Case 1-During Erection

Project Spreadsheets to BS 8110

Client CRANE BASE DESIGN Made by Date Page

Location CASE 1-DURING ERECTION ADEL 15-May-14 113

PAD FOUNDATION DESIGN to BS 8110:1997 Checked Revision Job No

Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC - R68

MATERIALS fcu 25 N/mm² h agg 20 mm gc 1.5 concrete

fy 400 N/mm² cover 50 mm gs 1.05 steel

Densities - Concrete 24 kN/m³ Soil 20 kN/m³

Bearing pressure 180 kN/m² (net allowable increase)

DIMENSIONS mm

COLUMN

L = 7300 h = 2500

B = 7300 b = 2500

depth H = 1500

ex = 0 ey = 0

COLUMN REACTIONS kN, kNm characteristic Plot (to scale) Key

DEAD IMPOSED WIND

Axial (kN) 926.0 STATUS VALID DESIGN

Mx (kNm) 6608.0

My (kNm)

Hx (kN) 40.0

Hy (kN)

Overturning FOS = 1.56

Uplift FOS = infinite

BEARING PRESSURES kN/m² characteristic

CORNER 1 2 3 4

no wind 0.0 168.9 0.0 168.9

with wind 0.0 168.9 0.0 168.9 Efficiency

REINFORCEMENT . .

Mxx = 13253.4 kNm Myy = 511.5 kNm

b = 7300 mm b = 7300 mm

d = 1430 mm d = 1394 mm

As = 25609 mm² As = 1014 mm²

PROVIDE 48 R40 @ 175 B1 PROVIDE 33 R32 @ 225 B2

As prov = 60319 mm² As prov = 26540 mm²

Asx increased 133% for shear .

BEAM SHEAR

Vxx = 3629.0 kN at d from col face Vyy = 174.0 kN at d from col face

v = 0.348 N/mm² v = 0.017 N/mm²

or Vxx = 3982.2 kN at 2d from col face or Vyy = 0.0 kN at 2d from col face

v = 0.381 N/mm² v = 0.000 N/mm²

vc = 0.383 N/mm² vc = 0.296 N/mm²

PUNCHING SHEAR

d ave = 1412 mm u crit = 26944 mm

As prov = 0.419 % v max = 0.296 N/mm² at col face

v = 0.141 N/mm² vc = 0.345 N/mm²

BASE

REINFORCED CONCRETE

COUNCIL

..

. .

Single column

base

41%

3%

100%

42%

4%

94%

0% 25% 50% 75% 100% 125%

punching

v yy

Shear v xx

(As/Asprov) fsy

Bending fsx

Grnd Brg Pressure

Project Spreadsheets to BS 8110

Client YASREF Made by Date Page

Location B' 1 - 6 & D' 1 - 6 Combined base 15-May-14

PAD FOUNDATION DESIGN to BS 8110:1997 Checked Revision Job No

Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC -

MATERIALS fcu 30 N/mm² h agg 20 mm gc 1.5 concrete

fy 415 N/mm² cover 50 mm gs 1.05 steel

Densities - Concrete 24 kN/m³ Soil 20 kN/m³

Bearing pressure 180 kN/m² (net allowable)

COLUMN REACTIONS kN, kNm characteristic

Column 1 (rhs) DEAD IMPOSED WIND Column 2 (lhs) DEAD IMPOSED WIND

Axial -10.0 67.0 -129.0 Axial -10.0 67.0 -129.0

Mx Mx

My My

Hx -80.0 Hx -80.0

Hy Hy

DIMENSIONS mm

L = 8000 h1 = 600 h2 = 600B = 4000 b1 = 800 b2 = 800

depth H = 600

Sex = 5500 ex1 = 2750 ex2 = 2750

Sey = 0 ey1 = 0 ey2 = 0

Overturning FOS = 7.62 Uplift FOS = 1.71

BEARING PRESSURES kN/m² characteristic

CORNER 1 2 3 4

no wind 6.0 6.0 6.0 6.0

with wind 0.2 0.0 0.2 0.0

REINFORCEMENT

Btm Mxx - 46.3 kNm Myy - 59.6

b = 4000 mm b = 8000

d = 540 mm d = 520

As = 228 mm² As = 305

PROVIDE 19 R20 @ 225 B1 & 37 R20 @ 175 & 275 B2

As prov = 5969 mm² As prov = 11624

Detail to clause 3.11.3.2

Top Mxx + 993.7 kNm Myy + 0.0

d = 540 mm d = 520

As = 4901 mm² As = 0

PROVIDE 19 R20 @ 225 T1 & 37 R20 @ 175 & 275 T2

As prov = 5969 mm² As prov = 11624. .

BEAM SHEAR .

Vxx = 44.5 kN at d Vyy = 50.3

v = 0.021 N/mm² v = 0.012

or Vxx = 31.9 kN at 2d or Vyy = 26.1

v = 0.015 N/mm² v = 0.006

vc = 0.406 N/mm² vc = 0.411

PUNCHING SHEAR

d ave = 530 mm u crit = 9160 mm

.

.

PLOT (to scale)

Mx Diagram (1.4Gk + 1.6Qk)

Efficiency'

.

REINFORCED CONCRETE

COUNCIL

COLUMN 1 (rhs) COLUMN 2 (lhs)BASE

STATUS VALID DESIGN

-20

0

20

40

60

80

0.00.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.08.5

Moment Columns Zero axis

-70

-60

-50

-40

-30

-20

-10

0

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5

3%

2%

4%

43%

51%

3%

0% 20% 40% 60%

punching

v yy

Shear v xx

(As/Asprov) fsy

Bending fsx

Grnd Brg Pressure

Project Spreadsheets to BS 8110 Location CASE 1-DURING ERECTION Made by ADEL Job No R68

PAD FOUNDATION DESIGN to BS 8110:1997 Single column base Date 8-Jan-99Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 1 of 3

CALCULATIONS - SINGLE BASE

Gross base wt 1918.44 L= 7.3 B= 7.3

CHARACTERISTIC PRESSURES

G + Q G + Q + W G + W

P kN 2844.44 2844.44 OK 2844.44 Uplift 0.00 Text Asx increased F/S OVERTURNING <1.5

Mx kNm 6668.00 6668.00 6668.00 Against 2844.44 Asy increased OVERTURNS at ULTIMATE

My kNm 0.00 0.00 0.00

ex m 2.344 2.344 2.344 FS o'turn 1.557019

ey m 0.000 0.000 0.000 FS o'turn 100 0

6ex/L 1.9268 1.9268 1.9268

if ex>L/6 3.7270 3.7270 3.7270 Rebar ares Area Dia

k 2-4 3.7270 3.7270 3.7270 50.3 8

k 1-3 0.0000 0.0000 0.0000 78.5 10

6ey/B 0.0000 0.0000 0.0000 113.1 12

if ey>B/6 1.3333 1.3333 1.3333 201.1 16

k 1-2 1.0000 1.0000 1.0000 314.2 20

k 3-4 1.0000 1.0000 1.0000 490.9 25

P/A kN/m² 53.38 53.38 53.38 804.2 32

corner 1 kN/m² 0.00 0.00 0.00 Gross 1256.6 40

corner 2 kN/m² 198.94 198.94 198.94 Gross

corner 3 kN/m² 0.00 0.00 0.00 Gross

corner 4 kN/m² 198.94 198.94 198.94 Gross

ULTIMATE PRESSURES

1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

N kN 3982.22 3413.33 OK 2844.44

Mx kNm 9335.20 8001.60 6668.00

My kNm 0.00 0.00 0.00

ex m 2.344 2.344 2.344 FS o'turn 1.557019

ey m 0.000 0.000 0.000 FS o'turn 100 0

6ex/L 1.9268 1.9268 1.9268

if ex>L/6 3.7270 3.7270 3.7270

k 2-4 3.7270 3.7270 3.7270

k 1-3 0.0000 0.0000 0.0000

6ey/B 0.0000 0.0000 0.0000

if ey>B/6 1.3333 1.3333 1.3333

k 1-2 1.0000 1.0000 1.0000

k 3-4 1.0000 1.0000 1.0000

N/L kN/m 545.51 467.58 389.65

edge 2-4 kN/m 2033.13 1742.68 1452.23

edge 1-3 kN/m 0.00 0.00 0.00

N/B kN/m 545.51 467.58 389.65

edge 1-2 kN/m 545.51 467.58 389.65

edge 3-4 kN/m 545.51 467.58 389.65

3(L/2-ex) m 3.917 3.917 3.917

3(B/2-ey) m 10.950 10.950 10.950

XX MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

LEFT RIGHT LEFT RIGHT LEFT RIGHT

from right m 4.900 2.400 3.11.2.2

from left m 2.400 4.900 3.11.2.2

to zero press m -0.983 -0.983 -0.983 -0.983 -0.983 -0.983

local press kN/m -510.01 0.00 -437.15 0.00 -364.29 0.00

M1 kNm -489.6 14313.0 -419.7 12268.3 -349.7 10223.6

M2 kNm -195.7 0.0 -167.7 0.0 -139.8 0.0

choose M kNm -1255.3 13253.4 -1076.0 11360.0 -896.6 9466.7

Design Mxx kNm 13253.4

XX SHEARS @ d from col face

from right m 6.340 0.960 3.4.5.10

from left m 0.960 6.340 3.4.5.8

to zero press m 2.957 -2.423 2.957 -2.423 2.957 -2.423

local press kN/m 1534.88 -1257.38 1315.61 -1077.76 1096.34 -898.13

V1 kN 3982.2 3982.2 3413.3 3413.3 2844.4 2844.4

V2 kN 2269.6 -1859.3 1945.3 -1593.6 1621.1 -1328.0

choose V kN 1916.4 3629.0 1642.6 3110.6 1368.8 2592.2

Design Vxx kN 3629.0

@ 2d from col face

from right m 7.300 0.000 3.4.5.10

from left m 0.000 7.300 3.4.5.8

to zero press m 3.917 -3.383 3.917 -3.383 3.917 -3.383

local press kN/m 2033.13 -1755.63 1742.68 -1504.83 1452.23 -1254.02

V1 kN 3982.2 0.0 3413.3 0.0 2844.4 0.0

V2 kN 3982.2 -3438.7 3413.3 -2947.5 2844.4 -2456.2

choose V kN 3982.2 0.0 3413.3 0.0 2844.4 0.0

Design Vxx kN 3982.2



YY MOMENTS

from top m 4.900 2.400 3.11.2.2

from btm m 2.400 4.900 3.11.2.2

to zero press m 8.550 8.550 8.550 8.550 8.550 8.550

local press kN/m 545.51 545.51 467.58 467.58 389.65 389.65

M1 kNm 1571.1 1571.1 1346.6 1346.6 1122.2 1122.2

M2 kNm 6646.3 6646.3 5696.9 5696.9 4747.4 4747.4

choose M kNm 511.5 511.5 438.4 438.4 365.3 365.3

Design Myy kNm 511.5

YY SHEARS @ d from col face

from top m 6.320 0.980 3.4.5.10

from btm m 0.980 6.320 3.4.5.8

to zero press m 9.970 9.970 9.970 9.970 9.970 9.970

local press kN/m 545.51 545.51 467.58 467.58 389.65 389.65

V1 kN 534.6 534.6 458.2 458.2 381.9 381.9

V2 kN 2719.4 2719.4 2330.9 2330.9 1942.4 1942.4

choose V kN 174.0 174.0 149.2 149.2 124.3 124.3

Design Vyy kN 174.0

@ 2d from col face

from top m 7.300 0.000 3.4.5.10

from btm m 0.000 7.300 3.4.5.8

to zero press m 10.950 10.950 10.950 10.950 10.950 10.950

local press kN/m 545.51 545.51 467.58 467.58 389.65 389.65

V1 kN 0.0 0.0 0.0 0.0 0.0 0.0

V2 kN 2986.7 2986.7 2560.0 2560.0 2133.3 2133.3

choose V kN 0.0 0.0 0.0 0.0 0.0 0.0

Design Vyy kN 0.0

REINFORCEMENT min As 0.24%

X-X Y-Y

b mm 7300 choose dia 7300 choose dia

dia mm 40 20 32 20

d mm 1430 1440 1394 1420

K' 0.1558 0.1558

K 0.0355 0.0350 0.0014 0.0014

z mm 1358.5 1368.0 1324.3 1349.0 Punching

As mm² 25609 25431 1014 995 ave r 0.00028 3.48374

As shear mm² 59685 59167 222 215 As X 5565 0.13633

required mm² 59685 59167 26280 26280 As Y 215 3.62008

No 48 23.09 33 22.85 ave r 0.00029 3.50811

ave centres mm 175 325 225 325 As X 5749 0.13888

As prov mm² 60319 26540 As Y 222 3.64698

= % 0.578 0.261

Lc mm 3650 3650

Lc max mm 5093 > 3,650 5012 > 3,650

b central mm 6790 6682

Final centres mm 175 225

BEAM SHEAR

v @ d N/mm² 0.3476 0.3452 0.0171 0.0168

v @ 2d N/mm² 0.3815 0.3788 0.0000 0.0000

vc N/mm² 0.3828 OK 0.2955 OK

As enhanced % 133.06% 132.65% 0.00% 0.00%

PUNCHING SHEAR

d ave mm 1412 1.5 x d ave 2118 1430

L R B T 2145

to edges mm 3650 3650 3650 3650 6736

to 1.5d per mm 3368 3368 3368 3368 6736

No of sides 4 3395 3395

U mm 6736 6736 6736 6736 3395 3395

within base? Y,N 1 1 1 1 1 1 1 1 1

perimeter falls within base and on 4 sides

U crit mm 26944 27160

Area m² 45.374 46.104

As prov % 0.419

vc N/mm² 0.3451

1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

N kN 3982.2 3413.3 2844.4

v max N/mm² 0.296 OK 0.253 OK 0.211 OK 0 0 0

ave press kN/m² -30.50 -26.15 -21.79

V kN 5366.2 4599.6 3833.0 5388.5 4618.7 3848.9

v N/mm² 0.1410 OK 0.1209 OK 0.1007 OK 0.1387 0.1189 0.0991



SIZING TIPS Net press = 186.0

G + Q G + Q + W G + W

N kN 2844.4 2844.4 2844.4

Mx kNm 6668.0 6668.0 6668.0

My kNm 0.0 0.0 0.0

ex m 2344 2344 2344

ey m 0 0 0

min A m² 15.29 12.23 12.23

min L mm 2500

min B mm 2500

sq base iteration 0 3.911 3.911 3.911

0 0 0

-40008 -40008 -40008


66741 66741 66741

26733 26733 26733


32746 32746 32746

-7262 -7262 -7262


42883 42883 42883

2875 2875 2875

SQUARE SIZE

L & B mm 6794 6794 6794 6795 SQ

if L = 7300

1140 1140 1140

B mm 6131 4905 4905 or 7300 x 6135

if B = 7300

390 390 390

L mm 6576 5765 5765 or 6580 x 7300

Project Spreadsheets to BS 8110 Location B' 1 - 6 & D' 1 - 6 Made by Job No

PAD FOUNDATION DESIGN to BS 8110:1997 Combined base Date 15-May-14Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 1 of 5

CALCULATIONS - DOUBLE BASE

Gross base wt 460.80 L= 8.00 B= 4.00

CHARACTERISTIC PRESSURES

G + Q G + Q + W G + W

N1 kN 57.0 -72.0 -139.0 Uplift 258.00 Dims clear x 4900

N2 kN 57.0 -72.0 -139.0 Against 440.80 clear y 0

Total N kN 574.8 316.8 OK 182.8

Mx1 kNm 156.8 -246.0 -430.3 Rebar areas Area Dia

Mx2 kNm -156.8 150.0 334.3 50.3 8

Total Mx kNm 0.0 -96.0 -96.0 78.5 10

ex m 0.000 -0.303 -0.525 FS o'turn 7.616667 113.1 12

My1 kNm 0.0 0.0 0.0 201.1 16

My2 kNm 0.0 0.0 0.0 314.2 20

Total My kNm 0.0 0.0 0.0 490.9 25

ey m 0.000 0.000 0.000 FS o'turn 100 0 804.2 32

6ex/L 0.0000 -0.2273 -0.3939 1256.6 40

if ex>L/6 1.3333 1.4426 1.5348

k 2-4 1.0000 0.7727 0.6061

k 1-3 1.0000 1.2273 1.3939 N = 114.0

6ey/B 0.0000 0.0000 0.0000 Mx = 0 My = 0

if ey>B/6 1.3333 1.3333 1.3333 ex' = 0 ey' = 0

k 1-2 1.0000 1.0000 1.0000 Sex = 5500 Sey = 0

k 3-4 1.0000 1.0000 1.0000 ex1 ex2 ey1 ey2

N/A kN/m² 17.96 9.90 5.71 2750 2750 0 0

corner 1 kN/m² 17.96 12.15 7.96 Gross

corner 2 kN/m² 17.96 7.65 3.46 Gross

corner 3 kN/m² 17.96 12.15 7.96 Gross Text Asx increased

corner 4 kN/m² 17.96 7.65 3.46 Gross Asy increased

ULTIMATE PRESSURES

1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

N1 kN 93.2 -86.4 -190.6

N2 kN 93.2 -86.4 -190.6

Total N kN 831.5 380.2 OK 79.6

Mx1 kNm 0.0 -57.6 -67.2

Mx2 kNm 0.0 -57.6 -67.2SMx kNm 0.0 -115.2 -134.4

My1 kNm 0.0 0.0 0.0

My2 kNm 0.0 0.0 0.0SMy kNm 0.0 0.0 0.0

ex m 0.000 -0.303 -1.688 FS o'turn 2.369048

ey m 0.000 0.000 0.000 FS o'turn 100 0

6ex/L 0.0000 -0.2273 -1.2663

if ex>L/6 1.3333 1.4426 2.3072

k 2-4 1.0000 0.7727 0.0000

k 1-3 1.0000 1.2273 2.3072

6ey/B 0.0000 0.0000 0.0000

if ey>B/6 1.3333 1.3333 1.3333

k 1-2 1.0000 1.0000 1.0000

k 3-4 1.0000 1.0000 1.0000

N/L kN/m 103.94 47.52 9.95

edge 2-4 kN/m 103.94 36.72 0.00

edge 1-3 kN/m 103.94 58.32 22.96

N/B kN/m 207.88 95.04 19.90

edge 1-2 kN/m 207.88 95.04 19.90

edge 3-4 kN/m 207.88 95.04 19.90

3(L/2-ex) m 12.000 11.091 6.935

3(B/2-ey) m 6.000 6.000 6.000

XX MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

Column 1 LEFT RIGHT LEFT RIGHT LEFT RIGHT

from right m 1.550 0.950 3.11.2.2

from left m 6.450 7.050 3.11.2.2

to zero press m 10.450 11.050 9.541 10.141 5.385 5.985

local press kN/m 103.94 103.94 40.91 39.29 0.00 0.00

M1 kNm 2162.1 46.9 1092.4 17.0 318.4 0.0

M2 kNm 1891.8 2115.2 1092.4 673.3 318.4 0.0

add kNm -484.6 391.7 923.9

choose M kNm 0.0 10.5 46.3 -14.2 44.1 -26.0

Column 2

from right m 7.050 6.450 3.11.2.2

from left m 0.950 1.550 3.11.2.2

to zero press m 4.950 5.550 4.041 4.641 0.115 0.485

local press kN/m 103.94 103.94 55.76 54.14 0.00 0.00

M1 kNm 46.9 2162.1 25.9 884.6 6.9 0.0

M2 kNm 424.5 533.6 25.9 194.3 6.9 0.0

add kNm -484.6 391.7 923.9

choose M kNm 10.5 0.0 -5.3 -161.5 -19.1 -274.2

Design Mxx+ kNm 46.3

Suggested values for 'e'

228610861.xls.ms_office 12:58 AM 5/15/2014 6

BETWEEN

clear span m 4.900

End V kN 44.5 -44.5 -57.9 -5.9 -149.8 82.0

local press kN/m 103.94 103.94 52.68 52.68 0.00 0.00

quad a 0.000 0.000 0.000 Project Spreadsheets to BS 8110

if ex<=L/6 m 0.428 -1.100 0.000 Location B' 1 - 6 & D' 1 - 6

quad a 0.050 0.050 0.056 0.056 0.103 0.103 PAD FOUNDATION DESIGN to BS 8110:1997 Combined base

otherwise m 0.000 0.428 -1.098 0.000 -38.100 0.000 Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC

choose X bar m 0.428 -1.100 0.000 Made by Job No sheet 2 of 5

from left/right m 2.518 5.482 0.990 7.010 2.090 5.910 Date 15-May-14

local press kN/m 103.94 51.52 16.04

M1 kNm 44.3 86.4 -12.2

M2 kNm -2379.0 -1611.7 993.7

choose M kNm 44.3 86.4 993.7

Design Mxx- kNm 993.7

XX SHEARS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

Column 1 @ d LEFT RIGHT LEFT RIGHT LEFT RIGHT

from right m 2.090 0.410 3.4.5.10

from left m 5.910 7.590 3.4.5.8

to zero press m 9.910 11.590 9.001 10.681 4.845 6.525

local press kN/m 103.94 103.94 52.68 57.21 0.00 0.00

V1 kN 614.3 42.6 328.0 19.3 67.8 0.0

V2 kN 515.0 602.3 328.0 305.5 67.8 0.0

add kN -93.2 86.4 190.6

choose V kN 44.5 9.6 5.9 -9.1 -82.0 -23.6

@ 2d from col face

from right m 2.630 0.000 3.4.5.10

from left m 5.370 8.000 3.4.5.8

to zero press m 9.370 12.000 8.461 11.091 4.305 6.935

local press kN/m 103.94 103.94 51.22 58.32 0.00 0.00

V1 kN 558.2 0.0 294.1 0.0 61.6 0.0

V2 kN 487.0 623.6 294.1 323.4 61.6 0.0

add kN -93.2 86.4 190.6

choose V kN 31.9 0.0 9.3 0.0 -57.1 0.0

Column 2 @ d from col face

from right m 7.590 5.910 3.4.5.10

from left m 0.410 2.090 3.4.5.8

to zero press m 4.410 6.090 3.501 5.181 0.655 1.025

local press kN/m 103.94 103.94 57.21 52.68 0.00 0.00

V1 kN 42.6 614.3 23.7 264.2 4.7 0.0

V2 kN 229.2 316.5 23.7 136.5 4.7 0.0

add kN -93.2 86.4 190.6

choose V kN 9.6 44.5 -4.7 -57.9 -18.9 -149.8

Design Vxx (d) kN 44.5

@ 2d from col face

from right m 8.000 5.370 3.4.5.10

from left m 0.000 2.630 3.4.5.8

to zero press m 4.000 6.630 3.091 5.721 1.065 1.565

local press kN/m 103.94 103.94 58.32 51.22 0.00 0.00

V1 kN 0.0 558.2 0.0 236.1 0.0 0.0

V2 kN 207.9 344.6 0.0 146.5 0.0 0.0

add kN -93.2 86.4 190.6

choose V kN 0.0 31.9 0.0 -48.7 0.0 -118.7

Design Vxx (2d) kN 31.9

YY MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

Column 1 LEFT RIGHT LEFT RIGHT LEFT RIGHT

from top m 2.400 1.600 3.11.2.2

from btm m 1.600 2.400 3.11.2.2

to zero press m 4.400 4.400 4.400 4.400 4.400 4.400

local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90

M1 kNm 266.1 266.1 121.7 121.7 25.5 25.5

M2 kNm 670.8 670.8 306.7 306.7 64.2 64.2

add kNm 0.0 0.0 0.0

choose M kNm 59.6 59.6 -55.3 -55.3 -122.0 -122.0

Column 2

from top m 2.400 1.600 3.11.2.2

from btm m 1.600 2.400 3.11.2.2

to zero press m 4.400 4.400 4.400 4.400 4.400 4.400

local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90

M1 kNm 266.1 266.1 121.7 121.7 25.5 25.5

M2 kNm 670.8 670.8 306.7 306.7 64.2 64.2

add kNm 0.0 0.0 0.0

choose M kNm 59.6 59.6 -55.3 -55.3 -122.0 -122.0

Design Mxx+ kNm 59.6

228610861.xls.ms_office 12:58 AM 5/15/2014 7

BETWEEN

clear span m 0.000

End V kN 0.0 0.0 0.0 0.0 0.0 0.0 Spreadsheets to BS 8110

local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90 B' 1 - 6 & D' 1 - 6

quad a 0.000 0.000 0.000 PAD FOUNDATION DESIGN to BS 8110:1997 Combined base

if ex<=L/6 m 0.000 0.000 0.000 Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC

quad a 0.162 0.162 0.162 0.162 0.162 0.162 sheet 3 of 5

otherwise m 0.000 0.000 0.000 0.000 0.000 0.000 Made by Job No

choose X bar m 0.000 0.000 0.000 Date 15-May-14

from left/right m 2.920 1.080 2.920 1.080 2.920 1.080

local press kN/m 207.88 95.04 19.90

M1 kNm -112.9 104.7 230.9

M2 kNm -112.9 104.7 230.9

choose M kNm 0.0 0.0 0.0

Design Myy- kNm 0.0

YY SHEARS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

Column 1 @ d LEFT RIGHT LEFT RIGHT LEFT RIGHT

from top m 2.920 1.080 3.4.5.10

from btm m 1.080 2.920 3.4.5.8

to zero press m 3.080 4.920 3.080 4.920 3.080 4.920

local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90

V1 kN 224.5 224.5 102.6 102.6 21.5 21.5

V2 kN 320.1 511.4 146.4 233.8 30.6 49.0

add kN -93.2 86.4 190.6

choose V kN 0.0 50.3 0.0 -46.7 0.0 -102.9

@ 2d from col face

from top m 3.4 0.6 3.4.5.10

from btm m 0.560 3.440 3.4.5.8

to zero press m 2.560 5.440 2.560 5.440 2.560 5.440

local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90

V1 kN 116.4 116.4 53.2 53.2 11.1 11.1

V2 kN 266.1 565.4 121.7 258.5 25.5 54.1

add kN -93.2 86.4 190.6

choose V kN 0.0 26.1 0.0 -24.2 0.0 -53.4

Column 2 @ d from col face

from right m 2.920 1.080 3.4.5.10

from left m 1.080 2.920 3.4.5.8

to zero press m 3.080 4.920 3.080 4.920 3.080 4.920

local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90

V1 kN 224.5 224.5 102.6 102.6 21.5 21.5

V2 kN 320.1 511.4 146.4 233.8 30.6 49.0

add kN -93.2 86.4 190.6

choose V kN 50.3 0.0 -46.7 0.0 -102.9 0.0

Design Vyy (d) kN 50.3

@ 2d from col face

from right m 3.440 0.560

from left m 0.560 3.440

to zero press m 2.560 5.440 2.560 5.440 2.560 5.440

local press kN/m 207.88 207.88 95.04 95.04 19.90 19.90

V1 kN 116.4 116.4 53.2 53.2 11.1 11.1

V2 kN 266.1 565.4 121.7 258.5 25.5 54.1

add kN -93.2 86.4 190.6

choose V kN 26.1 0.0 -24.2 0.0 -53.4 0.0

Design Vyy (2d) kN 26.1

REINFORCEMENT min As 0.24%

Bottom steel X-X Y-Y

b mm 4000 choose dia 8000 choose dia 445.1843

dia mm 20 20 20 20

d mm 540 540 520 520

K' 0.1558 0.1558

K 0.0013 0.0013 0.0009 0.0009 X-X Y-Y

z mm 513.0 513.0 494.0 494.0 Min 0.13%bd 5184 9984

As mm² 228 228 305 305 As as as % 0.240 0.240

As shear mm² 0 0 for punching

required mm² 5760 5760 11520 11520

No 19 12.94 37 25.12

ave centres mm 225 325 225 325

As prov mm² 5969 11624

= % 0.276 0.011 0.279 0.007 0.000 0.240

Lc mm 2000 2750 3.11.1

Lc max mm 1815 < 2,000 1620 < 2,750 3.11.3.2


Final centres mm 225 175 & 275

0 0

228610861.xls.ms_office 12:58 AM 5/15/2014 8

Top steel X-X Y-Y

b mm 4000 choose dia 8000 choose dia

dia mm 20 20 20 20 Spreadsheets to BS 8110

d mm 540 540 520 520 B' 1 - 6 & D' 1 - 6

K' 0.1558 0.1558 PAD FOUNDATION DESIGN to BS 8110:1997 Combined base

K 0.0284 0.0284 0.0000 0.0000 Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC

z mm 513.0 513.0 494.0 494.0 Made by Job No sheet 4 of 5+M138

As mm² 4901 4901 0 0 Date 15-May-14

As shear mm²

required mm² 5760 5760 11520 11520 5184 9984

No 19 12.94 37 25.12 0.240 0.240

ave centres mm 225 325 225 325 0 0 for punching

As prov mm² 5969 11624

= % 0.276 0.227 0.279 0.000 0.000 0.240

Lc mm 2000 2750 3.11.1

Lc max mm 1815 < 2,000 1620 < 2,750 3.11.3.2


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



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



U crit mm 20160

Area m² 18.379

1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

N kN 186.4 -172.8 -381.2

ave press kN/m² 5.83 -5.40 -13.16

V kN 79.3 -73.6 -139.4

v N/mm² 0.0074 OK -0.0069 OK -0.0130 OK 0.000

0 0

228610861.xls.ms_office 12:58 AM 5/15/2014 9

SIZING TIPS Net press = 177.6

G + Q G + Q + W G + W

N kN 114.0 -144.0 -278.0

Mx kNm 0.0 -96.0 -96.0 Spreadsheets to BS 8110

My kNm 0.0 0.0 0.0 B' 1 - 6 & D' 1 - 6

ex m 0 667 345 PAD FOUNDATION DESIGN to BS 8110:1997 Combined base

ey m 0 0 0 Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC

min A m² 0.64 -0.65 -1.25 sheet 5 of 5+M237

min L mm 6100 Made by Job No

19 -39 -61 Date 15-May-14

105 -176 -275

min B mm 800

143 -180 -348

802 #NUM! #NUM!

MINIMUM SIZE

L mm 6100 6100 6100

B mm 105 -176 -275 6100 x 110

if L = 8000

14 -27 -44

B mm 800 800 800 8000 x 800

if B = 4000

29 -36 -70

L mm 6100 #NUM! #NUM! #NUM!

228610861.xls.ms_office 12:58 AM 5/15/2014 10

Project Spreadsheets to BS 8110 Location B' 1 - 6 & D' 1 - 6 AND CASE 1-DURING ERECTION Made by AND ADEL Job No AND R68

PAD FOUNDATION DESIGN to BS 8110:1997 DateOriginated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 1 of 2

For Graphs

SINGLE PAD USAGE DOUBLE PAD USAGE

punching 40.9% punching 3.2%

v yy 2.9% v yy 1.5%

Shear v xx 99.6% Shear v xx 3.6%

(As/Asprov) fsy 42.5% (As/Asprov) fsy 43.0%

Bending fsx 3.8% Bending fsx 50.9%

Grnd Brg Pressure 93.9% Grnd Brg Pressure 3.3%

Mx DIAGRAM 80.6 diff 0.0 length 8.000 1.3 diff col M

Left 2L c/l 2R 0.490 0.0

distance 0.000 0.095 0.190 0.285 0.380 0.475 0.570 0.665 0.760 0.855 0.950 1.250 1.550 2.040 2.530 3.020

pressure 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9

press M 0.0 0.1 0.4 0.9 1.7 2.6 3.8 5.2 6.7 8.5 48.5 74.6 106.3

Col M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 73.6 119.3 165.0

M 0.0 -0.1 -0.4 -0.9 -1.7 -2.6 -3.8 -5.2 -6.7 -8.5 -10.5 -5.3 0.0 25.1 44.7 58.7

Base 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.0 1.0 1.6 1.6 6.5 6.5 7.1 7.1

69.9 -10.5 69.9 -10.5 69.9 -10.5 69.9 -10.5

My DIAGRAM 161.3 diff 0.0 length 4.000 2.0 diff col M

Left 2L 1L 2R 0.000 0.0

distance 0.000 0.160 0.320 0.480 0.640 0.800 0.960 1.120 1.280 1.440 1.600 1.600 2.400 2.400 2.400 2.400

pressure 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9

press M 0.0 0.6 2.4 5.4 9.5 14.9 21.5 29.2 38.2 48.3 134.2 134.2 134.2

Col M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 37.3 37.3 37.3

M 0.0 -0.6 -2.4 -5.4 -9.5 -14.9 -21.5 -29.2 -38.2 -48.3 -59.6 -59.6 -59.6 -59.6 -59.6 -59.6

1.6 1.6 2.4 2.4 1.6 1.6 2.4 2.4

0.0 -59.6 0.0 -59.6 0.0 -59.6 0.0 -59.6

15-May-14

228610861.xls.ms_office 12:58 AM 5/15/2014 11

Project Spreadsheets to BS 8110 Location B' 1 - 6 & D' 1 - 6 AND CASE 1-DURING ERECTION Made by AND ADEL Job No AND R68

PAD FOUNDATION DESIGN to BS 8110:1997 Date 15-May-14Originated from RCC81.xls v2.8 on CD © 1999-2003 BCA for RCC sheet 2 of 2

For Graphs

2L c/l 2R 1L 1R

0.950 1.250 1.550 6.450 7.050 6.8 diff col M

-10.5 -5.3 0.0 0.0 -10.5 1L 1R 0.095 0.0 Right

3.510 4.000 4.490 4.980 5.470 5.960 6.450 7.050 7.145 7.240 7.335 7.430 7.525 7.620 7.715 7.810 7.905 8.000

103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9 103.9

143.5 186.4 234.9 288.9 348.6 413.8 594.7 610.7 626.8 643.1 659.7 676.5 693.4 710.6 728.0 0.0

210.6 256.3 302.0 347.6 393.3 439.0 586.2 603.9 621.6 639.4 657.1 674.8 692.5 710.2 727.9 0.0

67.1 69.9 67.1 58.7 44.7 25.1 0.0 -10.5 -8.5 -6.7 -5.2 -3.8 -2.6 -1.7 -0.9 -0.4 -0.1 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2L c/l 2R 1L 1R

1.600 2.000 2.400 1.600 2.400 2.0 diff col M

-59.6 -59.6 -59.6 -59.6 -59.6 2R 1R 0.160 0.0 Right

2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.560 2.720 2.880 3.040 3.200 3.360 3.520 3.680 3.840 4.000

207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9 207.9

134.2 134.2 134.2 134.2 134.2 134.2 152.7 172.4 193.3 215.3 238.6 263.0 288.7 315.5 343.6 0.0

37.3 37.3 37.3 37.3 37.3 37.3 104.4 134.2 164.0 193.9 223.7 253.5 283.3 313.2 343.0 0.0

-59.6 -59.6 -59.6 -59.6 -59.6 -59.6 -59.6 -59.6 -48.3 -38.2 -29.2 -21.5 -14.9 -9.5 -5.4 -2.4 -0.6 0.0

228610861.xls.ms_office 12:58 AM 5/15/2014 12

RCC81 Foundation Pads.xls

Single

Double

Disclaimer

Status of spreadsheet

Public release version.

Revision history RCC81 Foundation Pads

Date Version Action

5-Jul-05 RCC81 v2.8Typographical correction at top of DOUBLE page.

Conditional formatting added to bearing pressures.

######## RCC81 v2.7Correction to inclusion of base weight for combined punching

shear on DET2.

8-Feb-05 RCC81 v2.6Correction of DIV/0 error on DOUBLE when zero pressure at

end of base.

7-Aug-04 RCC81 v2.5 Correction to shears when resultant outside middle third.

8-Dec-03 RCC81 v2.4 Correction to combined punching shear routine.

7-Aug-03 RCC81 v2.3Updated to May 2002 amendment to BS 8110 formulae for

vc.

######## RCC81 v2.2

Difference between gross and net bearing pressures

highlited. SW base now ith gf of 1.0 in Det1:H32. Factors of

safety against overturning and uplift shown.

22-Jan-03 RCC81 v2.1 DETR logo replaced by DTI.

11-Oct-02 RCC81 v2.0Version 2 enhancements, and minor correction to 'Det1' lines

80 & 110.

3-Oct-01 RCC81 v1.1 Correction to punching shear perimeters

8-Mar-01 RCC81 v1.0b Method of handling uplift changed in SINGLE (M Hutcheson)

9-Aug-99 RCC81 v1.0a Correction to recommended e's in DOUBLE (RW)

6-Aug-99 RCC81 v1.0First public release.

Includes b version comments

All advice or information from the British Cement Association and/or Reinforced Concrete Council

is intended for those who will evaluate the significance and limitations of its contents and take

responsibility for its use and application. No liability (including that for negligence) for any loss

resulting from such advice or information is accepted by the BCA, RCC or their subcontractors,

suppliers or advisors. Users should note that all BCA software and publications are subject to

revision from time to time and should therefore ensure that they are in possession of the latest

version.

This spreadsheet should be used in compliance with the accompanying publication

'Spreadsheets for concrete design to BS 8110 and EC2' available from British Cement

Association, Telford Avenue, Crowthorne, Berkshire RG45 6YS.

This spreadsheet is shareware. It may be distributed freely, but

may not be used for commercial purposes until the user has

registered with the RCC.

Size (kB)

525

515

515

514

511

509

509

506

525

504

437

438

438

All advice or information from the British Cement Association and/or Reinforced Concrete Council

is intended for those who will evaluate the significance and limitations of its contents and take

responsibility for its use and application. No liability (including that for negligence) for any loss

resulting from such advice or information is accepted by the BCA, RCC or their subcontractors,

suppliers or advisors. Users should note that all BCA software and publications are subject to

revision from time to time and should therefore ensure that they are in possession of the latest

version.

This spreadsheet should be used in compliance with the accompanying publication

'Spreadsheets for concrete design to BS 8110 and EC2' available from British Cement

Association, Telford Avenue, Crowthorne, Berkshire RG45 6YS.

This spreadsheet is shareware. It may be distributed freely, but

may not be used for commercial purposes until the user has

registered with the RCC.

Documents

Case 1-During Erection