy (kN)
Overturning FOS = 2.17
Uplift FOS = infinite
BEARING PRESSURES kN/m² characteristic
CORNER 1 2 3 4
no wind 62.0 9.8 62.0 9.8
with wind 0.0 137.6 0.0 137.6 Efficiency
REINFORCEMENT . .
Mxx = 14452.2 kNm Myy = 196.3 kNm
b = 4400 mm b = 10600 mm
d = 1580 mm d = 1540 mm
As = 24420 mm² As = 340 mm²
PROVIDE 35 R40 @ 150 B1 PROVIDE 34 R40 @ 325 B2
As prov = 43982 mm² As prov = 42726 mm²
Asx increased 80% for shear Asy increased 76% for shear
BEAM SHEAR
Vxx = 2785.3 kN at d from col face Vyy = 0.0 kN at d from col face
v = 0.401 N/mm² v = 0.000 N/mm²
or Vxx = 2931.0 kN at 2d from col face or Vyy = 0.0 kN at 2d from col face
v = 0.422 N/mm² v = 0.000 N/mm²
vc = 0.431 N/mm² vc = 0.323 N/mm²
PUNCHING SHEAR
d ave = 1560 mm u crit = 8800 mm
As prov = 0.447 % v max = 0.272 N/mm² at col face
v = 0.343 N/mm² vc = 0.385 N/mm²
BASE
REINFORCED CONCRETE
COUNCIL
..
. .
Single column
base
89%
0%
98%
56%
1%
18%
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-OUT OF SERVICE 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 1846.94 L= 10.6 B= 4.4
CHARACTERISTIC PRESSURES
G + Q G + Q + W G + W
P kN 3213.94 3213.94 OK 3213.94 Uplift 0.00 Text Asx increased F/S OVERTURNING <1.5
Mx kNm -2150.20 7859.80 7859.80 Against 3213.94 Asy increased OVERTURNS at ULTIMATE
My kNm 0.00 0.00 0.00
ex m -0.669 2.446 2.446 FS o'turn 2.167218
ey m 0.000 0.000 0.000 FS o'turn 100 0
6ex/L -0.3787 1.3843 1.3843
if ex>L/6 1.5260 2.4757 2.4757 Rebar ares Area Dia
k 2-4 0.6213 2.4757 2.4757 50.3 8
k 1-3 1.3787 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 68.91 68.91 68.91 804.2 32
corner 1 kN/m² 95.01 0.00 0.00 Gross 1256.6 40
corner 2 kN/m² 42.81 170.60 170.60 Gross
corner 3 kN/m² 95.01 0.00 0.00 Gross
corner 4 kN/m² 42.81 170.60 170.60 Gross
ULTIMATE PRESSURES
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N kN 4499.52 3856.73 OK 3213.94
Mx kNm -3010.28 9431.76 11863.80
My kNm 0.00 0.00 0.00
ex m -0.669 2.446 3.691 FS o'turn 1.435788
ey m 0.000 0.000 0.000 FS o'turn 100 0
6ex/L -0.3787 1.3843 2.0894
if ex>L/6 1.5260 2.4757 4.3929
k 2-4 0.6213 2.4757 4.3929
k 1-3 1.3787 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 424.48 363.84 303.20
edge 2-4 kN/m 263.73 900.75 1331.94
edge 1-3 kN/m 585.23 0.00 0.00
N/B kN/m 1022.62 876.53 730.44
edge 1-2 kN/m 1022.62 876.53 730.44
edge 3-4 kN/m 1022.62 876.53 730.44
3(L/2-ex) m 13.893 8.563 4.826
3(B/2-ey) m 6.600 6.600 6.600
XX MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
LEFT RIGHT LEFT RIGHT LEFT RIGHT
from right m 6.550 4.050 3.11.2.2
from left m 4.050 6.550 3.11.2.2
to zero press m 9.843 9.843 2.013 2.013 -1.724 -1.724
local press kN/m 462.40 386.57 211.78 0.00 -475.83 0.00
M1 kNm 4463.8 2498.8 579.0 4924.8 -1300.8 15881.2
M2 kNm 7466.4 6242.0 719.0 0.0 -47.7 0.0
choose M kNm 2463.2 498.2 -995.8 3210.1 -1476.7 14452.2
Design Mxx kNm 14452.2
XX SHEARS @ d from col face
from right m 8.140 2.460 3.4.5.10
from left m 2.460 8.140 3.4.5.8
to zero press m 5.753 11.433 6.103 0.423 2.366 -3.314
local press kN/m 510.62 338.35 641.99 44.54 652.99 -914.67
V1 kN 1347.9 740.6 789.6 1162.7 3213.9 3213.9
V2 kN 2918.9 1934.1 1959.2 135.9 772.5 -1082.0
choose V kN 747.8 140.5 1444.8 648.3 343.8 2785.3
Design Vxx kN 2785.3
@ 2d from col face
from right m 9.730 0.870 3.4.5.10
from left m 0.870 9.730 3.4.5.8
to zero press m 4.163 13.023 7.693 -1.167 3.956 -4.904
local press kN/m 558.84 290.12 809.24 -122.71 1091.83 -1353.50
V1 kN 497.7 240.9 3856.7 338.4 3213.9 -9.4
V2 kN 3638.9 1889.1 3112.9 -472.0 2159.6 -2677.2
choose V kN 285.4 28.7 2931.0 156.5 2008.0 -161.0
Design Vxx kN 2931.0
Project Spreadsheets to BS 8110 Location CASE 1-OUT OF SERVICE 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 3.450 0.950 3.11.2.2
from btm m 0.950 3.450 3.11.2.2
to zero press m 5.650 5.650 5.650 5.650 5.650 5.650
local press kN/m 1022.62 1022.62 876.53 876.53 730.44 730.44
M1 kNm 461.5 461.5 395.5 395.5 329.6 329.6
M2 kNm 5440.8 5440.8 4663.5 4663.5 3886.3 3886.3
choose M kNm 196.3 196.3 168.2 168.2 140.2 140.2
Design Myy kNm 196.3
YY SHEARS @ d from col face
from top m 4.400 0.000 3.4.5.10
from btm m 0.000 4.400 3.4.5.8
to zero press m 6.600 6.600 6.600 6.600 6.600 6.600
local press kN/m 1022.62 1022.62 876.53 876.53 730.44 730.44
V1 kN 0.0 0.0 0.0 0.0 0.0 0.0
V2 kN 3374.6 3374.6 2892.5 2892.5 2410.5 2410.5
choose V kN 0.0 0.0 0.0 0.0 0.0 0.0
Design Vyy kN 0.0
@ 2d from col face
from top m 4.400 0.000 3.4.5.10
from btm m 0.000 4.400 3.4.5.8
to zero press m 6.600 6.600 6.600 6.600 6.600 6.600
local press kN/m 1022.62 1022.62 876.53 876.53 730.44 730.44
V1 kN 0.0 0.0 0.0 0.0 0.0 0.0
V2 kN 3374.6 3374.6 2892.5 2892.5 2410.5 2410.5
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 4400 choose dia 10600 choose dia
dia mm 40 20 40 20
d mm 1580 1590 1540 1570
K' 0.1558 0.1558
K 0.0376 0.0371 0.0002 0.0002
z mm 1501.0 1510.5 1463.0 1491.5 Punching
As mm² 24420 24266 340 334 ave r 0.00050 5.51507
As shear mm² 43979 57371 597 95 As X 7017 0.03149
required mm² 43979 57371 41976 41976 As Y 95 5.54655
No 35 14.17 34 33.00 ave r 0.00318 5.54997
ave centres mm 150 325 325 325 As X 43979 0.03210
As prov mm² 43982 42726 As Y 597 5.58207
= % 0.633 0.262
Lc mm 2200 5300
Lc max mm 5430 > 2,200 5340 > 5,300
b central mm 4400 7120
Final centres mm 150 325
BEAM SHEAR
v @ d N/mm² 0.4006 0.3981 0.0000 0.0000
v @ 2d N/mm² 0.4216 0.4190 0.0000 0.0000
vc N/mm² 0.4305 OK 0.3229 OK
As enhanced % 80.09% 136.42% 75.53% 0.00%
PUNCHING SHEAR
d ave mm 1560 1.5 x d ave 2340 1580
L R B T 2370
to edges mm 5300 5300 2200 2200 4400
to 1.5d per mm 3590 3590 2200 2200 10600
No of sides 2 3620 3620
U mm 4400 4400 0 0 2200 2200
within base? Y,N 1 1 0 0 1 1 1 0 0
perimeter falls within base and on 2 sides
U crit mm 8800 14480
Area m² 46.640 31.856
As prov % 0.447
vc N/mm² 0.3847
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N kN 4499.5 3856.7 3213.9
v max N/mm² 0.272 OK 0.245 OK 0.219 OK 0 0 0
ave press kN/m² 41.03 5.86 -32.18
V kN 2585.7 3583.5 4714.9 3192.4 3670.1 4239.1
v N/mm² 0.1884 OK 0.2610 OK 0.3434 OK 0.1395 0.1604 0.1853
Project Spreadsheets to BS 8110 Location CASE 1-OUT OF SERVICE 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 = 606.6
G + Q G + Q + W G + W
N kN 3213.9 3213.9 3213.9
Mx kNm -2150.2 7859.8 7859.8
My kNm 0.0 0.0 0.0
ex m 669 2446 2446
ey m 0 0 0
min A m² 5.30 4.24 4.24
min L mm 2500
min B mm 2500
sq base iteration 0 2.302 2.302 2.302
0 0 0
-12901 -47159 -47159
sq base iteration 1 4.604 4.604 4.604
44387 44387 44387
31486 -2772 -2772
sq base iteration 2 3.158 4.718 4.718
8961 48538 48538
-3941 1379 1379
sq base iteration 3 3.448 4.663 4.663
13791 46510 46510
890 -649 -649
SQUARE SIZE
L & B mm 3389 4689 4689 4690 SQ
if L = 10600
418 723 723
B mm 2500 2500 2500 or 10600 x 2500
if B = 4400
730 730 730
L mm 2882 4272 4272 or 4275 x 4400
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'
228611105.xls.ms_office 1:00 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
228611105.xls.ms_office 1:00 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
228611105.xls.ms_office 1:00 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
228611105.xls.ms_office 1:00 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!
228611105.xls.ms_office 1:00 AM 5/15/2014 10
Project Spreadsheets to BS 8110 Location B' 1 - 6 & D' 1 - 6 AND CASE 1-OUT OF SERVICE 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 89.3% punching 3.2%
v yy 0.0% v yy 1.5%
Shear v xx 97.9% Shear v xx 3.6%
(As/Asprov) fsy 55.5% (As/Asprov) fsy 43.0%
Bending fsx 0.8% Bending fsx 50.9%
Grnd Brg Pressure 18.3% 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
228611105.xls.ms_office 1:00 AM 5/15/2014 11
Project Spreadsheets to BS 8110 Location B' 1 - 6 & D' 1 - 6 AND CASE 1-OUT OF SERVICE 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
228611105.xls.ms_office 1:00 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.