RCC81 Foundation Pads

Project Mock up(A1.1) foundation design

Client L&T Made by Date Page

Location Finishing open mockup yard NSR 8-Apr-23 1

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

NSR - 33

MATERIALS fcu 35 N/mm² h agg 20 mm 1.5 concretefy 460 N/mm² cover 50 mm 1.05 steel

Densities - Concrete 25 kN/m³ Soil 19 kN/m³

Bearing pressure 200 kN/m² (net allowable increase)

BASE COLUMNL = 2000 h = 300B = 2000 b = 300

400ex = 0 ey = 0

Key

DEAD IMPOSED WIND97.043.058.035.025.0

STATUS Err:520

CORNER 1 2 3 4no wind 0.0 199.4 0.0 0.0

with wind 0.0 199.4 0.0 0.0 Efficiency

REINFORCEMENT Err:520 Err:520Mxx = 42.6 kNm Myy = 58.3 kNm

b = 2000 mm b = 2000 mmd = Err:520 mm d = Err:520 mm

As = Err:520 mm² As = Err:520 mm²

PROVIDE Err:520 PROVIDE Err:520As prov = Err:520 mm² As prov = Err:520 mm²

Err:520 Err:520 BEAM SHEAR Err:520 Err:520

Vxx = 82.1 kN at d from col face Vyy = 66.0 kN at d from col facev = Err:520 N/mm² v = Err:520 N/mm²

or Vxx = 151.6 kN at 2d from col face or Vyy = 185.9 kN at 2d from col facev = Err:520 N/mm² v = Err:520 N/mm²

vc = Err:520 N/mm² vc = Err:520 N/mm²

PUNCHING SHEAR Err:520 Err:520d ave = Err:520 mm u crit = Err:520 mm

As prov = Err:520 % v max = Err:520 N/mm² at col face

v = Err:520 N/mm² vc = Err:520 N/mm²

CMPC- SALALAH AIRPORT PROJECT

Single column base

Originated from RCC81.xls on CD © 1999 BCA for RCC

gc

gs

DIMENSIONS mm

depth H =

COLUMN REACTIONS kN, kNm characteristic Plot (to scale)

Axial (kN)

Mx (kNm)

My (kNm) Hx (kN)

Hy (kN)

BEARING PRESSURES kN/m² characteristicpunching

v yy

Shear v xx

(As/Asprov) fsy

Bending fsx

Grnd Brg Pressure

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

99.7%

Project Mock up(A1.1) foundation design Location Finishing open mockup yard Made by NSR Job No 33

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

CALCULATIONS - SINGLE BASE

Gross base wt 40.00 L= 2 B= 2

CHARACTERISTIC PRESSURESG + Q G + Q + W G + W

P kN 137.00 137.00 OK 137.00 Text Asx increased Mx kNm 57.00 57.00 57.00 Asy increased My kNm 68.00 68.00 68.00ex m 0.416 0.416 0.416 FS o'turn 2.403509ey m 0.496 0.496 0.496 FS o'turn 2.014706 0

6ex/L 1.2482 1.2482 1.2482if ex>L/6 2.2833 2.2833 2.2833 Rebar ares Area Dia

k 2-4 2.2833 2.2833 2.2833 50.3 8k 1-3 0.0000 0.0000 0.0000 78.5 10

6ey/B 1.4891 1.4891 1.4891 113.1 12if ey>B/6 2.6473 2.6473 2.6473 201.1 16

k 1-2 2.6473 2.6473 2.6473 314.2 20k 3-4 0.0000 0.0000 0.0000 490.9 25

P/A kN/m² 34.25 34.25 34.25 804.2 32corner 1 kN/m² 0.00 0.00 0.00 Gross 1256.6 40corner 2 kN/m² 207.03 207.03 207.03 Grosscorner 3 kN/m² 0.00 0.00 0.00 Grosscorner 4 kN/m² 0.00 0.00 0.00 Gross

ULTIMATE PRESSURES1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

N kN 191.80 164.40 OK 153.00Mx kNm 79.80 68.40 57.00My kNm 95.20 81.60 68.00ex m 0.416 0.416 0.373 FS o'turn 2.403509ey m 0.496 0.496 0.444 FS o'turn 2.014706 0

6ex/L 1.2482 1.2482 1.1176if ex>L/6 2.2833 2.2833 2.1250

k 2-4 2.2833 2.2833 2.1250k 1-3 0.0000 0.0000 0.0000

6ey/B 1.4891 1.4891 1.3333if ey>B/6 2.6473 2.6473 2.4000

k 1-2 2.6473 2.6473 2.4000k 3-4 0.0000 0.0000 0.0000

N/L kN/m 95.90 82.20 76.50edge 2-4 kN/m 218.97 187.69 162.56edge 1-3 kN/m 0.00 0.00 0.00

N/B kN/m 95.90 82.20 76.50edge 1-2 kN/m 253.88 217.61 183.60edge 3-4 kN/m 0.00 0.00 0.003(L/2-ex) m 1.752 1.752 1.8823(B/2-ey) m 1.511 1.511 1.667

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

from right m 1.150 0.850 3.11.2.2from left m 0.850 1.150 3.11.2.2

to zero press m 0.602 0.602 0.602 0.602 0.732 0.732local press kN/m 75.23 0.00 64.48 0.00 63.25 0.00

M1 kNm 9.1 52.7 7.8 45.2 7.6 39.2M2 kNm 10.2 0.0 8.7 0.0 11.2 0.0

choose M kNm 0.1 42.6 0.1 36.5 4.0 31.9Design Mxx kNm 42.6

XX SHEARS @ d from col facefrom right m 1.490 0.510 3.4.5.10

from left m 0.510 1.490 3.4.5.8to zero press m 1.242 0.262 1.242 0.262 1.372 0.392

local press kN/m 155.22 32.73 133.05 28.05 118.52 33.88V1 kN 39.6 64.2 33.9 55.0 30.2 50.1V2 kN 96.4 20.3 82.6 17.4 81.3 23.3

choose V kN 82.1 49.9 70.4 42.8 71.1 39.9Design Vxx kN 82.1

@ 2d from col facefrom right m 1.830 0.170 3.4.5.10

from left m 0.170 1.830 3.4.5.8to zero press m 1.582 -0.078 1.582 -0.078 1.712 0.052

local press kN/m 197.72 -9.77 169.48 -8.38 147.88 4.52V1 kN 191.8 17.8 164.4 15.2 12.6 14.2V2 kN 156.4 -7.7 134.0 -6.6 126.6 3.9

choose V kN 151.6 13.0 130.0 11.2 123.2 10.8Design Vxx kN 151.6



YY MOMENTSfrom top m 1.150 0.850 3.11.2.2

from btm m 0.850 1.150 3.11.2.2to zero press m 0.361 0.361 0.361 0.361 0.517 0.517

local press kN/m 60.65 60.65 51.98 51.98 56.92 56.92M1 kNm 7.3 68.4 6.3 58.7 6.9 51.1M2 kNm 4.4 4.4 3.8 3.8 6.3 6.3

choose M kNm -5.7 58.3 -4.9 50.0 -0.9 43.8Design Myy kNm 58.3

YY SHEARS @ d from col facefrom top m 1.470 0.530 3.4.5.10


local press kN/m 164.83 6.88 141.28 5.90 125.22 21.66V1 kN 43.7 69.1 37.4 59.2 33.2 54.4V2 kN 80.8 3.4 69.3 2.9 71.2 12.3

choose V kN 66.0 54.3 56.6 46.5 60.6 43.8Design Vyy kN 66.0

@ 2d from col facefrom top m 1.790 0.210 3.4.5.10

from btm m 0.210 1.790 3.4.5.8to zero press m 1.301 -0.279 1.301 -0.279 1.457 -0.123

local press kN/m 32.39 -6.95 32.39 -6.95 23.81 -2.02V1 kN 191.8 191.8 164.4 164.4 153.0 153.0V2 kN 21.1 -4.5 21.1 -4.5 17.3 -1.5

choose V kN 15.2 185.9 16.0 159.4 13.1 148.8Design Vyy kN 185.9

REINFORCEMENT min As 0.13%X-X Y-Y

b mm 2000 choose dia 2000 choose diadia mm Err:520 20 Err:520 20

d mm Err:520 340 Err:520 320K' 0.1558 0.1558K Err:520 0.0053 Err:520 0.0081z mm Err:520 Err:520 Err:520 Err:520 Punching

As mm² Err:520 Err:520 Err:520 Err:520 0.00002 Err:520As shear mm² Err:520 Err:520 Err:520 Err:520 As X Err:520 Err:520required mm² Err:520 Err:520 Err:520 Err:520 As Y Err:520 Err:520

No Err:520 6.78 Err:520 Err:520 Err:520 Err:520ave centres mm Err:520 325 Err:520 325 As X Err:520 Err:520

As prov mm² Err:520 Err:520 As Y Err:520 Err:520= % Err:520 Err:520Lc mm 1000 1000

Lc max mm Err:520 Err:520 Err:520 Err:520b central mm Err:520 Err:520

Final centres mm Err:520 Err:520

BEAM SHEARv @ d N/mm² Err:520 0.1207 Err:520 0.1031

v @ 2d N/mm² Err:520 0.2230 Err:520 0.2905vc N/mm² Err:520 Err:520 Err:520 Err:520

As enhanced % Err:520 Err:520 Err:520 Err:520

PUNCHING SHEARd ave mm Err:520 .5 x d ave Err:520 330

L R B T 495to edges mm 1000 1000 1000 1000 Err:520

to 1.5d per mm Err:520 Err:520 Err:520 Err:520 Err:520standard perimeter? Y,N Err:520 Err:520 Err:520 Err:520 Err:520 645 645

U mm Err:520 Err:520 Err:520 Err:520 645within base? Y,N Err:520 Err:520 Err:520 Err:520 Err:520 Err:520 1 1 1

perimeter falls Err:520U crit mm Err:520 5160Area m² Err:520 1.664

As prov % Err:520vc N/mm² Err:520

1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4WN kN 191.8 164.4 153.0

v max N/mm² Err:520 Err:520 Err:520 Err:520 Err:520 Err:520 0 0 0ave press kN/m² 24.57 21.06 22.13

V kN Err:520 Err:520 Err:520 150.9 129.4 116.2v N/mm² Err:520 Err:520 Err:520 Err:520 Err:520 Err:520 0.0886 0.0760 0.0682

ave r

ave r



SIZING TIPS Net press = 197.6

G + Q G + Q + W G + WN kN 97.0 97.0 97.0

Mx kNm 57.0 57.0 57.0My kNm 68.0 68.0 68.0ex m 588 588 588ey m 701 701 701

min A m² 0.49 0.39 0.39min L mm 300min B mm 300

sq base iteration 0 0.701 0.701 0.7010 0 0

-750 -750 -750sq base iteration 1 1.401 1.401 1.401

408 408 408-342 -342 -342

sq base iteration 2 1.841 1.841 1.8411055 1055 1055305 305 305

sq base iteration 3 1.569 1.569 1.569611 611 611-139 -139 -139

SQUARE SIZE L & B mm 1724 1724 1724 1725 SQif L = 2000

134 134 134B mm 2062 1806 1806 or 2000 x 2065

if B = 2000150 150 150

L mm 2063 1802 1802 or 2065 x 2000

F/S OVERTURNING <1.5OVERTURNS at ULTIMATE

645

1

Project Mock up(A1.1) foundation design

Client L&T Made by Date Page

Location Base B3/B4 Combined base NSR 8-Apr-23 2

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

Originated from RCC81.xls on CD © 1999 BCA for RCC NSR - 33

MATERIALS fcu 40 N/mm² h agg 20 mm 1.5 steel

fy 460 N/mm² cover 50 mm 1.05 concrete

Densities - Concrete 23.6 kN/m³ Soil 18 kN/m³

Bearing pressure 300 kN/m² (net allowable)

DEAD IMPOSED WIND DEAD IMPOSED WIND

Axial 400.0 Axial 770.0Mx MxMy MyHx 78.0 HxHy Hy 22.0

BASE

L = 8500 h1 = 400 h2 = 400B = 1400 b1 = 700 b2 = 700

8006000 ex1 = 3000 ex2 = 30000 ey1 = 0 ey2 = 0

STATUS Err:520

CORNER 1 2 3 4

no wind 174.6 43.6 155.2 37.7with wind 174.6 43.6 155.2 37.7

REINFORCEMENT275.2 kNm Myy - 92.5

b = 1400 mm b = 8500d = Err:520 mm d = Err:520

As = Err:520 mm² As = Err:520

Err:520 Err:520 Efficiency'

As prov = Err:520 mm² As prov = Err:520Err:520 Err:520

Err:520 kNm Myy + 0.0d = Err:520 mm d = Err:520

As = Err:520 mm² As = Err:520

Err:520 Err:520As prov = Err:520 mm² As prov = Err:520

Err:520 Err:520

BEAM SHEAR Err:520 Err:520 Mx Diagram

Vxx = Err:520 kN at d Vyy = Err:520v = Err:520 N/mm² v = Err:520

or Vxx = Err:520 kN at 2d or Vyy = Err:520v = Err:520 N/mm² v = Err:520

vc = Err:520 N/mm² vc = Err:520

PUNCHING SHEAR Err:520 Err:520

d ave = Err:520 mm u crit = Err:520 mm

REINFORCED CONCRETE COUNCIL

gc

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COLUMN REACTIONS kN, kNm characteristic

Column 1 (rhs) Column 2 (lhs)

DIMENSIONS mmCOLUMN 1 (rhs) COLUMN 2 (lhs)

depth H =Sex =Sey =

PLOT (to scale) BEARING PRESSURES kN/m² characteristic

Btm Mxx -

Top Mxx +

0.00.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.08.59.0

-400

-200

0

200

400

600

800

1000

Moment Columns Zero axis

0.0 0.5 1.0 1.5

-100

-80

-60

-40

-20

0

punching

v yy

Shear v xx

(As/Asprov) fsy

Bending fsx

Grnd Brg Pressure

0% 133%

58.2%

document.xls 06:18:58 04/08/2023 9

Project Mock up(A1.1) foundation design Location Base B3/B4 Made by NSR Job No 33

PAD FOUNDATION DESIGN to BS 8110:1997 Combined base Date 8-Apr-23Originated from RCC81.xls on CD © 1999 BCA for RCC sheet 1 of 5

CALCULATIONS - DOUBLE BASE

Gross base wt 224.67 L= 8.50 B= 1.40

CHARACTERISTIC PRESSURESG + Q G + Q + W G + W

N1 kN 400.0 400.0 400.0 Dims clear x

N2 kN 770.0 770.0 770.0 clear y

Total N kN 1394.7 1394.7 OK 1394.7Mx1 kNm 1262.4 1262.4 1262.4 Rebar areas AreaMx2 kNm -2310.0 -2310.0 -2310.0 50.3

Total Mx kNm -1047.6 -1047.6 -1047.6 78.5ex m -0.751 -0.751 -0.751 FS o'turn 5.658034 113.1

My1 kNm 0.0 0.0 0.0 201.1My2 kNm 17.6 17.6 17.6 314.2

Total My kNm 17.6 17.6 17.6 490.9ey m 0.013 0.013 0.013 FS o'turn 55.46991 0 804.2

6ex/L -0.5302 -0.5302 -0.5302 1256.6if ex>L/6 1.6196 1.6196 1.6196

k 2-4 0.4698 0.4698 0.4698 Suggested values for 'e'k 1-3 1.5302 1.5302 1.5302 N = 1170.0

6ey/B 0.0541 0.0541 0.0541 Mx = 62.4 My =if ey>B/6 1.3578 1.3578 1.3578 ex' = 53.33333 ey' =

k 1-2 1.0541 1.0541 1.0541 6000k 3-4 0.9459 0.9459 0.9459 ex1 ex2 ey1

N/A kN/m² 117.20 117.20 117.20 4002 1998 15corner 1 kN/m² 189.04 189.04 189.04 Grosscorner 2 kN/m² 58.04 58.04 58.04 Grosscorner 3 kN/m² 169.64 169.64 169.64 Gross Text Asx increased corner 4 kN/m² 52.08 52.08 52.08 Gross Asy increased

ULTIMATE PRESSURES1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W

N1 kN 560.0 480.0 400.0N2 kN 1078.0 924.0 770.0

Total N kN 1952.5 1673.6 OK 1394.7Mx1 kNm 87.4 74.9 62.4Mx2 kNm 0.0 0.0 0.0

kNm -1466.6 -1257.1 -1047.6My1 kNm 0.0 0.0 0.0My2 kNm 24.6 21.1 17.6

kNm 24.6 21.1 17.6ex m -0.751 -0.751 -0.751 FS o'turn 5.658034ey m 0.013 0.013 0.013 FS o'turn 55.46991 0

6ex/L -0.5302 -0.5302 -0.5302if ex>L/6 1.6196 1.6196 1.6196

k 2-4 0.4698 0.4698 0.4698k 1-3 1.5302 1.5302 1.5302

6ey/B 0.0541 0.0541 0.0541if ey>B/6 1.3578 1.3578 1.3578

k 1-2 1.0541 1.0541 1.0541k 3-4 0.9459 0.9459 0.9459

N/L kN/m 229.71 196.89 164.08edge 2-4 kN/m 107.91 92.50 77.08edge 1-3 kN/m 351.51 301.29 251.08

N/B kN/m 1394.67 1195.43 996.19edge 1-2 kN/m 1470.10 1260.09 1050.07edge 3-4 kN/m 1319.24 1130.78 942.323(L/2-ex) m 10.497 10.497 10.4973(B/2-ey) m 2.062 2.062 2.062

XX MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4WColumn 1 LEFT RIGHT LEFT RIGHT LEFT RIGHT

from right m 1.450 1.050 3.11.2.2from left m 7.050 7.450 3.11.2.2

to zero press m 3.447 9.447 3.447 9.447 3.447 9.447local press kN/m 149.47 138.00 128.12 118.29 106.76 98.57

M1 kNm 7061.8 65.0 6052.9 55.7 5044.1 46.4M2 kNm 6933.8 65.0 5943.2 55.7 4952.7 46.4

add kNm -6252.4 -5359.2 -4466.0choose M kNm -110.3 44.6 -94.5 38.2 -78.8 31.9

Column 2from right m 7.450 7.050 3.11.2.2

from left m 1.050 1.450 3.11.2.2to zero press m 9.447 3.447 9.447 3.447 9.447 3.447

local press kN/m 321.42 309.95 275.50 265.67 229.58 221.40M1 kNm 188.2 4355.4 161.3 3733.2 134.5 3111.0M2 kNm -4781.5 4355.4 -4098.4 3733.2 -3415.4 3111.0

add kNm -3160.6 -2709.1 -2257.6choose M kNm 167.8 275.2 143.9 235.9 119.9 196.6

Design Mxx+ kNm 275.2

Sex = Sey =

SMx

SMy

document.xls 06:18:58 04/08/2023 10

BETWEENclear span m 5.600

End V kN Err:520 Err:520 Err:520 Err:520 Err:520 Err:520local press kN/m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

quad a Err:520 Err:520 Err:520 Project Mock up(A1.1) foundation designif ex<=L/6 m Err:520 Err:520 Err:520 Location Base B3/B4

quad a Err:520 Err:520 Err:520 Err:520 Err:520 Err:520 PAD FOUNDATION DESIGN to BS 8110:1997 Combined baseotherwise m Err:520 0.000 Err:520 0.000 Err:520 0.000 Originated from RCC81.xls on CD

choose X bar m Err:520 Err:520 Err:520 Made by NSR Job No 33from left/right m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520 Date 8-Apr-23

local press kN/m Err:520 Err:520 Err:520M1 kNm Err:520 Err:520 Err:520M2 kNm Err:520 Err:520 Err:520

choose M kNm Err:520 Err:520 Err:520Design Mxx- kNm Err:520

XX SHEARS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4WColumn 1 @ d LEFT RIGHT LEFT RIGHT LEFT RIGHTfrom right m Err:520 Err:520 3.4.5.10

from left m Err:520 Err:520 3.4.5.8to zero press m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

local press kN/m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520V1 kN Err:520 Err:520 Err:520 Err:520 Err:520 Err:520V2 kN 1952.5 Err:520 1673.6 Err:520 1394.7 Err:520

add kN -1078.0 -924.0 -770.0choose V kN Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

@ 2d from col facefrom right m Err:520 Err:520 3.4.5.10



add kN -1078.0 -924.0 -770.0choose V kN Err:520 Err:520 Err:520 Err:520 Err:520 Err:520Column 2 @ d from col facefrom right m Err:520 Err:520 3.4.5.10




Design Vxx (d) kN Err:520@ 2d from col face

from right m Err:520 Err:520 3.4.5.10from left m Err:520 Err:520 3.4.5.8

to zero press m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520local press kN/m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

V1 kN Err:520 Err:520 Err:520 Err:520 Err:520 Err:520V2 kN 1952.5 Err:520 1673.6 Err:520 1394.7 Err:520


Design Vxx (2d) kN Err:520

YY MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4WColumn 1 LEFT RIGHT LEFT RIGHT LEFT RIGHTfrom top m 1.050 0.350 3.11.2.2


local press kN/m 1356.96 1432.39 1163.11 1227.76 969.26 1023.13M1 kNm 81.6 89.3 69.9 76.5 58.3 63.8M2 kNm 81.6 -658.7 69.9 -564.6 58.3 -470.5

add kNm 24.6 21.1 17.6choose M kNm 92.5 75.5 79.2 64.7 66.0 53.9

Column 2from top m 1.050 0.350 3.11.2.2


local press kN/m 1356.96 1432.39 1163.11 1227.76 969.26 1023.13M1 kNm 81.6 89.3 69.9 76.5 58.3 63.8M2 kNm 81.6 -658.7 69.9 -564.6 58.3 -470.5

add kNm 0.0 0.0 0.0choose M kNm 67.8 75.5 58.1 64.7 48.4 53.9

Design Mxx+ kNm 92.5

document.xls 06:18:58 04/08/2023 11

BETWEENclear span m 0.000

End V kN 0.0 0.0 0.0 0.0 0.0 0.0 Mock up(A1.1) foundation designlocal press kN/m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520 Base B3/B4

quad a Err:520 Err:520 Err:520 PAD FOUNDATION DESIGN to BS 8110:1997 Combined baseif ex<=L/6 m Err:520 Err:520 Err:520 Originated from RCC81.xls on CD © 1999 BCA for RCC

quad a Err:520 Err:520 Err:520 Err:520 Err:520 Err:520otherwise m 0.000 Err:520 0.000 Err:520 0.000 Err:520 Made by NSR Job No 33

choose X bar m Err:520 Err:520 Err:520 Date 8-Apr-23from left/right m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

local press kN/m Err:520 Err:520 Err:520M1 kNm Err:520 Err:520 Err:520M2 kNm Err:520 Err:520 Err:520

choose M kNm 0.0 0.0 0.0Design Myy- kNm 0.0

YY SHEARS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4WColumn 1 @ d LEFT RIGHT LEFT RIGHT LEFT RIGHTfrom top m Err:520 Err:520 3.4.5.10

from btm m Err:520 Err:520 3.4.5.8to zero press m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

local press kN/m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520V1 kN Err:520 Err:520 Err:520 Err:520 Err:520 Err:520V2 kN Err:520 1952.5 Err:520 1673.6 Err:520 1394.7

add kN -1078.0 -924.0 -770.0choose V kN 0.0 Err:520 0.0 Err:520 0.0 Err:520

@ 2d from col facefrom top m Err:520 Err:520 3.4.5.10

from btm m Err:520 Err:520 3.4.5.8to zero press m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520


add kN -1078.0 -924.0 -770.0choose V kN 0.0 Err:520 0.0 Err:520 0.0 Err:520Column 2 @ d from col facefrom right m Err:520 Err:520 3.4.5.10



add kN -560.0 -480.0 -400.0choose V kN Err:520 0.0 Err:520 0.0 Err:520 0.0

Design Vyy (d) kN Err:520@ 2d from col face

from right m Err:520 Err:520from left m Err:520 Err:520

to zero press m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520local press kN/m Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

V1 kN Err:520 Err:520 Err:520 Err:520 Err:520 Err:520V2 kN Err:520 1952.5 Err:520 1673.6 Err:520 1394.7

add kN -560.0 -480.0 -400.0choose V kN Err:520 0.0 Err:520 0.0 Err:520 0.0

Design Vyy (2d) kN Err:520

REINFORCEMENT min As 0.13%Bottom steel X-X Y-Y

b mm 1400 choose dia 8500 choose dia Err:520dia mm Err:520 20 Err:520 20

d mm Err:520 740 Err:520 Err:520K' 0.1558 0.1558K Err:520 0.0090 Err:520 Err:520 X-X Y-Yz mm Err:520 Err:520 Err:520 Err:520 Min 0.13%bd Err:520 Err:520

As mm² Err:520 Err:520 Err:520 Err:520 As as as % Err:520 Err:520

As shear mm² Err:520 Err:520 Err:520 Err:520

required mm² Err:520 Err:520 Err:520 Err:520No Err:520 4.94 Err:520 Err:520

ave centres mm Err:520 325 Err:520 Err:520As prov mm² Err:520 Err:520

= % Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

Lc mm 700 3000 3.11.1Lc max mm Err:520 Err:520 Err:520 Err:520 3.11.3.2

b central mm Err:520 Err:520Final centres mm Err:520 Err:520

document.xls 06:18:58 04/08/2023 12

Top steel X-X Y-Yb mm 1400 choose dia 8500 choose dia

dia mm Err:520 20 Err:520 20 Mock up(A1.1) foundation designd mm Err:520 740 Err:520 Err:520 Base B3/B4K' 0.1558 0.1558 PAD FOUNDATION DESIGN to BS 8110:1997 Combined baseK Err:520 Err:520 Err:520 Err:520 Originated from RCC81.xls on CD © 1999 BCA for RCCz mm Err:520 Err:520 Err:520 Err:520 Made by NSR Job No 33

As mm² Err:520 Err:520 Err:520 Err:520 Date 8-Apr-23As shear mm² Err:520 Err:520required mm² Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

No Err:520 4.94 Err:520 Err:520 Err:520 Err:520

ave centres mm Err:520 325 Err:520 Err:520 Err:520 Err:520

As prov mm² Err:520 Err:520= % Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

Lc mm 700 3000 3.11.1Lc max mm Err:520 Err:520 Err:520 Err:520 3.11.3.2

b central mm Err:520 Err:520Final centres mm Err:520 Err:520

BEAM SHEARv @ d N/mm² Err:520 Err:520 Err:520 Err:520

v @ 2d N/mm² Err:520 Err:520 Err:520 Err:520vc N/mm² Err:520 Err:520 Err:520 Err:520

As enhanced % Err:520 Err:520 Err:520 Err:520 Err:520

PUNCHING SHEAR Err:520d ave mm Err:520 .5 x d ave Err:520

As prov % Err:520vc N/mm² Err:520

COLUMN 1 L R B Tto edges mm 7250 1250 700 700 Err:520

to 1.5d per mm Err:520 Err:520 Err:520 Err:520 Err:520standard perimeter? Y,N Err:520 Err:520 Err:520 Err:520 Err:520

U mm Err:520 Err:520 Err:520 Err:520within base? Y,N Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

perimeter falls Err:520U crit mm Err:520Area m² Err:520

1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4WN kN 560.0 480.0 400.0

v max N/mm² Err:520 Err:520 Err:520 Err:520 Err:520 Err:520ave press kN/m² 133.37 114.32 95.27

V kN Err:520 Err:520 Err:520v N/mm² Err:520 Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

COLUMN 2 L R B Tto edges mm 1250 7250 700 700 Err:520




1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4WN kN 1078.0 924.0 770.0

v max N/mm² Err:520 Err:520 Err:520 Err:520 Err:520 Err:520ave press kN/m² 194.78 166.96 139.13

V kN Err:520 Err:520 Err:520v N/mm² Err:520 Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

COMBINED L R B Tto edges mm 1250 1250 700 700 Err:520




1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4WN kN 1952.5 1673.6 1394.7

ave press kN/m² 164.08 140.64 117.20V kN Err:520 Err:520 Err:520v N/mm² Err:520 Err:520 Err:520 Err:520 Err:520 Err:520 Err:520

document.xls 06:18:58 04/08/2023 13

SIZING TIPS Net press = 295.5G + Q G + Q + W G + W

N kN 1170.0 1170.0 1170.0Mx kNm -1047.6 -1047.6 -1047.6 Mock up(A1.1) foundation designMy kNm 17.6 17.6 17.6 Base B3/B4ex m -895 -895 -895 PAD FOUNDATION DESIGN to BS 8110:1997 Combined baseey m 15 15 15 Originated from RCC81.xls on CD © 1999 BCA for RCC

min A m² 3.96 3.17 3.17min L mm 6400 Made by NSR Job No 33

29 29 29 Date 8-Apr-23157 133 133

min B mm 7001887 1887 1887

Err:502 Err:502 Err:502MINIMUM SIZE

L mm 6400 6400 6400B mm 157 133 133 6400 x 160

if L = 850051 51 51

B mm 700 700 700 8500 x 700if B = 1400

890 890 890L mm Err:502 Err:502 Err:502 Err:502

document.xls 06:18:58 04/08/2023 14

56000

Dia8

10121620253240

Suggested values for 'e'

17.615.0427350

ey2-15

Asx increased Asy increased

document.xls 06:18:58 04/08/2023 15

PAD FOUNDATION DESIGN to BS 8110:1997 Combined base

Originated from RCC81.xls on CD sheet 2 of 5

document.xls 06:18:58 04/08/2023 16



sheet 3 of 5

for punching

document.xls 06:18:58 04/08/2023 17



sheet 4 of 5+M138

for punching

document.xls 06:18:58 04/08/2023 18



sheet 5 of 5+M237

document.xls 06:18:58 04/08/2023 19

Project Mock up(A1.1) foundation design Location Base B3/B4 AND Finishing open mockup yard Made by NSR Job No 33

PAD FOUNDATION DESIGN to BS 8110:1997 Date 8-Apr-23Originated from RCC81.xls on CD © 1999 BCA for RCC sheet 1 of 2

For Graphs

SINGLE PAD USAGE DOUBLE PAD USAGE

punching Err:520 punching Err:520v yy Err:520 v yy Err:520

Err:520 Err:520Err:520 Err:520Err:520 Err:520

Grnd Brg Pressure 99.7% Grnd Brg Pressure 58.2%

Mx DIAGRAM 37.0 diff -243.6 length 8.500 1.3 diff col MLeft 2L c/l 2R 0.560 0.0

distance 0.000 0.105 0.210 0.315 0.420 0.525 0.630 0.735 0.840 0.945 1.050 1.250 1.450 2.010 2.570 3.130pressure 351.5 348.5 345.5 342.5 339.5 336.5 333.5 330.4 327.4 324.4 293.9 277.9 261.8press M 0.0 1.7 6.9 15.5 27.4 42.7 61.2 83.1 108.1 136.4 596.5 957.6 1394.1Col M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 819.3 1423.0 2026.6

M 0.0 -1.7 -6.9 -15.5 -27.4 -42.7 -61.2 -83.1 -108.1 -136.4 -167.8 -221.5 -275.2 222.8 465.4 632.5Base 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 1.5 1.5 7.1 7.1 7.5 7.5760.3 -275.2 760.3 -275.2 760.3 -275.2 760.3 -275.2

My DIAGRAM 224.7 diff 150.9 length 1.400 0.7 diff col MLeft 2L 1L 2R 0.000 24.6

distance 0.000 0.035 0.070 0.105 0.140 0.175 0.210 0.245 0.280 0.315 0.350 0.350 1.050 1.050 1.050 1.050pressure 1319.2 1323.0 1326.8 1330.6 1334.3 1338.1 1341.9 1345.6 1349.4 1353.2 1432.4 1432.4 1432.4press M 0.0 0.7 2.7 6.1 10.8 16.9 24.3 33.1 43.3 54.9 624.2 624.2 624.2Col M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 352.7 352.7 352.7

M 0.0 -0.7 -2.7 -6.1 -10.8 -16.9 -24.3 -33.1 -43.3 -54.9 -67.8 -92.5 -75.5 -75.5 -75.5 -75.50.4 0.4 1.0 1.0 0.4 0.4 1.0 1.00.0 -92.5 0.0 -92.5 0.0 -92.5 0.0 -92.5

Shear v xx Shear v xx(As/Asprov) fsy (As/Asprov) fsy

Bending fsx Bending fsx

document.xls 06:18:58 04/08/2023 20

Project Mock up(A1.1) foundation design Location Base B3/B4 AND Finishing open mockup yard Made by NSR Job No 33

PAD FOUNDATION DESIGN to BS 8110:1997 Date 8-Apr-23Originated from RCC81.xls on CD © 1999 BCA for RCC sheet 2 of 2

For Graphs

2L c/l 2R 1L 1R1.050 1.250 1.450 7.050 7.450 7.3 diff col M-167.8 -221.5 -275.2 110.3 -44.6 1L 1R 0.105 0.0 Right3.690 4.250 4.810 5.370 5.930 6.490 7.050 7.450 7.555 7.660 7.765 7.870 7.975 8.080 8.185 8.290 8.395 8.500245.8 229.7 213.7 197.6 181.6 165.5 135.0 132.0 129.0 126.0 123.0 120.0 116.9 113.9 110.9 107.9

1901.2 2473.7 3106.7 3795.0 4533.7 5317.8 6915.9 7080.1 7245.3 7411.5 7578.7 7746.8 7915.8 8085.8 8256.5 0.02630.3 3234.0 3837.7 4441.4 5045.0 5648.7 6967.6 7139.6 7311.6 7483.6 7655.6 7827.5 7999.5 8171.5 8343.5 0.0729.1 760.3 731.0 646.4 511.3 330.9 110.3 -44.6 51.7 59.5 66.3 72.1 76.9 80.8 83.7 85.8 87.0 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 0.0

2L c/l 2R 1L 1R0.350 0.700 1.050 0.350 1.050 0.7 diff col M-67.8 -71.7 -75.5 -92.5 -75.5 2R 1R 0.035 0.0 Right1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.050 1.085 1.120 1.155 1.190 1.225 1.260 1.295 1.330 1.365 1.400

1432.4 1432.4 1432.4 1432.4 1432.4 1432.4 1436.2 1439.9 1443.7 1447.5 1451.2 1455.0 1458.8 1462.6 1466.3 1470.1624.2 624.2 624.2 624.2 624.2 624.2 667.2 711.7 757.8 805.3 854.3 904.8 956.8 1010.3 1065.4 0.0352.7 352.7 352.7 352.7 352.7 352.7 606.0 663.3 720.6 778.0 835.3 892.6 950.0 1007.3 1064.6 0.0-75.5 -75.5 -75.5 -75.5 -75.5 -75.5 -75.5 -75.5 -61.2 -48.4 -37.1 -27.3 -19.0 -12.2 -6.8 -3.0 -0.8 0.0

Single

Double

RCC81 Foundation Pads.xls

Disclaimer

Status of spreadsheet

Public release version.

Date Version

06-Aug-99 RCC81 v1.0

09-Aug-99 RCC81 v1.0a

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.

Revision history RCC81 Foundation Pads

Action

438

Correction to recommended e's in DOUBLE (RW) 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

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.

Revision history RCC81 Foundation Pads

Size (kB)First public release.

Includes b version comments

RCC81 Foundation Pads

Documents

Transcript of RCC81 Foundation Pads