Project
Spreadsheets to BS 8110
Client Location
Advisory Group Level -1 Base B1
REINFORCED CONCRETE COUNCIL Made by
PAD FOUNDATION DESIGN to BS 8110:1997 Originated from RCC81.xls on CD
MATERIALS
fcu fy Densities - Concrete Bearing pressure
DIMENSIONS mm BASE L = 3300 B = 1800 depth H = 450 ex = 0
35 460 23.6 200
DEAD
RMW
Revision
chg gc gs
mm mm kN/m³
Page
113
27-Jun-14
Checked
© 1999 BCA for RCC
N/mm² h agg 20 N/mm² cover 50 kN/m³ Soil 18 kN/m² (net allowable increase)
Job No
-
R68
1.5 1.05
concrete steel
COLUMN h = 1200 b = 250 ey = 0
COLUMN REACTIONS kN, kNm Axial (kN) 1001.0 Mx (kNm) -20.0 My (kNm) Hx (kN) Hy (kN)
Single column base
Date
Plot (to scale)
characteristic
IMPOSED
Key
WIND
128.0 Grnd Brg Pressure Bending
99%
fsx
84%
(As/Asprov) fsy
STATUS VALID DESIGN
Shear
93%
v xx
52%
v yy
BEARING PRESSURES kN/m²
punching
characteristic
CORNER
1
2
3
4
no wind with wind
198.7 198.7
186.5 186.5
198.7 198.7
186.5 186.5
REINFORCEMENT . Mxx = 275.0 kNm b = 1800 mm d= 392 mm As = 1686 mm² PROVIDE 9 T16 @ 225 B1 As prov = 1810 mm² . . BEAM SHEAR Vxx = 329.4 kN at d from col face v = 0.467 N/mm² or Vxx = 135.2 kN at 2d from col face v = 0.192 N/mm² vc = 0.451 N/mm² PUNCHING SHEAR d ave = 385 mm As prov = 0.210 % v = 0.350 N/mm²
37% 83% 0%
25%
50%
75% 100% 125%
Efficiency . kNm mm mm mm²
Myy = 268.0 b = 3300 d= 378 As = 1703 PROVIDE 18 T12 @ 200 B2 As prov = 2036 mm² . .
Vyy = v= or Vyy = v= vc =
361.4 0.290 31.2 0.025 0.392
u crit = v max = vc =
3600 mm 1.441 N/mm² at col face 0.424 N/mm²
.
kN at d from col face N/mm² kN at 2d from col face N/mm² N/mm² .
Project
Spreadsheets to BS 8110 Level -1 Base B1 PAD FOUNDATION DESIGN to BS 8110:1997
Location
Originated from RCC81.xls on CD
Single column base
© 1999 BCA for RCC
Made by RMW Job No R68 Date 8-Jan-99 sheet 1 of 3
CALCULATIONS - SINGLE BASE
Gross base wt 63.08
L= 3.3
B= 1.8
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
1192.08 -20.00 0.00 -0.017 0.000 -0.0305 1.3470 0.9695 1.0305 0.0000 1.3333 1.0000 1.0000 200.69 206.81 194.57 206.81 194.57
1192.08 -20.00 0.00 -0.017 0.000 -0.0305 1.3470 0.9695 1.0305 0.0000 1.3333 1.0000 1.0000 200.69 206.81 194.57 206.81 194.57
1.4G+1.6Q
1.2(G+Q+W)
1694.52 -28.00 0.00 -0.017 0.000 -0.0300 1.3468 0.9700 1.0300 0.0000 1.3333 1.0000 1.0000 513.49 498.06 528.92 941.40 941.40 941.40 4.900 2.700
1430.50 -24.00 0.00 -0.017 0.000 -0.0305 1.3470 0.9695 1.0305 0.0000 1.3333 1.0000 1.0000 433.48 420.26 446.71 794.72 794.72 794.72 4.900 2.700
G+W
OK
1064.08 -20.00 0.00 -0.019 0.000 -0.0342 1.3487 0.9658 1.0342 0.0000 1.3333 1.0000 1.0000 179.14 185.26 173.02 185.26 173.02
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
2.250 1.050 3.850 519.10 289.8 1282.7 275.0
1.050 2.250 3.850 507.88 276.4 1255.0 261.6
1.0G+1.4W
OK
1.2(G+Q+W) LEFT RIGHT
1089.32 -20.00 0.00 -0.018 FS o'turn 89.86856 0.000 FS o'turn 100 0 -0.0334 1.3483 0.9666 1.0334 0.0000 1.3333 1.0000 1.0000 330.10 319.08 341.12 605.18 605.18 605.18 4.895 2.700 1.0G+1.4W LEFT RIGHT 3.11.2.2 3.11.2.2
3.850 438.29 244.7 1082.6 232.1
3.850 428.68 233.2 1058.8 220.6
3.845 334.10 186.8 823.2 176.2
3.845 326.09 177.2 803.5 166.6
275.0
XX SHEARS @ d from col face from right m 2.640 from left m 0.660 to zero press m 2.260 local press kN/m 522.75 V1 kN 347.0 V2 kN 1108.3 choose V kN 329.4 Design Vxx kN 329.4 @ 2d from col face from right m 3.030 from left m 0.270 to zero press m 1.870 local press kN/m 526.39 V1 kN 142.5 V2 kN 1218.7 choose V kN 135.2 Design Vxx kN 135.2
0.660 2.640 4.240 504.23 330.8 1069.1 313.1
0.270 3.030 4.630 500.59 134.8 1159.0 127.6
3.4.5.10 3.4.5.8
2.260 441.42 293.1 935.7 277.9
4.240 425.55 279.1 902.1 264.0
2.255 336.71 223.7 713.0 211.1
4.235 323.48 212.0 685.0 199.4
3.4.5.10 3.4.5.8
1.870 444.54 120.3 1029.0 114.1
4.630 422.43 113.8 977.8 107.6
1.865 339.31 91.9 784.6 86.7
F/S OVERTURNING <1.5 OVERTURNS at ULTIMATE
FS o'turn 87.78683 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
4.625 320.88 86.4 742.0 81.2
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 Level -1 Base B1 PAD FOUNDATION DESIGN to BS 8110:1997
Location
Originated from RCC81.xls on CD
YY MOMENTS from top m 1.025 from btm m 0.775 to zero press m 1.925 local press kN/m 941.40 M1 kNm 282.7 M2 kNm 581.4 choose M kNm 268.0 Design Myy kNm 268.0 YY SHEARS @ d from col face from top m 1.395 from btm m 0.405 to zero press m 2.295 local press kN/m 941.40 V1 kN 381.3 V2 kN 1080.3 choose V kN 361.4 Design Vyy kN 361.4 @ 2d from col face from top m 1.765 from btm m 0.035 to zero press m 2.665 local press kN/m 941.40 V1 kN 32.9 V2 kN 1254.4 choose V kN 31.2 Design Vyy kN 31.2 REINFORCEMENT
0.775 1.025 1.925 941.40 282.7 581.4 268.0
0.405 1.395 2.295 941.40 381.3 1080.3 361.4
0.035 1.765 2.665 941.40 32.9 1254.4 31.2
© 1999 BCA for RCC
BEAM SHEAR v@d v @ 2d vc As enhanced
1.925 794.72 238.7 490.8 226.0
3.4.5.10 3.4.5.8
2.295 794.72 321.9 911.9 304.8
2.295 794.72 321.9 911.9 304.8
2.295 605.18 245.1 694.4 230.9
2.295 605.18 245.1 694.4 230.9
3.4.5.10 3.4.5.8
2.665 794.72 27.8 1059.0 26.3
2.665 794.72 27.8 1059.0 26.3
2.665 605.18 21.2 806.4 20.0
2.665 605.18 21.2 806.4 20.0
mm mm² mm² mm² mm mm² % mm mm mm mm
N/mm² N/mm² N/mm² %
Y-Y
3300 choose dia 12 20 378 370 0.1558 0.0162 0.0169 359.1 351.5 Punching ave r 1703 1740 1046 472 As X 1931 1931 As Y ave r 18 10.69 200 325 As X 2036 As Y 0.163 1650 1751 > 1,650 2334 200
0.4668 0.4692 0.1917 0.1927 0.4515 OK 0.00% 0.00%
0.2897 0.2960 0.0250 0.0256 0.3919 OK 0.00% 0.00%
385
1.5 x d ave 577.5 R
B
kN N/mm² kN/m² kN N/mm²
1694.5 1.441 OK 285.27 485.2 0.3501 OK
1.2(G+Q+W)
1430.5 1.217 OK 240.82 409.6 0.2956 OK
0.00054 485 472 0.00118 1073 1046
0.94128 0.52734 1.46862 0.93647 0.51618 1.45266
380 570
T
1650 1650 900 900 1177.5 1177.5 702.5 702.5 0 0 0 0 0 0 0 0 1 1 1 1 perimeter falls within base and on 2 sides mm 3600 m² 4.239 % 0.210 N/mm² 0.4242 mm mm Y,N mm Y,N
1.4G+1.6Q
N v max ave press V v
1.925 605.18 181.7 373.8 171.2
1800 choose dia 16 20 392 390 0.1558 0.0284 0.0287 372.4 370.5 1686 1694 1073 485 1686 1694 9 6.17 225 325 1810 0.256 900 1070 > 900 1426 225
L
U crit Area As prov vc
1.925 605.18 181.7 373.8 171.2
min As 0.13% mm mm mm
PUNCHING SHEAR d ave mm to edges to 1.5d per standard perimeter? U within base?
Made by RMW Job No R68 Date 8-Jan-99 sheet 2 of 3
3.11.2.2 3.11.2.2
1.925 794.72 238.7 490.8 226.0
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
2355 1800 0 1
3600
1170
1170
1
1
695 1
2
1
1
766.6 0.2704
647.2 0.2283
492.8 0.1739
7460 3.253
1.0G+1.4W
1089.3 0.926 OK 183.39 311.9 0.2251 OK
695 1
Project
Spreadsheets to BS 8110 Level -1 Base B1 PAD FOUNDATION DESIGN to BS 8110:1997
Location
Originated from RCC81.xls on CD
SIZING TIPS
Single column base
© 1999 BCA for RCC
Net press = 197.5
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 = 3300 B if B = L
mm
G+Q
G+Q+W
G+W
1129.0 -20.0 0.0 -18 0 5.72 1200 250 2.391 0 -120 4.782 16197 16077 2.438 110 -10 2.442 118 -2
1129.0 -20.0 0.0 -18 0 4.57
1001.0 -20.0 0.0 -20 0 4.06
2.391 0 -120 4.782 16197 16077 2.438 110 -10 2.442 118 -2
2.251 0 -120 4.503 13522 13402 2.303 106 -14 2.308 118 -2
2442
2442
2309
331 1677
331 1341
292 1184
or 3300 x 1680
627 3066
627 2430
556 2126
or 3070 x 1800
2445 SQ
1800 mm
Made by RMW Job No R68 Date 8-Jan-99 sheet 3 of 3
Project
Spreadsheets to BS 8110
Client
Advisory Group
Location
Base B3/B4
REINFORCED CONCRETE COUNCIL Made by
Combined base
PAD FOUNDATION DESIGN to BS 8110:1997 Originated from RCC81.xls on CD
MATERIALS
fcu fy Densities - Concrete Bearing pressure
35 460 23.6 125
h agg cover Soil
Page
Revision
chg
20 50 18
114
27-Jun-14
Checked
© 1999 BCA for RCC
N/mm² N/mm² kN/m³
Date
RMW
Job No
gc gs
mm mm kN/m³
R68
1.5 1.05
steel concrete
kN/m² (net allowable)
COLUMN REACTIONS kN, kNm
characteristic
Column 1 (rhs)
DEAD
IMPOSED
WIND
Column 2 (lhs)
DEAD
IMPOSED
WIND
Axial Mx My Hx Hy
225.0
225.0
112.5
Axial Mx My Hx Hy
225.0
225.0
112.5 50.0 25.0
DIMENSIONS mm BASE
L= B= depth H = Sex = Sey =
COLUMN 1 (rhs)
3000 3000 750 300 1000
COLUMN 2 (lhs)
h1 = 300 b1 = 300
h2 = 300 b2 = 300
ex1 = 150 ey1 = 500
ex2 = 150 ey2 = 500
STATUS VALID DESIGN PLOT (to scale)
BEARING PRESSURES kN/m² CORNER
no wind with wind
characteristic
1
2
3
4
104.2 144.5
104.2 144.5
104.2 113.9
104.2 113.9
REINFORCEMENT Btm Mxx - 405.0 b = 3000 d = 692 As = 1406
Grnd Brg Pressure
Bending
fsx
Myy b= d= As =
PROVIDE 15 T16 @ 225 B1 As prov = 3016 mm²
63%
(As/Asprov) fsy
Shear
kNm mm mm mm²
92%
251.7 3000 676 895
72%
v xx
15%
v yy
6%
punching
49% 0%
133%
Efficiency'
& 15 T16 @ 225 B2 As prov = 3016
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
0
Top Mxx + 0.0 kNm d = 692 mm As = 0 mm² PROVIDE 15 T16 @ 225 T1 As prov = 3016 mm² . BEAM SHEAR Vxx = 228.6 v = 0.110 or Vxx = 0.0 v = 0.000 vc = 0.372 PUNCHING SHEAR d ave = 684
Myy + 0.0 d = 676 As = 0 & 15 T16 @ 225 T2 As prov = 3016 .
-200
-300 -400 -500
Moment
.
.
Vyy = v= or Vyy = v= vc =
kN at d N/mm² kN at 2d N/mm² N/mm²
87.3 0.043 0.0 0.000 0.375
0.0
6000
0.5
1.0
1.5
2.0
0 -50 -100 -150 -200
u crit =
Columns
Zero axis
Mx Diagram
. mm
-100
mm
-250
.
2.5
3.0
3.5
Project
Spreadsheets to BS 8110 Base B3/B4
Location
PAD FOUNDATION DESIGN to BS 8110:1997 Originated from RCC81.xls on CD
Made by RMW Job No R68 Date 27-Jun-14 sheet 1 of 5
Combined base © 1999 BCA for RCC
CALCULATIONS - DOUBLE BASE Gross base wt 159.30
L= 3.00
B= 3.00
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
450.0 450.0 1059.3 67.5 -67.5 0.0 0.000 225.0 -225.0 0.0 0.000 0.0000 1.3333 1.0000 1.0000 0.0000 1.3333 1.0000 1.0000 117.70 117.70 117.70 117.70 117.70
562.5 562.5 1284.3 84.4 -84.4 0.0 0.000 281.3 -212.5 68.8 0.054 0.0000 1.3333 1.0000 1.0000 0.1071 1.3827 1.1071 0.8929 142.70 157.98 157.98 127.42 127.42
337.5 337.5 834.3 50.6 -50.6 0.0 0.000 168.8 -100.0 68.8 0.082 0.0000 1.3333 1.0000 1.0000 0.1648 1.4108 1.1648 0.8352 92.70 107.98 107.98 77.42 77.42
1.4G+1.6Q
1.2(G+Q+W)
675.0 675.0 1573.0 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 524.34 524.34 524.34 524.34 524.34 524.34 4.500 4.500
675.0 675.0 1541.2 0.0 0.0 0.0 0.0 82.5 82.5 0.000 0.054 0.0000 1.3333 1.0000 1.0000 0.1071 1.3827 1.1071 0.8929 513.72 513.72 513.72 513.72 568.72 458.72 4.500 4.339
OK
Dims
Rebar areas
FS o'turn 100
FS o'turn 18.20291 0
N= Mx = ex' = Sex = ex1
150 Gross Gross Gross Gross
0 700
clear x clear y
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
Suggested values for 'e' 900.0 0 My = 0 0 ey' = 0 Sey = 1000 300 ex2 ey1 ey2 150 500 500
Text
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+
235994954.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
1.500 1.500 3.000 524.34 589.9 0.0 -101.3 405.0
1.200 1.800 3.300 524.34 377.5 -471.9
m m m kN/m kNm kNm kNm kNm kNm
1.800 1.200 3.300 524.34 377.5 -471.9
1.500 1.500 3.000 524.34 589.9 0.0 -101.3 405.0
324.0
324.0
1.0G+1.4W
OK
1.2(G+Q+W) LEFT RIGHT
382.5 382.5 924.3 0.0 0.0 0.0 0.0 96.3 96.3 0.000 0.104 0.0000 1.3333 1.0000 1.0000 0.2083 1.4328 1.2083 0.7917 308.10 308.10 308.10 308.10 372.27 243.93 4.500 4.188
FS o'turn 100 FS o'turn 14.40468 0
1.0G+1.4W LEFT RIGHT 3.11.2.2 3.11.2.2
3.000 513.72 577.9 0.0 -101.3 405.0
3.300 513.72 369.9 -462.3 324.0
3.000 308.10 346.6 0.0 -57.4 229.5
3.300 308.10 221.8 -277.3 183.6 3.11.2.2 3.11.2.2
3.300 513.72 369.9 -462.3 324.0
3.000 513.72 577.9 0.0 -101.3 405.0
3.300 308.10 221.8 -277.3 183.6
3.000 308.10 346.6 0.0 -57.4 229.5
405.0
12:40 PM
6/27/2014
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
0.000 0.0 524.34 #DIV/0! #DIV/0! 0.217 0.000 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.0
0.217 0.000 #DIV/0!
1.4G+1.6Q LEFT RIGHT
2.192 0.808 3.692 524.34 423.7 1573.0 -675.0 0.0 @ 2d from col face m 2.884 m 0.116 m 4.384 kN/m 524.34 kN 60.8 kN 1573.0 kN -675.0 kN 0.0 @ d from col face m 2.492 m 0.508 m 3.992 kN/m 524.34 kN 266.4 kN 1573.0 kN kN kN
228.6 228.6 @ 2d from col face m 3.000 m 0.000 m 4.500 kN/m 524.34 kN 0.0 kN 1573.0 kN kN kN
0.0 524.34
0.0 513.72 #DIV/0! #DIV/0! 0.217 0.000 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.0
0.0 513.72
0.217 0.000 #DIV/0!
0.0 308.10 #DIV/0! #DIV/0! 0.217 0.000 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.0
0.0 308.10 Project Location
0.217 0.000 #DIV/0!
Spreadsheets to BS 8110 Base B3/B4 PAD FOUNDATION DESIGN to BS 8110:1997 Combined base Originated from RCC81.xls on CD © 1999 BCA for RCC Made by RMW Job No R68 sheet 2 of 5 Date 27-Jun-14
0.0
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+
235994954.xls.ms_office
m kN kN/m
0.0 0.0
0.508 2.492 3.992 524.34 266.4 1573.0 228.6 0.000 3.000 4.500 524.34 0.0 1573.0 0.0 0.808 2.192 3.692 524.34 423.7 1573.0 -675.0 0.0
0.116 2.884 4.384 524.34 60.8 1573.0 -675.0 0.0
1.4G+1.6Q LEFT RIGHT m m m kN/m kNm kNm kNm kNm
1.150 1.850 2.650 524.34 897.3 550.6 -573.8 196.3
0.850 2.150 3.650 524.34 189.4 -1022.5
m m m kN/m kNm kNm kNm kNm kNm
2.150 0.850 3.650 524.34 189.4 -1022.5
1.850 1.150 2.650 524.34 897.3 550.6 -573.8 196.3
162.6 251.7
162.6
1.2(G+Q+W) LEFT RIGHT
1.0G+1.4W LEFT RIGHT 3.4.5.10 3.4.5.8
3.692 513.72 415.1 1541.2 -675.0 0.0
3.992 513.72 261.0 1541.2
4.384 513.72 59.6 1541.2 -675.0 0.0
4.500 513.72 0.0 1541.2
228.6
3.692 308.10 248.9 924.3 -382.5 0.0
3.992 308.10 156.5 924.3
4.384 308.10 35.7 924.3 -382.5 0.0
4.500 308.10 0.0 924.3
129.5 3.4.5.10 3.4.5.8
0.0
0.0 3.4.5.10 3.4.5.8
3.992 513.72 261.0 1541.2 228.6
3.692 513.72 415.1 1541.2 -675.0 0.0
3.992 308.10 156.5 924.3 129.5
3.692 308.10 248.9 924.3 -382.5 0.0
3.4.5.10 3.4.5.8
4.500 513.72 0.0 1541.2 0.0
4.384 513.72 59.6 1541.2 -675.0 0.0
1.2(G+Q+W) LEFT RIGHT
4.500 308.10 0.0 924.3 0.0
4.384 308.10 35.7 924.3 -382.5 0.0
1.0G+1.4W LEFT RIGHT 3.11.2.2 3.11.2.2
2.489 526.55 823.7 823.7 -491.3 223.4
3.489 537.55 201.7 -919.3 178.7
2.338 323.07 462.6 462.6 -228.9 142.8
3.338 335.91 130.1 -504.5 110.9 3.11.2.2 3.11.2.2
3.489 489.89 169.5 169.5 146.4
2.489 500.89 934.5 621.9 -573.8 251.7
12:40 PM
3.338 280.29 92.5 92.5 73.3
6/27/2014
2.338 293.13 591.9 419.8 -325.1 175.9
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
0.700 -146.7 524.34 0.000 -0.280 0.187 0.000 -0.280 1.546 524.34 -169.2 -169.2 -169.2
146.7 524.34
0.187 -0.280 1.454
1.4G+1.6Q LEFT RIGHT
1.826 1.174 3.326 524.34 615.6 1573.0 -675.0 -146.7 @ 2d from col face m 2.5 m 0.498 m 4.002 kN/m 524.34 kN 261.1 kN 1573.0 kN -675.0 kN -450.9 @ d from col face m 2.826 m 0.174 m 4.326 kN/m 524.34 kN 91.2 kN 1573.0
0.174 2.826 4.326 524.34 91.2 1573.0 78.3 0.0 3.000 4.500 524.34 0.0 1573.0 0.0
kN kN kN
78.3 87.3 @ 2d from col face m 3.000 m 0.000 m 4.500 kN/m 524.34 kN 0.0 kN 1573.0 kN kN kN
-107.4 525.67 -17.076 -0.203 0.199 0.000 -0.203 1.623 515.41 -207.1 -207.5 -207.1
186.0 501.77
-37.3 322.05 -19.922 -0.115 0.212 0.000 -0.115 1.711 310.08 -135.9 -137.4 -135.9
0.199 -0.371 1.377
129.0 Spreadsheets to BS 8110 294.15 Base B3/B4 PAD FOUNDATION DESIGN to BS 8110:1997 Originated from RCC81.xls on CD
0.212 -0.439
Combined base © 1999 BCA for RCC sheet 3 of 5
Made by RMW Job No R68 Date 27-Jun-14
1.289
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
235994954.xls.ms_office
m kN kN/m
0.0 0.0
1.2(G+Q+W) LEFT RIGHT
1.0G+1.4W LEFT RIGHT 3.4.5.10 3.4.5.8
3.165 501.77 563.8 563.8 -675.0 -186.0
4.165 562.34 98.4 1541.2
3.841 476.98 233.0 233.0 -675.0 -473.7
4.339 568.72 0.0 1541.2
87.3
3.014 294.15 315.9 315.9 -382.5 -129.0
4.014 364.82 64.1 924.3
3.690 265.24 126.8 126.8 -382.5 -282.2
4.188 372.27 0.0 924.3
54.9 3.4.5.10 3.4.5.8
1.174 1.826 3.326 524.34 615.6 1573.0 -675.0 -146.7
4.165 465.10 80.4 80.4
0.498 2.502 4.002 524.34 261.1 1573.0 -675.0 -450.9
4.339 458.72 0.0 0.0
0.0
0.0 3.4.5.10 3.4.5.8
69.3
0.0
3.165 525.67 642.4 1541.2 -675.0 -107.4
4.014 251.38 43.1 43.1
3.841 550.46 278.7 1541.2 -675.0 -428.1
4.188 243.93 0.0 0.0
33.9
0.0
3.014 322.05 407.6 924.3 -382.5 -37.3
3.690 350.96 180.1 924.3 -382.5 -228.9
min As 0.13% X-X mm mm mm
mm mm² mm² mm² mm mm² % mm mm mm mm
3000 16 692 0.1558 0.0081 657.4 1406
Y-Y choose dia 20 690 0.0081 655.5 1410
3000 16 676 0.1558 0.0052 642.2 895
360 2925 15 225 3016 0.145 1000 1782 3000 225
choose dia 20 674
296.606864
0.0053 640.3 897
Min 0.13%bd As as as %
351 2925 9.86 325 0.068
> 1,000
2925 15 225 3016 0.149 1350 1746 2628 225
12:40 PM
X-X
Y-Y
2699 0.130 360
2636 0.130 351
0.017
0.130
for punching
2925 9.76 325 0.044
> 1,350
6/27/2014
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 standard perimeter? U within base? U crit Area
X-X mm mm mm
mm mm² mm² mm²
Y-Y
3000 16 692 0.1558 0.0000 657.4 0
0.0000 655.5 0
0
mm mm² % mm mm mm mm
N/mm² N/mm² N/mm² %
0.1101 0.0000 0.3717 0%
mm % N/mm²
684 1.5 x d ave 1026 0.147 0.3731
COMBINED to edges to 1.5d per standard perimeter? U within base? U crit Area N ave press V v
235994954.xls.ms_office
2925 15 225 3016 0.149 1350 1746 2628 225
2925 9.86 325 0.000
> 1,000
0.0000 640.3 0 2925 9.76 325 0.000
Combined base © 1999 BCA for RCC sheet 4 of 5+M138
OK 0.00%
2699 0.130 0
2636 0.130 0
0.000
0.130
for punching
3.11.1 3.11.3.2
> 1,350
0.0431 0.0432 0.0000 0.0000 0.3746 OK 0% 0.00%
0.1104 0.0000
L
R
1650 1350 1176 1176 0 0 0 0 1 1 perimeter falls within base mm 6000 m² 7.056 mm mm Y,N mm Y,N
kN N/mm² kN/m² kN N/mm²
L
R
0.25582163
L
R
1350 1350 1176 1176 0 0 0 0 1 1 perimeter falls within base mm 6000 m² 4.704
1
OK
B
T
2000 1176 0 0 1
-0.002
2352 3000 0 1
6000
1.0G+1.4W
382.5 0.455 OK 99.14 -317.0 -0.0772 OK
OK
OK
B
T
1000 1000 0 0 0
1000 1000 0 0 0
1
1.2(G+Q+W)
1.0G+1.4W
1573.0 174.78 750.9 0.1830
1541.2 171.24 735.6 0.1793
924.3 102.70 441.2 0.1075
OK
12:40 PM
-0.001
2352 2000 0
1.4G+1.6Q
OK
6000
382.5 0.454 OK 106.26 -367.3 -0.0895 OK
OK
1000 1000 0 0 0
675.0 0.804 168.18 -511.7 -0.1247
2352 3000 0
1.0G+1.4W
1.2(G+Q+W)
675.0 0.803 OK 174.78 -558.2 -0.1360 OK
mm mm Y,N mm Y,N
kN kN/m² kN N/mm²
T
1000 1000 0 0 0
675.0 0.803 174.30 -554.8 -0.1352
1350 1650 1176 1176 0 0 0 0 1 1 perimeter falls within base mm 6000 m² 7.056
kN N/mm² kN/m² kN N/mm²
B
2000 1176 0 0 1
1.2(G+Q+W)
675.0 0.803 OK 174.78 -558.2 -0.1360 OK
1.4G+1.6Q
N v max ave press V v
Spreadsheets to BS 8110 Base B3/B4 PAD FOUNDATION DESIGN to BS 8110:1997 Originated from RCC81.xls on CD Made by RMW Job No R68 Date 27-Jun-14
#DIV/0!
COLUMN 2 to edges mm to 1.5d per mm standard perimeter? Y,N U mm within base? Y,N U crit Area
choose dia 20 674
0
2925 15 225 3016 0.145 1000 1782 3000 225
1.4G+1.6Q
N v max ave press V v
3000 16 676 0.1558 0.0000 642.2 0
choose dia 20 690
6000
OK
6/27/2014
0.017
9
SIZING TIPS
Net press = 120.8
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 = 3000 B if B = L
235994954.xls.ms_office
mm
G+Q
G+Q+W
G+W
900.0 0.0 0.0 0 0 7.45 600 1500 12417 1300 692 5731
1125.0 0.0 68.8 0 61 7.45
675.0 0.0 68.8 0 102 4.47
1875 12774
1125 8018
1109 7347
763 5055
5731 1300
7347 1300
5055 1300
5735 x 1300
300 2483
375 2808
225 1956
3000 x 2810
300 2483
421 2787
271 1794
2790 x 3000
Spreadsheets to BS 8110 Base B3/B4 PAD FOUNDATION DESIGN to BS 8110:1997 Originated from RCC81.xls on CD
Combined base © 1999 BCA for RCC sheet 5 of 5+M237
Made by RMW Job No R68 Date 27-Jun-14
3000 mm
12:40 PM
6/27/2014
10
Project
Spreadsheets to BS 8110 Base B3/B4 AND Level -1 Base B1
Location
Made by RMW Date
PAD FOUNDATION DESIGN to BS 8110:1997 Originated from RCC81.xls on CD
© 1999 BCA for RCC
Job No R68 27-Jun-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
82.5% 37.0% 51.7% 93.2% 83.7% 99.4% 74.3
punching v yy Shear v xx (As/Asprov) fsy Bending fsx Grnd Brg Pressure
diff 0.0
49.0% 5.7% 14.8% 71.8% 63.3% 92.5%
length 3.000
1.4
Left distance pressure press M Col M M Base
My DIAGRAM
0.000 524.3 0.0 0.0 0.0 0.0 1.2 0.0 74.3
0.120 524.3 3.2 0.0 -3.2 0.0 1.2 -405.0
0.240 524.3 13.0 0.0 -13.0 0.0
diff 0.0
0.360 524.3 29.2 0.0 -29.2 0.0 1.5 0.0
0.480 524.3 51.8 0.0 -51.8 0.0 1.5 -405.0
0.600 524.3 81.0 0.0 -81.0 0.0
0.720 524.3 116.6 0.0 -116.6 0.0 1.5 0.0
0.840 524.3 158.8 0.0 -158.8 0.0 1.5 -405.0
0.960 524.3 207.4 0.0 -207.4 0.0
1.080 524.3 262.4 0.0 -262.4 0.0 1.8 0.0
235994954.xls.ms_office
0.000 524.3 0.0 0.0 0.0 0.9 0.0
0.085 524.3 1.6 0.0 -1.6 0.9 -196.3
0.170 524.3 6.5 0.0 -6.5
c/l
2R
1.200
1.350
1.500
-324.0 0.0 1.8 -405.0
-364.5 0.0
-405.0 0.0
2L
c/l
2R
0.850
1.000
1.150
-162.6 2.2 -196.3
-179.4
-196.3
length 3.000 0.255 524.3 14.6 0.0 -14.6 1.2 0.0
0.340 524.3 26.0 0.0 -26.0 1.2 -196.3
1.500 524.3 506.3 101.3 -405.0 0.0
diff 0.000 1.500 524.3 506.3 101.3 -405.0 0.0
col M 0.0 1.500 524.3 506.3 101.3 -405.0 0.0
1.220 524.3 334.9 148.5 -186.4
diff 0.070 1.290 524.3 374.4 195.8 -178.7
col M 0.0 1.360 524.3 416.2 243.0 -173.2
1.0
Left distance pressure press M Col M M
2L
0.425 524.3 40.6 0.0 -40.6
0.510 524.3 58.5 0.0 -58.5 1.9 0.0
12:40 PM
0.595 524.3 79.7 0.0 -79.7 1.9 -196.3
6/27/2014
0.680 524.3 104.0 0.0 -104.0
0.765 524.3 131.7 0.0 -131.7 2.2 0.0
11
Project Location
Spreadsheets to BS 8110 Base B3/B4 AND Level -1 Base B1
Made by RMW Job No R68 Date 27-Jun-14 sheet 2 of 2
PAD FOUNDATION DESIGN to BS 8110:1997 Originated from RCC81.xls on CD
© 1999 BCA for RCC
For Graphs
2L 1.200 -324.0 1.500 524.3 506.3 101.3 -405.0 0.0
c/l 1.350 -364.5 1.500 524.3 506.3 101.3 -405.0 0.0
2R 1.500 -405.0 1.500 524.3 506.3 101.3 -405.0 0.0
1L 1.500 -405.0 1.500 524.3 506.3 101.3 -405.0 0.0
1R 1.800 -324.0 1.500 524.3 506.3 101.3 -405.0 0.0
2L 0.850 -162.6 1.430 524.3 460.1 290.3 -169.9
c/l 1.000 -179.4 1.500 524.3 506.3 337.5 -168.8
2R 1.150 -196.3 1.570 524.3 554.6 384.8 -169.9
1L 1.850 -196.3 1.640 524.3 605.2 432.0 -173.2
1R 2.150 -162.6 1.710 524.3 657.9 479.3 -178.7
235994954.xls.ms_office
1.7 1.500 524.3 506.3 101.3 -405.0 0.0
1L
1R
1.500
1.800
-405.0 0.0
-324.0 0.0
1.920 524.3 829.4 567.0 -262.4 0.0
diff 0.120 2.040 524.3 936.4 729.0 -207.4 0.0
col M 0.0 2.160 524.3 1049.8 891.0 -158.8 0.0
2.280 524.3 1169.6 1053.0 -116.6 0.0
2.400 524.3 1296.0 1215.0 -81.0 0.0
2.520 524.3 1428.8 1377.0 -51.8 0.0
2.640 524.3 1568.2 1539.0 -29.2 0.0
2.760 524.3 1714.0 1701.0 -13.0 0.0
2.880 524.3 1866.2 1863.0 -3.2 0.0
3.000 524.3 0.0 0.0 0.0 0.0
2.235 524.3 1123.9 992.3 -131.7
diff 0.085 2.320 524.3 1211.0 1107.0 -104.0
col M 0.0 2.405 524.3 1301.4 1221.8 -79.7
2.490 524.3 1395.0 1336.5 -58.5
2.575 524.3 1491.9 1451.3 -40.6
2.660 524.3 1592.0 1566.0 -26.0
2.745 524.3 1695.4 1680.8 -14.6
2.830 524.3 1802.0 1795.5 -6.5
2.915 524.3 1911.9 1910.3 -1.6
3.000 524.3 0.0 0.0 0.0
2.0 1.780 524.3 712.9 526.5 -186.4
1L
1R
1.850
2.150
-196.3
-162.6
12:40 PM
6/27/2014
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 & EC2' available from British Cement Association, Telford Avenue, Crowthorne, Berkshire RG45 6YS.
Status of spreadsheet Public release version. Revision history RCC81 Foundation Pads
Date
Version
06-Aug-99 RCC81 v1.0 09-Aug-99 RCC81 v1.0a
Action First public release. Includes b version comments Correction to recommended e's in DOUBLE (RW)
d/or Reinforced Concrete Council itations of its contents and take hat for negligence) for any loss A, RCC or their subcontractors, and publications are subject to y are in possession of the latest
anying publication 'Spreadsheets ent Association, Telford Avenue,
Size (kB) 438 438
