analysis and design of footing-r1

ARCHITECTURAL DESIGN UNIT PROJECT: 66/11kV Milahah S/S DATE: 20.04.14

P.O. Box 65019, Dubai, UAE TITLE: Main Building PREPARED BY- SPC

Tel : (9714) 2694844, Fax: (9714) 2694845 DESCRIPTION: Design of Footing CHECKED BY- MIM

Email: [email protected] JOB NO. REV 0

Design of a Offloading Platform Footings

SBC of soil = 380

Grade of Concrete = 30

Grade of Main Steel = 500

Grade of Stirrups = 500Column Width = 0.5 mColumn Length = 0.5 mHeight of soil above footing = 3.00 m yPlan Length of Footing = 2.25 mPlan Width of Footing = 2.25 mThickness of Footing = 500.00 mm 0.5 2.25

Clear cover to footing = 50.00 mm 0.5

Density of Soil = 21Self Weight of Footing = 63.28125 kN 2.25Weight from Soil on Footing = 248.0625 kN zTotal Weight = 311.34 kN

Section Modulus of Footing = 1.90

Sl. No. Load Case Fy My Mz Total Fy Total Pressure Check Net Pressure1 224 1.0 DL + 1.0 EP + 1.0 833.37 55.28 -242.85 1144.71 383.16 127.31 324.92 69.08 O.k 320.156 64.31 261.92 6.0772 202 1.0 DL + 1.0 EP + 1/1. 520.18 42.6 135.968 831.52 115.07 258.31 70.19 213.43 O.k 52.0689 195.31 7.19 150.4343 209 1.0 DL + 1.0 EP + 1.0 903.16 150.3 2.24 1214.50 317.91 320.27 159.53 161.89 O.k 254.91 257.27 96.53 98.8934 202 1.0 DL + 1.0 EP + 1/1. 380.74 40.17 65.166 692.08 123.54 192.19 81.22 149.88 O.k 60.5387 129.19 18.22 86.8755 213 1.2 DL + 1.0 LL + 1/1. 810.77 124.9 -52.131 1122.11 314.93 260.01 183.30 128.38 O.k 251.926 197.01 120.30 65.3776 204 1.0 DL + 1.0 EP + 1/1. 719.17 -43 -1.315 1030.51 181.59 180.21 226.91 225.52 O.k 118.593 117.21 163.91 162.5227 213 1.2 DL + 1.0 LL + 1/1. 903.14 152.1 2.3 1214.49 318.79 321.22 158.58 161.00 O.k 255.794 258.22 95.58 98.0038 204 1.0 DL + 1.0 EP + 1/1. 719.17 -43 -1.315 1030.51 181.59 180.21 226.91 225.52 O.k 118.593 117.21 163.91 162.5229 224 1.0 DL + 1.0 EP + 1.0 529.65 53.76 -115.013 841.00 255.02 133.86 198.39 77.22 O.k 192.021 70.86 135.39 14.225

10 222 1.0 DL + 1.0 EP + 1.0 529.92 53.22 116.607 841.26 132.79 255.63 76.72 199.56 O.k 69.7863 192.63 13.72 136.56411 222 1.0 DL + 1.0 EP + 1.0 822.38 50.1 213.313 1133.72 137.97 362.70 85.19 309.92 O.k 74.972 299.70 22.19 246.918

kN/m2

N/mm2

N/mm2

N/mm2

kN/m3

m3





12 224 1.0 DL + 1.0 EP + 1.0 833.37 55.28 -242.85 1144.71 383.16 127.31 324.92 69.08 O.k 320.156 64.31 261.92 6.077





Maximum Base Pressure on Footing = 320.16Cantilever Moment on Footing = 183.84 kN-m/mDesign for Moment

d = 500-50-16/2 = 442 mm O.K

k = = 0.031

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 426.02 mm

= 0.95*d = 420 mm.

= 420 mm.

= = 1006

= (0.13*b*D)/100 = 650

= 0.04bD = 20000

Provided steelDia Spacing

16 T 100 = 2011 SAFE

Check For One Way ShearShear Force, V = 207.94 kN

Shear Stress, v = 0.47Percentage of steel Provided

= 0.45 %bd

= 0.95= 1.00

Ultimate shear stress vc = 0.52 SAFE

kN/m2

M1 / b*d2*fcu.

( z ) Max.

Therefore z

(As)Req. M1 / 0.87*fy*z mm2

(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)

if 400/d is less than 1, So take 400/d

N/mm2

ARCHITECTURAL DESIGN UNIT PROJECT: 66/11kV Rayyan DATE: 14.04.14




Design of a Offloading Platform Footing F2

SBC of soil = 475



Grade of Stirrups = 460Column Width = 0.34 mColumn Length = 0.825 mHeight of RC Wall above footing = 2.40 m yPlan Length of Footing = 1.40 mPlan Width of Footing = 2.20 mThickness of Footing = 450.00 mm 0.34 2.20




Sl. No. Load Case Fy My Mz Total Fy Total Pressure Check Net Pressure1 100 1DL+1LL 248.39 -0.271 51.381 414.28 62.77 205.76 63.25 206.24 O.k 12.3728 155.36 12.85 155.8432 101 1DL+1LL+1CR 247.26 -0.241 51.303 413.15 62.54 205.31 62.97 205.74 O.k 12.1413 154.91 12.57 155.3413 102 1DL+1CR 199.15 -0.732 41.181 365.05 60.57 175.18 61.87 176.47 O.k 10.1712 124.78 11.47 126.0714 103 1DL+0.75 [1LL+ EL+X/268.73 0.084 63.573 434.62 52.73 229.64 52.58 229.50 O.k 2.32564 179.24 2.18 179.0965 104 1DL+0.75 [LL+EL-X/1. 204 -0.872 34.127 369.89 71.84 166.81 73.38 168.35 O.k 21.4353 116.41 22.98 117.9536 105 1DL+0.75 [LL+EL+Z/1.225.44 -0.441 43.758 391.34 65.78 187.55 66.56 188.34 O.k 15.3788 137.15 16.16 137.9357 106 1DL+0.75[LL+EL-Z/1.4247.28 -0.347 53.941 413.18 58.78 208.90 59.40 209.51 O.k 8.38394 158.50 9.00 159.1138 107 1DL+EL+X/1.4 +0.3/1 243.44 -0.127 60.894 409.34 48.06 217.52 48.28 217.75 O.k -2.3432 167.12 -2.12 167.3469 108 1DL+EL-X/1.4 +0.3/1. 157.12 -1.398 21.623 323.01 73.55 133.72 76.02 136.20 O.k 23.148 83.32 25.62 85.799

10 109 1DL+EL+Z/1.4 +0.3/1. 186.12 -0.819 34.653 352.01 65.35 161.78 66.80 163.23 O.k 14.9468 111.38 16.40 112.83411 110 1DL+EL-Z/1.4 +0.3/1. 214.44 -0.705 47.864 380.33 56.26 189.46 57.51 190.71 O.k 5.85891 139.06 7.11 140.310

kN/m2

N/mm2

N/mm2

N/mm2

kN/m3

m3





12 111 1DL+WL (+X +CPI) 206.54 -0.678 45.231 372.43 57.38 183.26 58.58 184.46 O.k 6.98194 132.86 8.18 134.057






d = 450-75-16/2 = 367 mm O.K

k = = 0.016

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 360.18 mm

= 0.95*d = 349 mm.

= 349 mm.

= = 763

= (0.13*b*D)/100 = 585

= 0.04bD = 18000


16 T 150 = 1340 SAFE



= 0.36 %bd

= 0.97= 1.00


kN/m2

M1 / b*d2*fcu.

( z ) Max.

Therefore z


(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)


N/mm2





Cantilever Moment on Footing = 11.11 kN-m/mDesign for Moment

d = 763.137773631069-585-16/2 = 367 mm O.K

k = = 0.002

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 366.36 mm

= 0.95*d = 349 mm.

= 349 mm.

= = 73

= (0.13*b*D)/100 = 585

= 0.04bD = 18000


16 T 150 = 1340 SAFE

Check For One Way Shear

Shear Force, V = -43.69 kN

Shear Stress, v = -0.10Percentage of steel Provided

= 0.36 %bd

= 0.97= 1.00


M1 / b*d2*fcu.

( z ) Max.

Therefore z


(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)


N/mm2





Design of a Offloading Platform Footing F3,F4

SBC of soil = 475







Sl. No. Load Case Fy My Mz Total Fy Total Pressure Check Net Pressure1 136 0.9*DL+ 1.0/1.4EL-X +127.83 1.478 -0.882 302.13 100.63 98.17 98.01 95.56 O.k 48.1292 45.67 45.51 43.0572 103 1DL+0.75 [1LL+ EL+X/320.81 -1.651 71.308 495.11 60.07 258.51 62.99 261.43 O.k 7.56544 206.01 10.49 208.9353 125 1DL+ 1LL +WL (-Z +C327.24 -1.343 53.015 501.54 87.88 235.42 90.26 237.80 O.k 35.3806 182.92 37.76 185.2964 136 0.9*DL+ 1.0/1.4EL-X +127.83 1.478 -0.882 302.13 100.63 98.17 98.01 95.56 O.k 48.1292 45.67 45.51 43.0575 110 1DL+EL-Z/1.4 +0.3/1. 184.68 1.72 42.643 358.98 58.74 177.41 55.69 174.37 O.k 6.24 124.91 3.19 121.8666 137 0.9*DL+ 1.0/1.4EL+Z +222.94 -0.856 15.154 397.24 107.13 149.30 108.65 150.82 O.k 54.6311 96.80 56.15 98.3207 110 1DL+EL-Z/1.4 +0.3/1. 184.68 1.72 42.643 358.98 58.74 177.41 55.69 174.37 O.k 6.24 124.91 3.19 121.8668 137 0.9*DL+ 1.0/1.4EL+Z +222.94 -0.856 15.154 397.24 107.13 149.30 108.65 150.82 O.k 54.6311 96.80 56.15 98.3209 122 1DL+ 1LL +WL (-X -C180.47 2.266 29.376 354.77 76.31 158.07 72.30 154.05 O.k 23.8142 105.57 19.80 101.553

10 101 1DL+1LL+1CR 308.2 -1.795 49.478 482.50 86.22 223.91 89.40 227.09 O.k 33.7191 171.41 36.90 174.59211 107 1DL+EL+X/1.4 +0.3/1 301.11 -1.454 72.682 475.41 51.93 254.20 54.51 256.78 O.k -0.5687 201.70 2.01 204.275

kN/m2

N/mm2

N/mm2

N/mm2

kN/m3

m3





12 136 0.9*DL+ 1.0/1.4EL-X +204.29 -0.858 -5.521 378.59 129.84 114.48 131.36 116.00 O.k 77.3407 61.98 78.86 63.496






d = 450-75-16/2 = 367 mm O.K

k = = 0.020

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 358.67 mm

= 0.95*d = 349 mm.

= 349 mm.

= = 928

= (0.13*b*D)/100 = 585

= 0.04bD = 18000


16 T 150 = 1340 SAFE



= 0.37 %bd

= 0.97= 1.00


kN/m2

M1 / b*d2*fcu.

( z ) Max.

Therefore z


(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)


N/mm2






d = 928.213003261814-585-16/2 = 367 mm O.K

k = = 0.004

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 365.55 mm

= 0.95*d = 349 mm.

= 349 mm.

= = 165

= (0.13*b*D)/100 = 585

= 0.04bD = 18000


16 T 150 = 1340 SAFE


Shear Force, V = -15.67 kN

Shear Stress, v = -0.04Percentage of steel Provided

= 0.37 %bd

= 0.97= 1.00


M1 / b*d2*fcu.

( z ) Max.

Therefore z


(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)


N/mm2





Design of a Offloading Platform Footing F5

SBC of soil = 380





Density of Soil = 21Self Weight of Footing = 45 kN 2.00Weight from Soil on Footing = 189 kN zTotal Weight = 234.00 kN


Sl. No. Load Case Fy My Mz Total Fy Total Pressure Check Net Pressure1 224 1.0 DL + 1.0 EP + 1.0 833.37 55.28 -242.85 1067.37 490.44 126.16 407.52 43.25Inc. Footing size427.44 63.16 344.52 -19.7542 202 1.0 DL + 1.0 EP + 1/1. 520.18 42.6 135.968 754.18 118.52 322.47 54.62 258.57 O.k 55.5172 259.47 -8.38 195.5723 209 1.0 DL + 1.0 EP + 1.0 903.16 150.3 2.24 1137.16 395.36 398.72 169.86 173.22 O.k 332.36 335.72 106.86 110.2194 202 1.0 DL + 1.0 EP + 1/1. 380.74 40.17 65.166 614.74 134.93 232.68 74.68 172.43 O.k 71.9345 169.68 11.68 109.4335 213 1.2 DL + 1.0 LL + 1/1. 810.77 124.9 -52.131 1044.77 394.00 315.80 206.58 128.39 O.k 330.999 252.80 143.58 65.3856 204 1.0 DL + 1.0 EP + 1/1. 719.17 -43 -1.315 953.17 207.02 205.04 271.54 269.57 O.k 144.017 142.04 208.54 206.5667 213 1.2 DL + 1.0 LL + 1/1. 903.14 152.1 2.3 1137.14 396.62 400.07 168.50 171.95 O.k 333.62 337.07 105.50 108.9528 204 1.0 DL + 1.0 EP + 1/1. 719.17 -43 -1.315 953.17 207.02 205.04 271.54 269.57 O.k 144.017 142.04 208.54 206.5669 224 1.0 DL + 1.0 EP + 1.0 529.65 53.76 -115.013 763.65 317.49 144.97 236.86 64.34 O.k 254.49 81.97 173.86 1.338

10 222 1.0 DL + 1.0 EP + 1.0 529.92 53.22 116.607 763.92 143.44 318.35 63.61 238.52 O.k 80.4395 255.35 0.61 175.52011 222 1.0 DL + 1.0 EP + 1.0 822.38 50.1 213.313 1056.38 141.68 461.65 66.54 386.50Inc. Footing size78.6838 398.65 3.54 323.505

kN/m2

N/mm2

N/mm2

N/mm2

kN/m3

m3





12 224 1.0 DL + 1.0 EP + 1.0 833.37 55.28 -242.85 1067.37 490.44 126.16 407.52 43.25Inc. Footing size427.44 63.16 344.52 -19.754






d = 450-50-16/2 = 392 mm O.K

k = = 0.030

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 378.61 mm

= 0.95*d = 372 mm.

= 372 mm.

= = 1019

= (0.13*b*D)/100 = 585

= 0.04bD = 18000


16 T 150 = 1340 SAFE



= 0.34 %bd

= 0.97= 1.00

Ultimate shear stress vc = 0.47 UNSAFE

kN/m2

M1 / b*d2*fcu.

( z ) Max.

Therefore z


(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)


N/mm2






d = 1019.42472193171-585-16/2 = 392 mm O.K

k = = 0.030

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 378.61 mm

= 0.95*d = 372 mm.

= 372 mm.

= = 1019

= (0.13*b*D)/100 = 585

= 0.04bD = 18000


16 T 150 = 1340 SAFE


Shear Force, V = 192.35 kN


= 0.34 %bd

= 0.97= 1.00


M1 / b*d2*fcu.

( z ) Max.

Therefore z


(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)


N/mm2

PROJECT: Oman Cement Company DATE: 20.05.14

TITLE: Cement Mill Substation PREPARED BY- EXT

DESCRIPTION: Design of Footing CHECKED BY- AIP

JOB NO. 8001329002 REV 0

Design of MCC & Compressor Room Footings

SBC of soil = 350



Grade of Stirrups = 415Column Width = 0.23 mColumn Length = 0.5 mHeight of soil above footing = 1.50 m yPlan Length of Footing = 1.20 3.75Plan Width of Footing = 2.00 mThickness of Footing = 450.00 mm 0.23 2.00


Density of Soil = 18Self Weight of Footing = 27 kN 1.20Weight from Soil on Footing = 57.348 kN zTotal Weight = 84.35 kN


Sl. No. Load Case Fy My Mz Total Fy Total Pressure Check Net Pressure1 4 COMBINATION LOAD C 386 0 0 470.35 195.98 195.98 195.98 195.98 O.k 168.978 168.98 168.98 168.9782 4 COMBINATION LOAD C 450 -1 5 534.35 210.98 231.81 213.48 234.31 O.k 183.978 204.81 186.48 207.3123 4 COMBINATION LOAD C 450 -1 5 534.35 210.98 231.81 213.48 234.31 O.k 183.978 204.81 186.48 207.3124 4 COMBINATION LOAD C 386 0 0 470.35 195.98 195.98 195.98 195.98 O.k 168.978 168.98 168.98 168.9785 4 COMBINATION LOAD C 386 0 0 470.35 195.98 195.98 195.98 195.98 O.k 168.978 168.98 168.98 168.9786 4 COMBINATION LOAD C 450 -1 5 534.35 210.98 231.81 213.48 234.31 O.k 183.978 204.81 186.48 207.3127 4 COMBINATION LOAD C 386 0 0 470.35 195.98 195.98 195.98 195.98 O.k 168.978 168.98 168.98 168.9788 4 COMBINATION LOAD C 450 -1 5 534.35 210.98 231.81 213.48 234.31 O.k 183.978 204.81 186.48 207.3129 4 COMBINATION LOAD C 450 -1 5 534.35 210.98 231.81 213.48 234.31 O.k 183.978 204.81 186.48 207.312

10 4 COMBINATION LOAD C 386 0 0 470.35 195.98 195.98 195.98 195.98 O.k 168.978 168.98 168.98 168.97811 4 COMBINATION LOAD C 450 -1 5 534.35 210.98 231.81 213.48 234.31 O.k 183.978 204.81 186.48 207.312

kN/m2

N/mm2

N/mm2

N/mm2

kN/m3

m3




JOB NO. 8001329002 REV 0

12 4 COMBINATION LOAD C 386 0 0 470.35 195.98 195.98 195.98 195.98 O.k 168.978 168.98 168.98 168.978




JOB NO. 8001329002 REV 0


d = 450-50-12/2 = 394 mm O.K

k = = 0.039

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 376.01 mm

= 0.95*d = 374 mm.

= 374 mm.

= = 901

= (0.13*b*D)/100 = 585

= 0.04bD = 18000


12 T 125 = 905 SAFE



= 0.23 %bd

= 0.97= 1.00


kN/m2

M1 / b*d2*fcu.

( z ) Max.

Therefore z


(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)


N/mm2




JOB NO. 8001329002 REV 0




JOB NO. 8001329002 REV 0


SBC of soil = 350







Sl. No. Load Case Fy My Mz Total Fy Total Pressure Check Net Pressure1 4 COMBINATION LOAD C 369 -3 0 428.15 231.19 231.19 244.53 244.53 O.k 204.193 204.19 217.53 217.5272 4 COMBINATION LOAD C 298 0 -1 357.15 201.19 195.64 201.19 195.64 O.k 174.193 168.64 174.19 168.6383 4 COMBINATION LOAD C 369 -3 0 428.15 231.19 231.19 244.53 244.53 O.k 204.193 204.19 217.53 217.5274 4 COMBINATION LOAD C 298 0 -1 357.15 201.19 195.64 201.19 195.64 O.k 174.193 168.64 174.19 168.6385 4 COMBINATION LOAD C 298 0 -1 357.15 201.19 195.64 201.19 195.64 O.k 174.193 168.64 174.19 168.6386 4 COMBINATION LOAD C 369 -3 0 428.15 231.19 231.19 244.53 244.53 O.k 204.193 204.19 217.53 217.5277 4 COMBINATION LOAD C 298 0 -1 357.15 201.19 195.64 201.19 195.64 O.k 174.193 168.64 174.19 168.6388 4 COMBINATION LOAD C 369 -3 0 428.15 231.19 231.19 244.53 244.53 O.k 204.193 204.19 217.53 217.5279 4 COMBINATION LOAD C 298 0 -1 357.15 201.19 195.64 201.19 195.64 O.k 174.193 168.64 174.19 168.638

10 4 COMBINATION LOAD C 369 -3 0 428.15 231.19 231.19 244.53 244.53 O.k 204.193 204.19 217.53 217.52711 4 COMBINATION LOAD C 369 -3 0 428.15 231.19 231.19 244.53 244.53 O.k 204.193 204.19 217.53 217.527

kN/m2

N/mm2

N/mm2

N/mm2

kN/m3

m3




JOB NO. 8001329002 REV 0

12 4 COMBINATION LOAD C 298 0 -1 357.15 201.19 195.64 201.19 195.64 O.k 174.193 168.64 174.19 168.638




JOB NO. 8001329002 REV 0


d = 400-50-10/2 = 345 mm O.K

k = = 0.028

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 334.06 mm

= 0.95*d = 328 mm.

= 328 mm.

= = 556

= (0.13*b*D)/100 = 520

= 0.04bD = 16000


10 T 125 = 628 SAFE



= 0.18 %bd

= 1.00= 1.00


kN/m2

M1 / b*d2*fcu.

( z ) Max.

Therefore z


(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)


N/mm2




JOB NO. 8001329002 REV 0




JOB NO. 8001329002 REV 0


SBC of soil = 350







Sl. No. Load Case Fy My Mz Total Fy Total Pressure Check Net Pressure1 4 COMBINATION LOAD C 369 -3 0 405.95 323.29 323.29 353.29 353.29 O.k 296.29 296.29 326.29 326.2902 4 COMBINATION LOAD C 298 0 -1 334.95 283.29 274.96 283.29 274.96 O.k 256.29 247.96 256.29 247.9573 4 COMBINATION LOAD C 369 -3 0 405.95 323.29 323.29 353.29 353.29 O.k 296.29 296.29 326.29 326.2904 4 COMBINATION LOAD C 298 0 -1 334.95 283.29 274.96 283.29 274.96 O.k 256.29 247.96 256.29 247.9575 4 COMBINATION LOAD C 298 0 -1 334.95 283.29 274.96 283.29 274.96 O.k 256.29 247.96 256.29 247.9576 4 COMBINATION LOAD C 369 -3 0 405.95 323.29 323.29 353.29 353.29 O.k 296.29 296.29 326.29 326.2907 4 COMBINATION LOAD C 298 0 -1 334.95 283.29 274.96 283.29 274.96 O.k 256.29 247.96 256.29 247.9578 4 COMBINATION LOAD C 369 -3 0 405.95 323.29 323.29 353.29 353.29 O.k 296.29 296.29 326.29 326.2909 4 COMBINATION LOAD C 298 0 -1 334.95 283.29 274.96 283.29 274.96 O.k 256.29 247.96 256.29 247.957

10 4 COMBINATION LOAD C 369 -3 0 405.95 323.29 323.29 353.29 353.29 O.k 296.29 296.29 326.29 326.29011 4 COMBINATION LOAD C 369 -3 0 405.95 323.29 323.29 353.29 353.29 O.k 296.29 296.29 326.29 326.290

kN/m2

N/mm2

N/mm2

N/mm2

kN/m3

m3




JOB NO. 8001329002 REV 0

12 4 COMBINATION LOAD C 298 0 -1 334.95 283.29 274.96 283.29 274.96 O.k 256.29 247.96 256.29 247.957




JOB NO. 8001329002 REV 0


d = 400-50-10/2 = 345 mm O.K

k = = 0.015

z = d [ 0.5 +Sqrt(0.25 - k/0.9) ] = 339.06 mm

= 0.95*d = 328 mm.

= 328 mm.

= = 307

= (0.13*b*D)/100 = 520

= 0.04bD = 16000


10 T 125 = 628 SAFE



= 0.18 %bd

= 1.00= 1.00


kN/m2

M1 / b*d2*fcu.

( z ) Max.

Therefore z


(As)Min. mm2

(As)Max. mm2

(As)Prov.

mm2

N/mm2

100As

(400/d)^(1/4)


N/mm2




JOB NO. 8001329002 REV 0

analysis and design of footing-r1

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