combined foundation design(is 456-2000)
TRANSCRIPT
Design For Combined Footing 1
Design For Combined Footing 2
Design For Combined Footing 3
Design For Combined Footing 4
COMBINED FOUNDATION DESIGN(IS 456-2000)
Result Summary
Footing No. Left Overhang (m)
Right Overhang (m)
Length (m)
Width (m)
Thickness (m)
1 2.500 2.500 35.000 7.950 0.6002 2.500 2.500 34.500 7.950 0.6003 2.500 2.500 35.000 7.950 0.6004 2.500 2.500 34.500 7.950 0.600
Footing No. Footing Reinforcement - Main Steel Top Main Steel Bottom Secondary Steel Top Secondary Steel Bottom 1 Ø16 @ 215 mm c/c Ø16 @ 275 mm c/c Ø16 @ 275 mm c/c Ø16 @ 135 mm c/c2 Ø16 @ 275 mm c/c Ø16 @ 275 mm c/c Ø16 @ 275 mm c/c Ø16 @ 145 mm c/c3 Ø16 @ 220 mm c/c Ø16 @ 275 mm c/c Ø16 @ 280 mm c/c Ø16 @ 140 mm c/c4 Ø16 @ 275 mm c/c Ø16 @ 275 mm c/c Ø16 @ 275 mm c/c Ø16 @ 150 mm c/c
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Page 2 of 142Strip Footing Design
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Column Dimensions
Pedestal
Eccentricity
Column Dimensions
Combined Footing 1 Input Data
Geometry of Footing
For Column 821
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 914
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Pedestal
Eccentricity
Column Dimensions
Pedestal
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 823
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
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Eccentricity
Column Dimensions
Pedestal
Eccentricity
Column Dimensions
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 915
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 825
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Pedestal
Eccentricity
Column Dimensions
Pedestal
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 916
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
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Eccentricity
Column Dimensions
Pedestal
Eccentricity
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 827
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
Length of left overhang : 2.500m
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Cover and Soil Properties
Concrete and Rebar Properties
Length of right overhang : 2.500m
Is the length of left overhang fixed? No
Is the length of right overhang fixed? No
Minimum width of footing (Wo) : 8.000m
Minimum Thickness of footing (Do) : 600.000mm
Maximum Width of Footing (Wo) : 40000.000mm
Maximum Thickness of Footing (Do) : 1500.000mm
Maximum Length of Footing (Lo) : 40000.000mm
Length Increment : 50.000mm
Depth Increment : 50.000mm
Pedestal Clear Cover : 50.000mm
Footing Clear Cover : 50.000mm
Unit Weight of soil : 18.000kN/m3
Soil Bearing Capacity : 110.000kN/m2
Soil Bearing Capacity Type: Net Bearing Capacity
Soil Surcharge : 0.000kN/m2
Depth of Soil above Footing : 2000.000mm
Type of Depth : Fixed Bottom
Depth of Water Table : 10.000m
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Unit Weight of Concrete : 25.000kN/m3
Compressive Strength of Concrete : 25.000N/mm2
Yield Strength of Steel : 500.000N/mm2
Minimum Bar Size : Ø16
Maximum Bar Size : Ø32
Minimum Pedestal Bar Size : Ø6
Maximum Pedestal Bar Size : Ø32
Minimum Bar Spacing : 50.000mm
Maximum Bar Spacing : 450.000mm
------------------------------------------------------
Design Calculations
Footing Size Calculations
Gross Soil Bearing Capacity = 196.00kN/m^2
Reduction of force due to buoyancy = 0.000kN
Area from initial length and width, Ao = Lo X Wo = 280.000sq m
Min. area required from bearing pressure, Amin = P / qmax = 105.858sq m
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil).
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Final footing dimensions are:
qmax = Respective Factored Bearing Capacity.
Length of footing, L : 35.000m
Width of footing, W : 7.950m
Depth of footing, Do : 0.600m
Area, A : 278.250sq m
Length of left overhang, Lleft_overhang : 2.500m
Length of right overhang, Lright_overhang : 2.500m
------------------------------------------------------
Load Combination/s- Service Stress Level Load Combination
Number Load Combination Title
401 DL+CL+LL
402 DL+CL+LL+WL
403 DL+CL+LL+WL
404 DL+CL+LL+WL
405 DL+CL+LL+WL
406 DL+CL+LL+WL
407 DL+CL+LL+WL
408 DL+CL+LL+WL
409 DL+CL+LL+WL
414 DL+CL+WL
415 DL+CL+WL
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416 DL+CL+WL
417 DL+CL+WL
418 DL+CL+WL
419 DL+CL+WL
420 DL+CL+WL
421 DL+CL+WL
426 DL+CL+SX
427 DL+CL+S-X
428 DL+CL+SZ
429 DL+CL+S-Z
430 DL+CL+LL+SX
431 DL+CL+LL+S-X
432 DL+CL+LL+SZ
433 DL+CL+LL+S-Z
Load Combination/s- Strength Level Load Combination
Number Load Combination Title
401 DL+CL+LL
402 DL+CL+LL+WL
403 DL+CL+LL+WL
404 DL+CL+LL+WL
405 DL+CL+LL+WL
406 DL+CL+LL+WL
407 DL+CL+LL+WL
408 DL+CL+LL+WL
409 DL+CL+LL+WL
414 DL+CL+WL
415 DL+CL+WL
416 DL+CL+WL
417 DL+CL+WL
418 DL+CL+WL
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419 DL+CL+WL
420 DL+CL+WL
421 DL+CL+WL
426 DL+CL+SX
427 DL+CL+S-X
428 DL+CL+SZ
429 DL+CL+S-Z
430 DL+CL+LL+SX
431 DL+CL+LL+S-X
432 DL+CL+LL+SZ
433 DL+CL+LL+S-Z
Applied Loads - Service Stress Level
LC Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
-
Column Number : 821
401 548.296 -519.664 0.437 -0.212 2504.806
402 83.519 231.022 -4.005 -40.317 -1182.264
403 378.224 -331.017 2.440 6.399 1578.263
404 473.787 -375.601 2.691 7.162 1797.240
405 -75.096 402.890 -2.967 -119.598 -2026.311
406 320.434 -205.178 -0.293 -28.607 960.270
407 -75.096 402.890 -2.967 -119.598 -2026.311
408 320.434 -205.178 -0.293 -28.607 960.270
409 38.460 266.318 39.672 111.959 -1355.746
414 -112.555 564.581 -3.656 -39.703 -2773.034
415 182.151 2.542 2.788 7.013 -12.507
416 277.713 -42.043 3.040 7.776 206.470
417 -271.169 736.449 -2.618 -118.985 -3617.081
418 124.360 128.381 0.056 -27.993 -630.500
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419 -271.169 736.449 -2.618 -118.985 -3617.081
420 124.360 128.381 0.056 -27.993 -630.500
421 -157.614 599.877 40.021 112.572 -2946.517
426 330.772 -72.739 0.915 1.042 367.115
427 373.620 -299.356 0.642 -0.079 1460.388
428 524.024 -255.919 139.316 412.900 1256.238
429 241.219 -122.075 -5.544 -544.556 600.183
430 526.846 -406.298 0.566 0.428 1957.886
431 569.693 -632.915 0.294 -0.693 3051.159
432 720.097 -589.478 138.968 412.286 2847.008
433 437.293 -455.634 -5.892 -545.170 2190.954
-
Column Number : 914
401 51.416 -13.488 -0.006 -0.007 30.638
402 50.910 -8.294 -0.795 -0.860 13.986
403 51.352 -12.189 0.125 0.136 26.472
404 51.406 -12.494 0.140 0.152 27.449
405 50.298 -7.142 -2.667 -2.879 10.292
406 51.117 -11.347 -0.671 -0.726 23.773
407 50.298 -7.142 -2.667 -2.879 10.292
408 51.117 -11.347 -0.671 -0.726 23.773
409 51.516 -8.022 2.280 2.508 13.111
414 50.807 3.959 -0.787 -0.851 -12.692
415 51.250 0.064 0.133 0.145 -0.206
416 51.303 -0.241 0.148 0.161 0.772
417 50.196 5.111 -2.659 -2.870 -16.385
418 51.014 0.906 -0.663 -0.717 -2.905
419 50.196 5.111 -2.659 -2.870 -16.385
420 51.014 0.906 -0.663 -0.717 -2.905
421 51.413 4.231 2.288 2.517 -13.566
426 51.305 0.013 0.018 0.019 0.765
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51.323 -2.483 -0.008 -0.009 7.155
428 52.580 -1.476 9.108 10.005 4.733
429 47.871 -1.014 -12.990 -14.014 3.251
430 51.407 -12.240 0.009 0.010 27.442
431 51.426 -14.736 -0.016 -0.018 33.832
432 52.683 -13.729 9.100 9.996 31.410
433 47.973 -13.267 -12.998 -14.023 29.929
-
Column Number : 823
401 537.212 -504.610 -0.032 0.003 2430.962
402 77.005 247.931 -3.363 -6.619 -1265.223
403 364.536 -317.156 0.731 1.943 1510.253
404 459.401 -360.826 0.801 2.173 1724.749
405 -64.370 409.488 -18.016 -35.243 -2058.763
406 318.074 -199.321 -5.645 -10.822 931.470
407 -64.370 409.488 -18.016 -35.243 -2058.763
408 318.074 -199.321 -5.645 -10.822 931.470
409 -17.810 291.617 18.569 43.567 -1479.766
414 -118.806 581.106 -3.322 -6.570 -2854.115
415 168.725 16.020 0.773 1.992 -78.639
416 263.590 -27.651 0.842 2.222 135.858
417 -260.182 742.663 -17.975 -35.195 -3647.655
418 122.263 133.854 -5.603 -10.773 -657.422
419 -260.182 742.663 -17.975 -35.195 -3647.655
420 122.263 133.854 -5.603 -10.773 -657.422
421 -213.621 624.792 18.610 43.616 -3068.657
426 321.849 -66.904 0.108 0.374 338.488
427 360.952 -275.966 -0.065 -0.171 1345.653
428 341.482 -171.407 76.296 197.874 842.168
429 341.179 -171.460 -93.650 -206.108 841.981
430 517.660 -400.080 0.066 0.326 1927.380
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556.764 -609.141 -0.107 -0.220 2934.544
432 537.293 -504.583 76.254 197.825 2431.060
433 536.990 -504.636 -93.692 -206.157 2430.873
-
Column Number : 915
401 51.418 -13.436 0.004 0.005 30.471
402 51.080 -8.236 0.147 0.166 13.798
403 51.335 -12.141 0.034 0.037 26.318
404 51.387 -12.443 0.036 0.040 27.286
405 51.031 -7.119 -0.680 -0.760 10.219
406 51.332 -11.326 -0.355 -0.395 23.708
407 51.031 -7.119 -0.680 -0.760 10.219
408 51.332 -11.326 -0.355 -0.395 23.708
409 51.097 -7.934 1.366 1.525 12.831
414 50.976 4.016 0.144 0.163 -12.875
415 51.231 0.111 0.031 0.034 -0.355
416 51.283 -0.191 0.033 0.037 0.613
417 50.927 5.132 -0.683 -0.763 -16.454
418 51.229 0.925 -0.358 -0.398 -2.966
419 50.927 5.132 -0.683 -0.763 -16.454
420 51.229 0.925 -0.358 -0.398 -2.966
421 50.994 4.318 1.364 1.522 -13.842
426 51.304 0.033 0.010 0.011 0.700
427 51.325 -2.402 -0.005 -0.005 6.896
428 51.120 -1.184 6.596 7.327 3.797
429 51.248 -1.184 -5.261 -5.833 3.797
430 51.408 -12.218 0.013 0.014 27.374
431 51.428 -14.654 -0.002 -0.003 33.569
432 51.224 -13.435 6.599 7.330 30.470
433 51.351 -13.436 -5.259 -5.830 30.470
-
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401 537.212 -504.611 0.116 0.270 2430.961
402 76.994 247.925 9.973 18.368 -1265.245
403 364.533 -317.155 0.227 0.428 1510.255
404 459.399 -360.826 0.168 0.317 1724.750
405 -64.312 409.494 -7.018 -15.911 -2058.742
406 318.104 -199.311 -6.052 -15.083 931.507
407 -64.312 409.494 -7.018 -15.911 -2058.742
408 318.104 -199.311 -6.052 -15.083 931.507
409 -17.925 291.604 30.062 58.197 -1479.813
414 -118.818 581.100 9.864 18.138 -2854.136
415 168.722 16.021 0.118 0.198 -78.636
416 263.587 -27.650 0.059 0.087 135.859
417 -260.124 742.669 -7.127 -16.141 -3647.632
418 122.292 133.865 -6.161 -15.313 -657.383
419 -260.124 742.669 -7.127 -16.141 -3647.632
420 122.292 133.865 -6.161 -15.313 -657.383
421 -213.736 624.779 29.953 57.967 -3068.703
426 321.848 -66.904 0.098 0.295 338.489
427 360.952 -275.966 -0.050 -0.161 1345.652
428 341.058 -171.469 129.567 275.344 841.950
429 341.488 -171.400 -61.707 -165.919 842.195
430 517.660 -400.079 0.206 0.525 1927.380
431 556.764 -609.142 0.059 0.068 2934.542
432 536.869 -504.645 129.676 275.574 2430.841
433 537.299 -504.575 -61.598 -165.689 2431.086
-
Column Number : 916
401 51.416 -13.487 0.017 0.019 30.633
402 50.614 -8.241 1.681 1.808 13.817
403 51.330 -12.194 0.004 0.005 26.490
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51.384 -12.496 -0.009 -0.009 27.456
405 51.185 -7.196 -0.664 -0.731 10.464
406 51.471 -11.441 -0.887 -0.972 24.073
407 51.185 -7.196 -0.664 -0.731 10.464
408 51.471 -11.441 -0.887 -0.972 24.073
409 49.865 -7.905 4.193 4.517 12.737
414 50.515 4.010 1.662 1.788 -12.855
415 51.231 0.057 -0.015 -0.015 -0.182
416 51.285 -0.245 -0.028 -0.029 0.784
417 51.087 5.055 -0.683 -0.751 -16.208
418 51.373 0.811 -0.906 -0.993 -2.599
419 51.087 5.055 -0.683 -0.751 -16.208
420 51.373 0.811 -0.906 -0.993 -2.599
421 49.766 4.346 4.174 4.497 -13.935
426 51.304 0.010 0.010 0.012 0.774
427 51.329 -2.481 -0.011 -0.010 7.147
428 46.225 -0.936 18.311 19.741 3.003
429 52.386 -1.544 -7.715 -8.467 4.948
430 51.403 -12.241 0.029 0.032 27.446
431 51.428 -14.732 0.008 0.010 33.819
432 46.323 -13.187 18.330 19.761 29.675
433 52.485 -13.795 -7.697 -8.446 31.620
-
Column Number : 827
401 548.044 -519.186 -0.011 0.842 2502.453
402 69.477 246.296 -1.615 76.340 -1257.172
403 376.127 -332.644 -0.308 -0.125 1586.223
404 471.351 -376.218 -0.580 -0.871 1800.241
405 -38.624 387.425 -10.660 -29.693 -1950.545
406 355.422 -232.272 -15.657 -44.628 1093.058
407 -38.624 387.425 -10.660 -29.693 -1950.545
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355.422 -232.272 -15.657 -44.628 1093.058
409 -47.223 300.062 -2.106 182.053 -1521.145
414 -126.146 579.358 -1.608 75.507 -2845.504
415 180.504 0.417 -0.302 -0.958 -2.109
416 275.729 -43.156 -0.573 -1.704 211.909
417 -234.246 720.486 -10.653 -30.525 -3538.876
418 159.799 100.790 -15.650 -45.461 -495.274
419 -234.246 720.486 -10.653 -30.525 -3538.876
420 159.799 100.790 -15.650 -45.461 -495.274
421 -242.845 633.123 -2.099 181.220 -3109.477
426 331.068 -73.529 0.038 0.463 370.988
427 373.774 -298.656 -0.089 -0.309 1456.943
428 193.043 -99.715 2.086 778.301 490.576
429 511.620 -275.274 -115.463 -347.861 1351.101
430 526.690 -406.591 0.031 1.296 1959.320
431 569.397 -631.717 -0.096 0.524 3045.275
432 388.665 -432.777 2.079 779.134 2078.908
433 707.243 -608.336 -115.470 -347.028 2939.432
Applied Loads - Strength Level
LC Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
-
Column Number : 821
401 548.296 -519.664 0.437 -0.212 2504.806
402 83.519 231.022 -4.005 -40.317 -1182.264
403 378.224 -331.017 2.440 6.399 1578.263
404 473.787 -375.601 2.691 7.162 1797.240
405 -75.096 402.890 -2.967 -119.598 -2026.311
406 320.434 -205.178 -0.293 -28.607 960.270
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407 -75.096 402.890 -2.967 -119.598 -2026.311
408 320.434 -205.178 -0.293 -28.607 960.270
409 38.460 266.318 39.672 111.959 -1355.746
414 -112.555 564.581 -3.656 -39.703 -2773.034
415 182.151 2.542 2.788 7.013 -12.507
416 277.713 -42.043 3.040 7.776 206.470
417 -271.169 736.449 -2.618 -118.985 -3617.081
418 124.360 128.381 0.056 -27.993 -630.500
419 -271.169 736.449 -2.618 -118.985 -3617.081
420 124.360 128.381 0.056 -27.993 -630.500
421 -157.614 599.877 40.021 112.572 -2946.517
426 330.772 -72.739 0.915 1.042 367.115
427 373.620 -299.356 0.642 -0.079 1460.388
428 524.024 -255.919 139.316 412.900 1256.238
429 241.219 -122.075 -5.544 -544.556 600.183
430 526.846 -406.298 0.566 0.428 1957.886
431 569.693 -632.915 0.294 -0.693 3051.159
432 720.097 -589.478 138.968 412.286 2847.008
433 437.293 -455.634 -5.892 -545.170 2190.954
-
Column Number : 914
401 51.416 -13.488 -0.006 -0.007 30.638
402 50.910 -8.294 -0.795 -0.860 13.986
403 51.352 -12.189 0.125 0.136 26.472
404 51.406 -12.494 0.140 0.152 27.449
405 50.298 -7.142 -2.667 -2.879 10.292
406 51.117 -11.347 -0.671 -0.726 23.773
407 50.298 -7.142 -2.667 -2.879 10.292
408 51.117 -11.347 -0.671 -0.726 23.773
409 51.516 -8.022 2.280 2.508 13.111
414 50.807 3.959 -0.787 -0.851 -12.692
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51.250 0.064 0.133 0.145 -0.206
416 51.303 -0.241 0.148 0.161 0.772
417 50.196 5.111 -2.659 -2.870 -16.385
418 51.014 0.906 -0.663 -0.717 -2.905
419 50.196 5.111 -2.659 -2.870 -16.385
420 51.014 0.906 -0.663 -0.717 -2.905
421 51.413 4.231 2.288 2.517 -13.566
426 51.305 0.013 0.018 0.019 0.765
427 51.323 -2.483 -0.008 -0.009 7.155
428 52.580 -1.476 9.108 10.005 4.733
429 47.871 -1.014 -12.990 -14.014 3.251
430 51.407 -12.240 0.009 0.010 27.442
431 51.426 -14.736 -0.016 -0.018 33.832
432 52.683 -13.729 9.100 9.996 31.410
433 47.973 -13.267 -12.998 -14.023 29.929
-
Column Number : 823
401 537.212 -504.610 -0.032 0.003 2430.962
402 77.005 247.931 -3.363 -6.619 -1265.223
403 364.536 -317.156 0.731 1.943 1510.253
404 459.401 -360.826 0.801 2.173 1724.749
405 -64.370 409.488 -18.016 -35.243 -2058.763
406 318.074 -199.321 -5.645 -10.822 931.470
407 -64.370 409.488 -18.016 -35.243 -2058.763
408 318.074 -199.321 -5.645 -10.822 931.470
409 -17.810 291.617 18.569 43.567 -1479.766
414 -118.806 581.106 -3.322 -6.570 -2854.115
415 168.725 16.020 0.773 1.992 -78.639
416 263.590 -27.651 0.842 2.222 135.858
417 -260.182 742.663 -17.975 -35.195 -3647.655
418 122.263 133.854 -5.603 -10.773 -657.422
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-260.182 742.663 -17.975 -35.195 -3647.655
420 122.263 133.854 -5.603 -10.773 -657.422
421 -213.621 624.792 18.610 43.616 -3068.657
426 321.849 -66.904 0.108 0.374 338.488
427 360.952 -275.966 -0.065 -0.171 1345.653
428 341.482 -171.407 76.296 197.874 842.168
429 341.179 -171.460 -93.650 -206.108 841.981
430 517.660 -400.080 0.066 0.326 1927.380
431 556.764 -609.141 -0.107 -0.220 2934.544
432 537.293 -504.583 76.254 197.825 2431.060
433 536.990 -504.636 -93.692 -206.157 2430.873
-
Column Number : 915
401 51.418 -13.436 0.004 0.005 30.471
402 51.080 -8.236 0.147 0.166 13.798
403 51.335 -12.141 0.034 0.037 26.318
404 51.387 -12.443 0.036 0.040 27.286
405 51.031 -7.119 -0.680 -0.760 10.219
406 51.332 -11.326 -0.355 -0.395 23.708
407 51.031 -7.119 -0.680 -0.760 10.219
408 51.332 -11.326 -0.355 -0.395 23.708
409 51.097 -7.934 1.366 1.525 12.831
414 50.976 4.016 0.144 0.163 -12.875
415 51.231 0.111 0.031 0.034 -0.355
416 51.283 -0.191 0.033 0.037 0.613
417 50.927 5.132 -0.683 -0.763 -16.454
418 51.229 0.925 -0.358 -0.398 -2.966
419 50.927 5.132 -0.683 -0.763 -16.454
420 51.229 0.925 -0.358 -0.398 -2.966
421 50.994 4.318 1.364 1.522 -13.842
426 51.304 0.033 0.010 0.011 0.700
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51.325 -2.402 -0.005 -0.005 6.896
428 51.120 -1.184 6.596 7.327 3.797
429 51.248 -1.184 -5.261 -5.833 3.797
430 51.408 -12.218 0.013 0.014 27.374
431 51.428 -14.654 -0.002 -0.003 33.569
432 51.224 -13.435 6.599 7.330 30.470
433 51.351 -13.436 -5.259 -5.830 30.470
-
Column Number : 825
401 537.212 -504.611 0.116 0.270 2430.961
402 76.994 247.925 9.973 18.368 -1265.245
403 364.533 -317.155 0.227 0.428 1510.255
404 459.399 -360.826 0.168 0.317 1724.750
405 -64.312 409.494 -7.018 -15.911 -2058.742
406 318.104 -199.311 -6.052 -15.083 931.507
407 -64.312 409.494 -7.018 -15.911 -2058.742
408 318.104 -199.311 -6.052 -15.083 931.507
409 -17.925 291.604 30.062 58.197 -1479.813
414 -118.818 581.100 9.864 18.138 -2854.136
415 168.722 16.021 0.118 0.198 -78.636
416 263.587 -27.650 0.059 0.087 135.859
417 -260.124 742.669 -7.127 -16.141 -3647.632
418 122.292 133.865 -6.161 -15.313 -657.383
419 -260.124 742.669 -7.127 -16.141 -3647.632
420 122.292 133.865 -6.161 -15.313 -657.383
421 -213.736 624.779 29.953 57.967 -3068.703
426 321.848 -66.904 0.098 0.295 338.489
427 360.952 -275.966 -0.050 -0.161 1345.652
428 341.058 -171.469 129.567 275.344 841.950
429 341.488 -171.400 -61.707 -165.919 842.195
430 517.660 -400.079 0.206 0.525 1927.380
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556.764 -609.142 0.059 0.068 2934.542
432 536.869 -504.645 129.676 275.574 2430.841
433 537.299 -504.575 -61.598 -165.689 2431.086
-
Column Number : 916
401 51.416 -13.487 0.017 0.019 30.633
402 50.614 -8.241 1.681 1.808 13.817
403 51.330 -12.194 0.004 0.005 26.490
404 51.384 -12.496 -0.009 -0.009 27.456
405 51.185 -7.196 -0.664 -0.731 10.464
406 51.471 -11.441 -0.887 -0.972 24.073
407 51.185 -7.196 -0.664 -0.731 10.464
408 51.471 -11.441 -0.887 -0.972 24.073
409 49.865 -7.905 4.193 4.517 12.737
414 50.515 4.010 1.662 1.788 -12.855
415 51.231 0.057 -0.015 -0.015 -0.182
416 51.285 -0.245 -0.028 -0.029 0.784
417 51.087 5.055 -0.683 -0.751 -16.208
418 51.373 0.811 -0.906 -0.993 -2.599
419 51.087 5.055 -0.683 -0.751 -16.208
420 51.373 0.811 -0.906 -0.993 -2.599
421 49.766 4.346 4.174 4.497 -13.935
426 51.304 0.010 0.010 0.012 0.774
427 51.329 -2.481 -0.011 -0.010 7.147
428 46.225 -0.936 18.311 19.741 3.003
429 52.386 -1.544 -7.715 -8.467 4.948
430 51.403 -12.241 0.029 0.032 27.446
431 51.428 -14.732 0.008 0.010 33.819
432 46.323 -13.187 18.330 19.761 29.675
433 52.485 -13.795 -7.697 -8.446 31.620
-
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401 548.044 -519.186 -0.011 0.842 2502.453
402 69.477 246.296 -1.615 76.340 -1257.172
403 376.127 -332.644 -0.308 -0.125 1586.223
404 471.351 -376.218 -0.580 -0.871 1800.241
405 -38.624 387.425 -10.660 -29.693 -1950.545
406 355.422 -232.272 -15.657 -44.628 1093.058
407 -38.624 387.425 -10.660 -29.693 -1950.545
408 355.422 -232.272 -15.657 -44.628 1093.058
409 -47.223 300.062 -2.106 182.053 -1521.145
414 -126.146 579.358 -1.608 75.507 -2845.504
415 180.504 0.417 -0.302 -0.958 -2.109
416 275.729 -43.156 -0.573 -1.704 211.909
417 -234.246 720.486 -10.653 -30.525 -3538.876
418 159.799 100.790 -15.650 -45.461 -495.274
419 -234.246 720.486 -10.653 -30.525 -3538.876
420 159.799 100.790 -15.650 -45.461 -495.274
421 -242.845 633.123 -2.099 181.220 -3109.477
426 331.068 -73.529 0.038 0.463 370.988
427 373.774 -298.656 -0.089 -0.309 1456.943
428 193.043 -99.715 2.086 778.301 490.576
429 511.620 -275.274 -115.463 -347.861 1351.101
430 526.690 -406.591 0.031 1.296 1959.320
431 569.397 -631.717 -0.096 0.524 3045.275
432 388.665 -432.777 2.079 779.134 2078.908
433 707.243 -608.336 -115.470 -347.028 2939.432
Calculated Pressures at Four Corners
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If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to account for uplift, areas of
negative pressure will be set to zero and the pressure will be redistributed to remaining corners.
Load Case Pressure at
corner 1 (q1)
(kN/m^2)
Pressure at corner 2 (q2)
(kN/m^2)
Pressure at corner 3 (q3)
(kN/m^2)
Pressure at corner 4 (q4)
(kN/m^2)
Area of footing in uplift (Au)
(sq. m)
415 42.2008 42.1833 43.2584 43.2760 0.000
415 42.2008 42.1833 43.2584 43.2760 0.000
431 11.6569 10.7276 84.7392 85.6685 0.000
431 11.6569 10.7276 84.7392 85.6685 0.000
Summary of Adjusted Pressures at Four Corners
Load Case Pressure at
corner 1 (q1)
(kN/m^2)
Pressure at corner 2 (q2)
(kN/m^2)
Pressure at corner 3 (q3)
(kN/m^2)
Pressure at corner 4 (q4)
(kN/m^2)
415 42.2008 42.1833 43.2584 43.2760
415 42.2008 42.1833 43.2584 43.2760
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431 11.6569 10.7276 84.7392 85.6685
431 11.6569 10.7276 84.7392 85.6685
------------------------------------------------------
Check for stability against sliding
Load Case Shear X (kN)
Shear Z (kN)
Resisting Sliding Force
(kN) Ratio X Ratio Z
401 2088.482 0.525 6678.149 3.198 12710.914
402 948.403 2.023 5745.441 6.058 2840.412
403 1334.496 3.252 6334.360 4.747 1947.791
404 1510.903 3.247 6524.699 4.318 2009.510
405 1587.839 42.673 5470.698 3.445 128.202
406 870.195 29.560 6248.619 7.181 211.390
407 1587.839 42.673 5470.698 3.445 128.202
408 870.195 29.560 6248.619 7.181 211.390
409 1125.740 94.036 5569.632 4.948 59.229
414 2318.130 2.297 5353.629 2.309 2330.601
415 35.231 3.526 5942.548 168.672 1685.147
416 141.176 3.521 6132.887 43.441 1741.673
417 2957.566 42.398 5078.886 1.717 119.790
418 499.532 29.285 5856.807 11.725 199.991
419 2957.566 42.398 5078.886 1.717 119.790
420 499.532 29.285 5856.807 11.725 199.991
421 2495.467 94.310 5177.820 2.075 54.902
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426 280.019 1.196 6245.367 22.303 5223.106
427 1157.309 0.415 6327.279 5.467 15255.756
428 702.107 381.279 6290.407 8.959 16.498
429 743.950 302.330 6309.147 8.481 20.868
430 1649.747 0.921 6637.179 4.023 7203.629
431 2527.037 0.140 6719.091 2.659 47859.842
432 2071.834 381.005 6682.219 3.225 17.538
433 2113.678 302.605 6700.959 3.170 22.144
Check for stability against overturning (Moments printed against Local axis)
Load Case Moment X (kNm)
Moment Z (kNm)
Resisting Moment X
(kNm)
Resisting Moment Z
(kNm) Ratio X Ratio Z
401 11329.102 2.522 53090.311 233730.936 4.686 92676.654
402 5549.608 163.445 45675.418 201086.749 8.230 1230.301
403 7138.510 20.749 50357.240 221698.547 7.054 10684.597
404 8118.973 25.680 51870.409 228360.296 6.389 8892.397
405 9103.590 323.459 43491.253 191470.933 4.777 591.949
406 4557.928 407.902 49675.613 218697.675 10.899 536.152
407 9103.590 323.459 43491.253 191470.933 4.777 591.949
408 4557.928 407.902 49675.613 218697.675 10.899 536.152
409 6535.270 836.378 44277.763 194933.552 6.775 233.069
414 12883.832 156.875 42560.570 187373.582 3.303 1194.410
415 195.713 14.179 47242.392 207985.380 241.387 14668.099
416 784.750 19.109 48755.561 214647.129 62.129 11232.553
417 16437.812 330.029 40376.406 177757.765 2.456 538.613
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418 2776.295 414.472 46560.765 204984.508 16.771 494.568
419 16437.812 330.029 40376.406 177757.765 2.456 538.613
420 2776.295 414.472 46560.765 204984.508 16.771 494.568
421 13869.492 829.808 41162.915 181220.385 2.968 218.388
426 1600.763 7.429 49649.758 218583.848 31.016 29422.083
427 6387.995 1.902 50300.950 221450.731 7.874 116422.041
428 3902.419 3079.030 50007.823 220160.231 12.815 71.503
429 4134.824 2611.825 50156.802 220816.117 12.130 84.545
430 8934.986 0.859 52764.606 232297.015 5.905 270289.215
431 13722.218 4.668 53415.798 235163.899 3.893 50378.047
432 11236.642 3085.599 53122.670 233873.398 4.728 75.795
433 11469.047 2605.256 53271.650 234529.284 4.645 90.022
------------------------------------------------------
Design for Flexure
Sagging moment along length
Critical load case : 417
Effective Depth = = 0.542 m
Governing moment (Mu) = 751.346 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
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Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 7749.136954 kNm
Mu <= Mumax hence, safe
Hogging moment along length
Critical load case : 401
Effective Depth = = 0.542 m
Governing moment (Mu) = 1670.076 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 7749.136954 kNm
Mu <= Mumax hence, safe
Transverse direction
Critical load case : 401
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Shear Plane Parallel to Foundation Width
Effective Depth = = 0.542 m
Governing moment (Mu) = = 11475.696 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 34749.275454 kNm
Mu <= Mumax hence, safe
Check trial depth for one way shear
Critical load case for maximum shear force along the length of footing :
401
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Shear Force(S) = 1295.981 kN
Shear Stress(Tv) = 300.768471 kN/m^2
Percentage Of Steel(Pt) = 0.2000
As Per IS 456 2000 Clause 40 Table 19
Shear Strength Of Concrete(Tc) = 330.760 kN/m^2
Tv< Tc hence, safe
Check trial depth for two way shear
Critical Load case for Punching Shear Check : 432
For Column 1
Shear Force(S) = 833.250 kN
Shear Stress(Tv) = 214.476 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 2
Shear Force(S) = 67.584 kN
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Shear Stress(Tv) = 33.093 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 3
Shear Force(S) = 773.299 kN
Shear Stress(Tv) = 199.044 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 4
Shear Force(S) = 67.252 kN
Shear Stress(Tv) = 32.930 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
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Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 5
Shear Force(S) = 772.113 kN
Shear Stress(Tv) = 198.739 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 6
Shear Force(S) = 66.915 kN
Shear Stress(Tv) = 32.765 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
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Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 433
For Column 7
Shear Force(S) = 815.112 kN
Shear Stress(Tv) = 209.807 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Selection of reinforcement
Top reinforcement along length
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 5724.000 mm2
Calculated Area of Steel (Ast) = 7333.231 mm2
Provided Area of Steel (Ast,Provided) = 7333.231 mm2
Astmin<= Ast,Provided Steel area is accepted
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Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = 50.000 mm
Selected spacing (S) = 217.611 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Along width
As Per IS 456 2000 Clause 26.5.2.1
Provided Minimum Area of Steel (Astmin) = 25668.001 mm2
Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = 50.000 mm
Selected spacing (S) = 279.795 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Bottom reinforcement along length
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 5724.000 mm2
Calculated Area of Steel (Ast) = 3235.423 mm2
Provided Area of Steel (Ast,Provided) = 5724.000 mm2
Astmin<= Ast,Provided Steel area is accepted
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Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = = 50.000 mm
Selected spacing (S) = 279.786 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Along width
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 25668.001 mm2
Calculated Area of Steel (Ast) = 51409.825 mm2
Provided Area of Steel (Ast,Provided) = 51409.825 mm2
Astmin<= Ast,Provided Steel area is accepted
Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = = 50.000 mm
Selected spacing (S) = 139.349 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Provided Reinforcement
Main bar no. for top Reinforcement: Ø16
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Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Spacing of top reinforcement bar : 217.611 mm
Ø16 @ 215mm o.c.
Main bar no. for bottom Reinforcement: Ø16
Spacing of bottom reinforcement bar : 279.786 mm
Ø16 @ 275mm o.c.
Distribution bar no.: Ø16
Spacing of distribution bars : 139.349 mm
Ø16 @ 135mm o.c.
Distribution bar no.(Top): Ø16
Spacing of distribution bars(Top) : 279.795 mm
Ø16 @ 275mm o.c.
Pedestal Reinforcement Design
Combined Footing 2 Input Data
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Column Dimensions
Pedestal
Eccentricity
Column Dimensions
Geometry of Footing
For Column 833
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 920
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
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Pedestal
Eccentricity
Column Dimensions
Pedestal
Eccentricity
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 835
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
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Column Dimensions
Pedestal
Eccentricity
Column Dimensions
Column Offset in Transverse Direction :
For Column 921
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 837
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
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Pedestal
Eccentricity
Column Dimensions
Pedestal
Eccentricity
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 922
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
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Column Dimensions
Pedestal
Eccentricity
Column Offset in Transverse Direction :
For Column 839
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
Length of left overhang : 2.500m
Length of right overhang : 2.500m
Is the length of left overhang fixed? No
Is the length of right overhang fixed? No
Minimum width of footing (Wo) : 8.000m
Minimum Thickness of footing (Do) : 600.000mm
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Cover and Soil Properties
Concrete and Rebar Properties
Maximum Width of Footing (Wo) : 40000.000mm
Maximum Thickness of Footing (Do) : 1500.000mm
Maximum Length of Footing (Lo) : 40000.000mm
Length Increment : 50.000mm
Depth Increment : 50.000mm
Pedestal Clear Cover : 50.000mm
Footing Clear Cover : 50.000mm
Unit Weight of soil : 18.000kN/m3
Soil Bearing Capacity : 110.000kN/m2
Soil Bearing Capacity Type: Net Bearing Capacity
Soil Surcharge : 0.000kN/m2
Depth of Soil above Footing : 2000.000mm
Type of Depth : Fixed Bottom
Depth of Water Table : 10.000m
Unit Weight of Concrete : 25.000kN/m3
Compressive Strength of Concrete : 25.000N/mm2
Yield Strength of Steel : 500.000N/mm2
Minimum Bar Size : Ø16
Maximum Bar Size : Ø32
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Final footing dimensions are:
Minimum Pedestal Bar Size : Ø6
Maximum Pedestal Bar Size : Ø32
Minimum Bar Spacing : 50.000mm
Maximum Bar Spacing : 450.000mm
------------------------------------------------------
Design Calculations
Footing Size Calculations
Gross Soil Bearing Capacity = 196.00kN/m^2
Reduction of force due to buoyancy = 0.000kN
Area from initial length and width, Ao = Lo X Wo = 276.000sq m
Min. area required from bearing pressure, Amin = P / qmax = 104.134sq m
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.
Page 44 of 142Strip Footing Design
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Length of footing, L : 34.500m
Width of footing, W : 7.950m
Depth of footing, Do : 0.600m
Area, A : 274.275sq m
Length of left overhang, Lleft_overhang : 2.500m
Length of right overhang, Lright_overhang : 2.500m
------------------------------------------------------
Load Combination/s- Service Stress Level Load Combination
Number Load Combination Title
401 DL+CL+LL
402 DL+CL+LL+WL
403 DL+CL+LL+WL
404 DL+CL+LL+WL
405 DL+CL+LL+WL
406 DL+CL+LL+WL
407 DL+CL+LL+WL
408 DL+CL+LL+WL
409 DL+CL+LL+WL
414 DL+CL+WL
415 DL+CL+WL
416 DL+CL+WL
417 DL+CL+WL
418 DL+CL+WL
419 DL+CL+WL
420 DL+CL+WL
421 DL+CL+WL
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426 DL+CL+SX
427 DL+CL+S-X
428 DL+CL+SZ
429 DL+CL+S-Z
430 DL+CL+LL+SX
431 DL+CL+LL+S-X
432 DL+CL+LL+SZ
433 DL+CL+LL+S-Z
Load Combination/s- Strength Level Load Combination
Number Load Combination Title
401 DL+CL+LL
402 DL+CL+LL+WL
403 DL+CL+LL+WL
404 DL+CL+LL+WL
405 DL+CL+LL+WL
406 DL+CL+LL+WL
407 DL+CL+LL+WL
408 DL+CL+LL+WL
409 DL+CL+LL+WL
414 DL+CL+WL
415 DL+CL+WL
416 DL+CL+WL
417 DL+CL+WL
418 DL+CL+WL
419 DL+CL+WL
420 DL+CL+WL
421 DL+CL+WL
426 DL+CL+SX
427 DL+CL+S-X
428 DL+CL+SZ
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429 DL+CL+S-Z
430 DL+CL+LL+SX
431 DL+CL+LL+S-X
432 DL+CL+LL+SZ
433 DL+CL+LL+S-Z
Applied Loads - Service Stress Level
LC Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
-
Column Number : 833
401 537.212 -504.611 0.080 0.201 2430.962
402 76.971 247.923 21.256 40.375 -1265.251
403 364.537 -317.155 -1.189 -3.135 1510.254
404 459.404 -360.825 -1.639 -4.194 1724.753
405 -64.301 409.493 -5.913 -13.989 -2058.743
406 318.135 -199.309 -17.409 -42.263 931.513
407 -64.301 409.493 -5.913 -13.989 -2058.743
408 318.135 -199.309 -17.409 -42.263 931.513
409 -17.945 291.600 31.571 60.197 -1479.825
414 -118.840 581.098 21.030 39.899 -2854.142
415 168.726 16.021 -1.414 -3.611 -78.636
416 263.593 -27.649 -1.865 -4.669 135.862
417 -260.112 742.669 -6.138 -14.465 -3647.634
418 122.324 133.867 -17.634 -42.739 -657.377
419 -260.112 742.669 -6.138 -14.465 -3647.634
420 122.324 133.867 -17.634 -42.739 -657.377
421 -213.756 624.776 31.346 59.722 -3068.716
426 321.850 -66.905 -0.183 -0.312 338.484
427 360.953 -275.965 -0.166 -0.448 1345.657
428 341.141 -171.470 103.742 223.513 841.945
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429 341.518 -171.397 -82.782 -215.180 842.206
430 517.661 -400.081 0.042 0.164 1927.375
431 556.764 -609.140 0.060 0.028 2934.548
432 536.952 -504.646 103.967 223.989 2430.836
433 537.329 -504.572 -82.557 -214.704 2431.097
-
Column Number : 920
401 51.417 -13.487 0.009 0.011 30.634
402 50.206 -8.224 3.140 3.385 13.762
403 51.364 -12.193 -0.190 -0.208 26.485
404 51.428 -12.503 -0.256 -0.280 27.481
405 51.208 -7.192 -0.683 -0.750 10.453
406 51.744 -11.456 -2.393 -2.629 24.120
407 51.208 -7.192 -0.683 -0.750 10.453
408 51.744 -11.456 -2.393 -2.629 24.120
409 49.732 -7.873 4.550 4.904 12.638
414 50.109 4.027 3.107 3.350 -12.910
415 51.268 0.058 -0.223 -0.244 -0.187
416 51.332 -0.252 -0.289 -0.315 0.808
417 51.112 5.059 -0.716 -0.786 -16.219
418 51.648 0.796 -2.426 -2.665 -2.552
419 51.112 5.059 -0.716 -0.786 -16.219
420 51.648 0.796 -2.426 -2.665 -2.552
421 49.636 4.378 4.517 4.868 -14.034
426 51.313 0.022 -0.031 -0.033 0.735
427 51.331 -2.493 -0.027 -0.028 7.188
428 47.361 -0.923 14.504 15.640 2.961
429 52.810 -1.570 -10.222 -11.224 5.032
430 51.409 -12.229 0.002 0.003 27.408
431 51.427 -14.745 0.006 0.008 33.860
432 47.457 -13.174 14.537 15.676 29.634
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52.906 -13.821 -10.189 -11.188 31.705
-
Column Number : 835
401 548.147 -519.324 -0.332 0.295 2503.197
402 57.749 251.218 1.357 140.578 -1280.921
403 380.016 -332.215 -3.454 -9.574 1584.221
404 477.107 -378.413 -4.616 -12.929 1811.120
405 -37.328 388.380 -11.309 -32.321 -1955.108
406 384.235 -236.567 -41.845 -119.743 1113.976
407 -37.328 388.380 -11.309 -32.321 -1955.108
408 384.235 -236.567 -41.845 -119.743 1113.976
409 -53.125 308.976 0.480 201.513 -1564.488
414 -137.863 584.321 1.044 138.981 -2869.452
415 184.404 0.887 -3.767 -11.171 -4.309
416 281.495 -45.311 -4.929 -14.526 222.590
417 -232.940 721.482 -11.622 -33.918 -3543.638
418 188.623 96.535 -42.158 -121.340 -474.555
419 -232.940 721.482 -11.622 -33.918 -3543.638
420 188.623 96.535 -42.158 -121.340 -474.555
421 -248.737 642.078 0.167 199.916 -3153.019
426 330.256 -70.041 -0.688 -1.740 353.929
427 374.828 -302.345 -0.578 -1.246 1475.118
428 217.982 -95.908 3.216 612.356 471.986
429 561.685 -282.897 -157.194 -469.027 1388.523
430 525.868 -403.143 -0.375 -0.143 1942.460
431 570.440 -635.447 -0.265 0.351 3063.649
432 413.595 -429.010 3.529 613.953 2060.516
433 757.298 -615.999 -156.881 -467.431 2977.054
-
Column Number : 921
401 51.447 -13.608 -0.030 -0.031 31.014
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51.886 -8.730 3.825 4.150 15.375
403 51.497 -12.349 -0.609 -0.651 26.974
404 51.599 -12.672 -0.815 -0.873 28.011
405 51.583 -7.346 -1.945 -2.091 10.942
406 53.028 -11.291 -7.260 -7.840 23.585
407 51.583 -7.346 -1.945 -2.091 10.942
408 53.028 -11.291 -7.260 -7.840 23.585
409 52.205 -8.405 5.324 5.767 14.333
414 51.784 3.525 3.756 4.073 -11.302
415 51.396 -0.094 -0.679 -0.728 0.297
416 51.498 -0.417 -0.885 -0.950 1.334
417 51.482 4.909 -2.014 -2.167 -15.734
418 52.926 0.964 -7.330 -7.916 -3.092
419 51.482 4.909 -2.014 -2.167 -15.734
420 52.926 0.964 -7.330 -7.916 -3.092
421 52.103 3.850 5.255 5.690 -12.344
426 51.334 -0.054 -0.116 -0.126 0.979
427 51.354 -2.652 -0.088 -0.096 7.696
428 54.720 -1.362 15.529 16.768 4.362
429 57.304 -1.348 -26.744 -28.858 4.314
430 51.435 -12.309 -0.047 -0.050 27.655
431 51.456 -14.907 -0.019 -0.019 34.372
432 54.822 -13.617 15.598 16.845 31.039
433 57.406 -13.603 -26.675 -28.781 30.991
-
Column Number : 837
401 557.546 -537.929 -0.048 -1.983 2594.714
402 173.058 103.016 33.096 85.872 -554.260
403 387.307 -360.402 3.082 -23.119 1722.035
404 481.457 -407.753 3.477 -31.276 1954.624
405 -50.650 365.815 4.442 -75.894 -1843.982
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256.014 -150.044 -3.831 -297.136 689.828
407 -50.650 365.815 4.442 -75.894 -1843.982
408 256.014 -150.044 -3.831 -297.136 689.828
409 92.533 139.346 41.685 110.045 -732.822
414 -22.853 435.745 31.481 82.613 -2141.105
415 191.396 -27.673 1.467 -26.378 135.190
416 285.547 -75.024 1.862 -34.535 367.779
417 -246.561 698.544 2.827 -79.153 -3430.826
418 60.103 182.685 -5.445 -300.395 -897.016
419 -246.561 698.544 2.827 -79.153 -3430.826
420 60.103 182.685 -5.445 -300.395 -897.016
421 -103.377 472.075 40.071 106.786 -2319.667
426 339.589 -88.818 -1.955 -5.894 445.937
427 383.669 -321.638 -1.416 -4.534 1570.079
428 497.779 -297.384 91.693 276.726 1459.801
429 152.421 -105.994 0.947 -1057.663 521.517
430 535.500 -421.547 -0.341 -2.635 2032.782
431 579.580 -654.367 0.199 -1.275 3156.924
432 693.690 -630.113 93.307 279.985 3046.646
433 348.332 -438.723 2.562 -1054.404 2108.362
-
Column Number : 922
401 49.296 -12.169 -0.124 -0.131 27.406
402 48.584 -7.521 3.342 3.605 12.798
403 48.819 -10.263 -0.301 -0.336 21.388
404 48.788 -10.593 -0.458 -0.509 22.421
405 48.183 -6.495 -1.555 -1.650 9.626
406 47.386 -9.553 -7.979 -8.550 19.202
407 48.183 -6.495 -1.555 -1.650 9.626
408 47.386 -9.553 -7.979 -8.550 19.202
409 48.640 -7.230 3.817 4.130 11.887
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48.530 3.244 3.103 3.351 -10.209
415 48.765 0.503 -0.540 -0.589 -1.620
416 48.734 0.172 -0.698 -0.763 -0.586
417 48.129 4.270 -1.795 -1.904 -13.381
418 47.332 1.212 -8.218 -8.803 -3.805
419 48.129 4.270 -1.795 -1.904 -13.381
420 47.332 1.212 -8.218 -8.803 -3.805
421 48.586 3.535 3.577 3.876 -11.121
426 49.238 -0.035 -0.402 -0.428 0.824
427 49.246 -2.773 -0.319 -0.337 7.974
428 50.094 -1.750 6.246 6.808 5.467
429 41.660 -1.031 -25.966 -27.804 3.255
430 49.292 -10.801 -0.163 -0.174 23.831
431 49.300 -13.538 -0.080 -0.083 30.981
432 50.148 -12.515 6.486 7.062 28.475
433 41.714 -11.796 -25.727 -27.550 26.262
-
Column Number : 839
401 463.586 -265.589 9.348 -0.367 1497.270
402 -17.717 233.506 27.504 122.588 -1423.204
403 161.869 14.196 6.155 9.498 -127.635
404 216.209 -22.179 4.703 8.193 70.103
405 -53.029 239.852 -3.293 -5.075 -1453.852
406 170.746 -8.334 -46.387 -152.510 -4.421
407 -53.029 239.852 -3.293 -5.075 -1453.852
408 170.746 -8.334 -46.387 -152.510 -4.421
409 -65.620 270.504 31.309 131.132 -1624.202
414 -117.811 353.882 20.379 109.511 -2098.732
415 61.775 134.573 -0.970 -3.579 -803.163
416 116.115 98.198 -2.422 -4.883 -605.424
417 -153.123 360.228 -10.418 -18.151 -2129.380
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70.652 112.042 -53.512 -165.587 -679.949
419 -153.123 360.228 -10.418 -18.151 -2129.380
420 70.652 112.042 -53.512 -165.587 -679.949
421 -165.714 390.880 24.184 118.056 -2299.729
426 335.903 -28.660 2.061 -15.208 205.856
427 391.081 -261.763 2.406 -11.515 1437.619
428 363.124 -143.893 51.482 132.909 814.294
429 362.193 -147.661 -193.331 -414.791 835.713
430 435.997 -149.036 9.186 -2.131 881.384
431 491.174 -382.139 9.530 1.562 2113.146
432 463.218 -264.269 58.607 145.985 1489.821
433 462.286 -268.038 -186.206 -401.715 1511.241
Applied Loads - Strength Level
LC Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
-
Column Number : 833
401 537.212 -504.611 0.080 0.201 2430.962
402 76.971 247.923 21.256 40.375 -1265.251
403 364.537 -317.155 -1.189 -3.135 1510.254
404 459.404 -360.825 -1.639 -4.194 1724.753
405 -64.301 409.493 -5.913 -13.989 -2058.743
406 318.135 -199.309 -17.409 -42.263 931.513
407 -64.301 409.493 -5.913 -13.989 -2058.743
408 318.135 -199.309 -17.409 -42.263 931.513
409 -17.945 291.600 31.571 60.197 -1479.825
414 -118.840 581.098 21.030 39.899 -2854.142
415 168.726 16.021 -1.414 -3.611 -78.636
416 263.593 -27.649 -1.865 -4.669 135.862
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417 -260.112 742.669 -6.138 -14.465 -3647.634
418 122.324 133.867 -17.634 -42.739 -657.377
419 -260.112 742.669 -6.138 -14.465 -3647.634
420 122.324 133.867 -17.634 -42.739 -657.377
421 -213.756 624.776 31.346 59.722 -3068.716
426 321.850 -66.905 -0.183 -0.312 338.484
427 360.953 -275.965 -0.166 -0.448 1345.657
428 341.141 -171.470 103.742 223.513 841.945
429 341.518 -171.397 -82.782 -215.180 842.206
430 517.661 -400.081 0.042 0.164 1927.375
431 556.764 -609.140 0.060 0.028 2934.548
432 536.952 -504.646 103.967 223.989 2430.836
433 537.329 -504.572 -82.557 -214.704 2431.097
-
Column Number : 920
401 51.417 -13.487 0.009 0.011 30.634
402 50.206 -8.224 3.140 3.385 13.762
403 51.364 -12.193 -0.190 -0.208 26.485
404 51.428 -12.503 -0.256 -0.280 27.481
405 51.208 -7.192 -0.683 -0.750 10.453
406 51.744 -11.456 -2.393 -2.629 24.120
407 51.208 -7.192 -0.683 -0.750 10.453
408 51.744 -11.456 -2.393 -2.629 24.120
409 49.732 -7.873 4.550 4.904 12.638
414 50.109 4.027 3.107 3.350 -12.910
415 51.268 0.058 -0.223 -0.244 -0.187
416 51.332 -0.252 -0.289 -0.315 0.808
417 51.112 5.059 -0.716 -0.786 -16.219
418 51.648 0.796 -2.426 -2.665 -2.552
419 51.112 5.059 -0.716 -0.786 -16.219
420 51.648 0.796 -2.426 -2.665 -2.552
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49.636 4.378 4.517 4.868 -14.034
426 51.313 0.022 -0.031 -0.033 0.735
427 51.331 -2.493 -0.027 -0.028 7.188
428 47.361 -0.923 14.504 15.640 2.961
429 52.810 -1.570 -10.222 -11.224 5.032
430 51.409 -12.229 0.002 0.003 27.408
431 51.427 -14.745 0.006 0.008 33.860
432 47.457 -13.174 14.537 15.676 29.634
433 52.906 -13.821 -10.189 -11.188 31.705
-
Column Number : 835
401 548.147 -519.324 -0.332 0.295 2503.197
402 57.749 251.218 1.357 140.578 -1280.921
403 380.016 -332.215 -3.454 -9.574 1584.221
404 477.107 -378.413 -4.616 -12.929 1811.120
405 -37.328 388.380 -11.309 -32.321 -1955.108
406 384.235 -236.567 -41.845 -119.743 1113.976
407 -37.328 388.380 -11.309 -32.321 -1955.108
408 384.235 -236.567 -41.845 -119.743 1113.976
409 -53.125 308.976 0.480 201.513 -1564.488
414 -137.863 584.321 1.044 138.981 -2869.452
415 184.404 0.887 -3.767 -11.171 -4.309
416 281.495 -45.311 -4.929 -14.526 222.590
417 -232.940 721.482 -11.622 -33.918 -3543.638
418 188.623 96.535 -42.158 -121.340 -474.555
419 -232.940 721.482 -11.622 -33.918 -3543.638
420 188.623 96.535 -42.158 -121.340 -474.555
421 -248.737 642.078 0.167 199.916 -3153.019
426 330.256 -70.041 -0.688 -1.740 353.929
427 374.828 -302.345 -0.578 -1.246 1475.118
428 217.982 -95.908 3.216 612.356 471.986
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561.685 -282.897 -157.194 -469.027 1388.523
430 525.868 -403.143 -0.375 -0.143 1942.460
431 570.440 -635.447 -0.265 0.351 3063.649
432 413.595 -429.010 3.529 613.953 2060.516
433 757.298 -615.999 -156.881 -467.431 2977.054
-
Column Number : 921
401 51.447 -13.608 -0.030 -0.031 31.014
402 51.886 -8.730 3.825 4.150 15.375
403 51.497 -12.349 -0.609 -0.651 26.974
404 51.599 -12.672 -0.815 -0.873 28.011
405 51.583 -7.346 -1.945 -2.091 10.942
406 53.028 -11.291 -7.260 -7.840 23.585
407 51.583 -7.346 -1.945 -2.091 10.942
408 53.028 -11.291 -7.260 -7.840 23.585
409 52.205 -8.405 5.324 5.767 14.333
414 51.784 3.525 3.756 4.073 -11.302
415 51.396 -0.094 -0.679 -0.728 0.297
416 51.498 -0.417 -0.885 -0.950 1.334
417 51.482 4.909 -2.014 -2.167 -15.734
418 52.926 0.964 -7.330 -7.916 -3.092
419 51.482 4.909 -2.014 -2.167 -15.734
420 52.926 0.964 -7.330 -7.916 -3.092
421 52.103 3.850 5.255 5.690 -12.344
426 51.334 -0.054 -0.116 -0.126 0.979
427 51.354 -2.652 -0.088 -0.096 7.696
428 54.720 -1.362 15.529 16.768 4.362
429 57.304 -1.348 -26.744 -28.858 4.314
430 51.435 -12.309 -0.047 -0.050 27.655
431 51.456 -14.907 -0.019 -0.019 34.372
432 54.822 -13.617 15.598 16.845 31.039
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57.406 -13.603 -26.675 -28.781 30.991
-
Column Number : 837
401 557.546 -537.929 -0.048 -1.983 2594.714
402 173.058 103.016 33.096 85.872 -554.260
403 387.307 -360.402 3.082 -23.119 1722.035
404 481.457 -407.753 3.477 -31.276 1954.624
405 -50.650 365.815 4.442 -75.894 -1843.982
406 256.014 -150.044 -3.831 -297.136 689.828
407 -50.650 365.815 4.442 -75.894 -1843.982
408 256.014 -150.044 -3.831 -297.136 689.828
409 92.533 139.346 41.685 110.045 -732.822
414 -22.853 435.745 31.481 82.613 -2141.105
415 191.396 -27.673 1.467 -26.378 135.190
416 285.547 -75.024 1.862 -34.535 367.779
417 -246.561 698.544 2.827 -79.153 -3430.826
418 60.103 182.685 -5.445 -300.395 -897.016
419 -246.561 698.544 2.827 -79.153 -3430.826
420 60.103 182.685 -5.445 -300.395 -897.016
421 -103.377 472.075 40.071 106.786 -2319.667
426 339.589 -88.818 -1.955 -5.894 445.937
427 383.669 -321.638 -1.416 -4.534 1570.079
428 497.779 -297.384 91.693 276.726 1459.801
429 152.421 -105.994 0.947 -1057.663 521.517
430 535.500 -421.547 -0.341 -2.635 2032.782
431 579.580 -654.367 0.199 -1.275 3156.924
432 693.690 -630.113 93.307 279.985 3046.646
433 348.332 -438.723 2.562 -1054.404 2108.362
-
Column Number : 922
401 49.296 -12.169 -0.124 -0.131 27.406
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48.584 -7.521 3.342 3.605 12.798
403 48.819 -10.263 -0.301 -0.336 21.388
404 48.788 -10.593 -0.458 -0.509 22.421
405 48.183 -6.495 -1.555 -1.650 9.626
406 47.386 -9.553 -7.979 -8.550 19.202
407 48.183 -6.495 -1.555 -1.650 9.626
408 47.386 -9.553 -7.979 -8.550 19.202
409 48.640 -7.230 3.817 4.130 11.887
414 48.530 3.244 3.103 3.351 -10.209
415 48.765 0.503 -0.540 -0.589 -1.620
416 48.734 0.172 -0.698 -0.763 -0.586
417 48.129 4.270 -1.795 -1.904 -13.381
418 47.332 1.212 -8.218 -8.803 -3.805
419 48.129 4.270 -1.795 -1.904 -13.381
420 47.332 1.212 -8.218 -8.803 -3.805
421 48.586 3.535 3.577 3.876 -11.121
426 49.238 -0.035 -0.402 -0.428 0.824
427 49.246 -2.773 -0.319 -0.337 7.974
428 50.094 -1.750 6.246 6.808 5.467
429 41.660 -1.031 -25.966 -27.804 3.255
430 49.292 -10.801 -0.163 -0.174 23.831
431 49.300 -13.538 -0.080 -0.083 30.981
432 50.148 -12.515 6.486 7.062 28.475
433 41.714 -11.796 -25.727 -27.550 26.262
-
Column Number : 839
401 463.586 -265.589 9.348 -0.367 1497.270
402 -17.717 233.506 27.504 122.588 -1423.204
403 161.869 14.196 6.155 9.498 -127.635
404 216.209 -22.179 4.703 8.193 70.103
405 -53.029 239.852 -3.293 -5.075 -1453.852
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170.746 -8.334 -46.387 -152.510 -4.421
407 -53.029 239.852 -3.293 -5.075 -1453.852
408 170.746 -8.334 -46.387 -152.510 -4.421
409 -65.620 270.504 31.309 131.132 -1624.202
414 -117.811 353.882 20.379 109.511 -2098.732
415 61.775 134.573 -0.970 -3.579 -803.163
416 116.115 98.198 -2.422 -4.883 -605.424
417 -153.123 360.228 -10.418 -18.151 -2129.380
418 70.652 112.042 -53.512 -165.587 -679.949
419 -153.123 360.228 -10.418 -18.151 -2129.380
420 70.652 112.042 -53.512 -165.587 -679.949
421 -165.714 390.880 24.184 118.056 -2299.729
426 335.903 -28.660 2.061 -15.208 205.856
427 391.081 -261.763 2.406 -11.515 1437.619
428 363.124 -143.893 51.482 132.909 814.294
429 362.193 -147.661 -193.331 -414.791 835.713
430 435.997 -149.036 9.186 -2.131 881.384
431 491.174 -382.139 9.530 1.562 2113.146
432 463.218 -264.269 58.607 145.985 1489.821
433 462.286 -268.038 -186.206 -401.715 1511.241
Calculated Pressures at Four Corners
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If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to account for uplift, areas of
negative pressure will be set to zero and the pressure will be redistributed to remaining corners.
Load Case Pressure at
corner 1 (q1)
(kN/m^2)
Pressure at corner 2 (q2)
(kN/m^2)
Pressure at corner 3 (q3)
(kN/m^2)
Pressure at corner 4 (q4)
(kN/m^2)
Area of footing in uplift (Au)
(sq. m)
416 44.5580 41.9032 42.7688 45.4236 0.000
416 44.5580 41.9032 42.7688 45.4236 0.000
431 12.7457 12.4064 83.6282 83.9675 0.000
431 12.7457 12.4064 83.6282 83.9675 0.000
Summary of Adjusted Pressures at Four Corners
Load Case Pressure at
corner 1 (q1)
(kN/m^2)
Pressure at corner 2 (q2)
(kN/m^2)
Pressure at corner 3 (q3)
(kN/m^2)
Pressure at corner 4 (q4)
(kN/m^2)
416 44.5580 41.9032 42.7688 45.4236
416 44.5580 41.9032 42.7688 45.4236
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431 12.7457 12.4064 83.6282 83.9675
431 12.7457 12.4064 83.6282 83.9675
------------------------------------------------------
Check for stability against sliding
Load Case Shear X (kN)
Shear Z (kN)
Resisting Sliding Force
(kN) Ratio X Ratio Z
401 1866.717 8.903 6565.070 3.517 737.418
402 811.188 93.520 5656.112 6.973 60.480
403 1030.380 3.493 6158.449 5.977 1763.332
404 1204.939 0.395 6328.741 5.252 16007.222
405 1382.506 20.257 5408.578 3.912 266.999
406 626.554 127.104 6076.388 9.698 47.807
407 1382.506 20.257 5408.578 3.912 266.999
408 626.554 127.104 6076.388 9.698 47.807
409 986.918 118.736 5488.954 5.562 46.228
414 1965.843 83.901 5312.272 2.702 63.316
415 124.274 6.127 5814.609 46.789 949.050
416 50.284 9.224 5984.901 119.022 648.847
417 2537.161 29.876 5064.738 1.996 169.524
418 528.100 136.723 5732.548 10.855 41.928
419 2537.161 29.876 5064.738 1.996 169.524
420 528.100 136.723 5732.548 10.855 41.928
421 2141.573 109.117 5145.114 2.402 47.152
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426 254.491 1.314 6175.485 24.266 4698.702
427 1169.629 0.189 6266.975 5.358 33222.598
428 712.690 286.411 6221.845 8.730 21.723
429 711.898 495.293 6220.540 8.738 12.559
430 1409.146 8.305 6519.325 4.626 784.990
431 2324.284 9.431 6610.815 2.844 700.993
432 1867.345 296.031 6565.685 3.516 22.179
433 1866.553 485.674 6564.380 3.517 13.516
Check for stability against overturning (Moments printed against Local axis)
Load Case Moment X (kNm)
Moment Z (kNm)
Resisting Moment X
(kNm)
Resisting Moment Z
(kNm) Ratio X Ratio Z
401 10338.093 754.221 52191.356 226490.796 5.048 300.298
402 5013.117 291.261 44965.269 195132.305 8.970 669.958
403 5438.731 2785.993 48958.775 212462.616 9.002 76.261
404 6427.876 3367.924 50312.568 218337.563 7.827 64.829
405 8186.351 71.949 42997.406 186592.520 5.252 2593.415
406 3208.264 3386.303 48306.401 209631.557 15.057 61.906
407 8186.351 71.949 42997.406 186592.520 5.252 2593.415
408 3208.264 3386.303 48306.401 209631.557 15.057 61.906
409 6009.015 644.964 43636.388 189365.464 7.262 293.606
414 11285.688 996.469 42231.792 183270.047 3.742 183.920
415 833.840 1498.263 46225.298 200600.357 55.437 133.889
416 155.305 2080.195 47579.091 206475.304 306.360 99.258
417 14458.923 1215.781 40263.929 174730.262 2.785 143.719
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418 3064.308 2098.574 45572.924 197769.298 14.872 94.240
419 14458.923 1215.781 40263.929 174730.262 2.785 143.719
420 3064.308 2098.574 45572.924 197769.298 14.872 94.240
421 12281.586 1932.693 40902.911 177503.206 3.330 91.842
426 1513.463 401.716 49094.211 213050.356 32.438 530.351
427 6617.562 664.694 49821.541 216206.693 7.529 325.273
428 4067.704 3427.349 49462.766 214649.743 12.160 62.629
429 4066.930 4195.808 49452.389 214604.714 12.160 51.147
430 7786.035 886.014 51827.688 224912.614 6.656 253.848
431 12890.133 623.036 52555.018 228068.953 4.077 366.061
432 10340.276 2139.619 52196.242 226512.002 5.048 105.866
433 10339.501 5483.539 52185.866 226466.973 5.047 41.299
------------------------------------------------------
Design for Flexure
Sagging moment along length
Critical load case : 409
Effective Depth = = 0.542 m
Governing moment (Mu) = 848.113 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
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Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 7749.136954 kNm
Mu <= Mumax hence, safe
Hogging moment along length
Critical load case : 401
Effective Depth = = 0.542 m
Governing moment (Mu) = 1271.788 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 7749.136954 kNm
Mu <= Mumax hence, safe
Transverse direction
Critical load case : 401
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Shear Plane Parallel to Foundation Width
Effective Depth = = 0.542 m
Governing moment (Mu) = = 10692.292 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 33920.751361 kNm
Mu <= Mumax hence, safe
Check trial depth for one way shear
Critical load case for maximum shear force along the length of footing :
401
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Shear Force(S) = 1209.234 kN
Shear Stress(Tv) = 280.636309 kN/m^2
Percentage Of Steel(Pt) = 0.2000
As Per IS 456 2000 Clause 40 Table 19
Shear Strength Of Concrete(Tc) = 330.760 kN/m^2
Tv< Tc hence, safe
Check trial depth for two way shear
Critical Load case for Punching Shear Check : 401
For Column 1
Shear Force(S) = 771.968 kN
Shear Stress(Tv) = 198.702 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 2
Shear Force(S) = 67.143 kN
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Shear Stress(Tv) = 32.877 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 433
For Column 3
Shear Force(S) = 879.314 kN
Shear Stress(Tv) = 226.332 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 4
Shear Force(S) = 67.386 kN
Shear Stress(Tv) = 32.996 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
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Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 432
For Column 5
Shear Force(S) = 804.341 kN
Shear Stress(Tv) = 207.035 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 6
Shear Force(S) = 64.352 kN
Shear Stress(Tv) = 31.510 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
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Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 7
Shear Force(S) = 663.602 kN
Shear Stress(Tv) = 170.809 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Selection of reinforcement
Top reinforcement along length
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 5724.000 mm2
Calculated Area of Steel (Ast) = 5536.569 mm2
Provided Area of Steel (Ast,Provided) = 5724.000 mm2
Astmin<= Ast,Provided Steel area is accepted
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Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = 50.000 mm
Selected spacing (S) = 279.786 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Along width
As Per IS 456 2000 Clause 26.5.2.1
Provided Minimum Area of Steel (Astmin) = 25056.001 mm2
Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = 50.000 mm
Selected spacing (S) = 279.710 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Bottom reinforcement along length
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 5724.000 mm2
Calculated Area of Steel (Ast) = 3659.426 mm2
Provided Area of Steel (Ast,Provided) = 5724.000 mm2
Astmin<= Ast,Provided Steel area is accepted
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Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = = 50.000 mm
Selected spacing (S) = 279.786 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Along width
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 25056.001 mm2
Calculated Area of Steel (Ast) = 47771.171 mm2
Provided Area of Steel (Ast,Provided) = 47771.171 mm2
Astmin<= Ast,Provided Steel area is accepted
Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = = 50.000 mm
Selected spacing (S) = 146.346 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Provided Reinforcement
Main bar no. for top Reinforcement: Ø16
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Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Spacing of top reinforcement bar : 279.786 mm
Ø16 @ 275mm o.c.
Main bar no. for bottom Reinforcement: Ø16
Spacing of bottom reinforcement bar : 279.786 mm
Ø16 @ 275mm o.c.
Distribution bar no.: Ø16
Spacing of distribution bars : 146.346 mm
Ø16 @ 145mm o.c.
Distribution bar no.(Top): Ø16
Spacing of distribution bars(Top) : 279.710 mm
Ø16 @ 275mm o.c.
Pedestal Reinforcement Design
Combined Footing 3 Input Data
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Column Dimensions
Pedestal
Eccentricity
Column Dimensions
Geometry of Footing
For Column 822
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 931
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
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Pedestal
Eccentricity
Column Dimensions
Pedestal
Eccentricity
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 824
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
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Column Dimensions
Pedestal
Eccentricity
Column Dimensions
Column Offset in Transverse Direction :
For Column 930
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 826
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
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Pedestal
Eccentricity
Column Dimensions
Pedestal
Eccentricity
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 929
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
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Column Dimensions
Pedestal
Eccentricity
Column Offset in Transverse Direction :
For Column 828
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
Length of left overhang : 2.500m
Length of right overhang : 2.500m
Is the length of left overhang fixed? No
Is the length of right overhang fixed? No
Minimum width of footing (Wo) : 8.000m
Minimum Thickness of footing (Do) : 600.000mm
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Cover and Soil Properties
Concrete and Rebar Properties
Maximum Width of Footing (Wo) : 40000.000mm
Maximum Thickness of Footing (Do) : 1500.000mm
Maximum Length of Footing (Lo) : 40000.000mm
Length Increment : 50.000mm
Depth Increment : 50.000mm
Pedestal Clear Cover : 50.000mm
Footing Clear Cover : 50.000mm
Unit Weight of soil : 18.000kN/m3
Soil Bearing Capacity : 110.000kN/m2
Soil Bearing Capacity Type: Net Bearing Capacity
Soil Surcharge : 0.000kN/m2
Depth of Soil above Footing : 2000.000mm
Type of Depth : Fixed Bottom
Depth of Water Table : 10.000m
Unit Weight of Concrete : 25.000kN/m3
Compressive Strength of Concrete : 25.000N/mm2
Yield Strength of Steel : 500.000N/mm2
Minimum Bar Size : Ø16
Maximum Bar Size : Ø32
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Final footing dimensions are:
Minimum Pedestal Bar Size : Ø6
Maximum Pedestal Bar Size : Ø32
Minimum Bar Spacing : 50.000mm
Maximum Bar Spacing : 450.000mm
------------------------------------------------------
Design Calculations
Footing Size Calculations
Gross Soil Bearing Capacity = 196.00kN/m^2
Reduction of force due to buoyancy = 0.000kN
Area from initial length and width, Ao = Lo X Wo = 280.000sq m
Min. area required from bearing pressure, Amin = P / qmax = 105.847sq m
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.
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Length of footing, L : 35.000m
Width of footing, W : 7.950m
Depth of footing, Do : 0.600m
Area, A : 278.250sq m
Length of left overhang, Lleft_overhang : 2.500m
Length of right overhang, Lright_overhang : 2.500m
------------------------------------------------------
Load Combination/s- Service Stress Level Load Combination
Number Load Combination Title
401 DL+CL+LL
402 DL+CL+LL+WL
403 DL+CL+LL+WL
404 DL+CL+LL+WL
405 DL+CL+LL+WL
406 DL+CL+LL+WL
407 DL+CL+LL+WL
408 DL+CL+LL+WL
409 DL+CL+LL+WL
414 DL+CL+WL
415 DL+CL+WL
416 DL+CL+WL
417 DL+CL+WL
418 DL+CL+WL
419 DL+CL+WL
420 DL+CL+WL
421 DL+CL+WL
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426 DL+CL+SX
427 DL+CL+S-X
428 DL+CL+SZ
429 DL+CL+S-Z
430 DL+CL+LL+SX
431 DL+CL+LL+S-X
432 DL+CL+LL+SZ
433 DL+CL+LL+S-Z
Load Combination/s- Strength Level Load Combination
Number Load Combination Title
401 DL+CL+LL
402 DL+CL+LL+WL
403 DL+CL+LL+WL
404 DL+CL+LL+WL
405 DL+CL+LL+WL
406 DL+CL+LL+WL
407 DL+CL+LL+WL
408 DL+CL+LL+WL
409 DL+CL+LL+WL
414 DL+CL+WL
415 DL+CL+WL
416 DL+CL+WL
417 DL+CL+WL
418 DL+CL+WL
419 DL+CL+WL
420 DL+CL+WL
421 DL+CL+WL
426 DL+CL+SX
427 DL+CL+S-X
428 DL+CL+SZ
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429 DL+CL+S-Z
430 DL+CL+LL+SX
431 DL+CL+LL+S-X
432 DL+CL+LL+SZ
433 DL+CL+LL+S-Z
Applied Loads - Service Stress Level
LC Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
-
Column Number : 822
401 547.756 520.229 0.395 -0.339 -2507.577
402 -12.712 -274.383 -4.034 -41.272 1395.222
403 473.015 373.498 2.584 6.855 -1786.906
404 377.802 333.705 2.474 6.530 -1591.459
405 -75.876 -404.932 -3.120 -117.112 2036.323
406 319.660 204.940 -0.318 -28.686 -959.105
407 -75.876 -404.932 -3.120 -117.112 2036.323
408 319.660 204.940 -0.318 -28.686 -959.105
409 131.463 -224.045 38.309 108.211 1148.121
414 -208.955 -608.464 -3.634 -40.583 2988.550
415 276.772 39.417 2.983 7.543 -193.579
416 181.558 -0.376 2.874 7.218 1.868
417 -272.120 -739.013 -2.721 -116.423 3629.651
418 123.417 -129.141 0.081 -27.998 634.222
419 -272.120 -739.013 -2.721 -116.423 3629.651
420 123.417 -129.141 0.081 -27.998 634.222
421 -64.780 -558.126 38.708 108.900 2741.448
426 373.373 301.381 0.825 0.438 -1470.330
427 329.563 70.462 0.919 0.120 -355.943
428 526.764 257.796 141.899 419.791 -1265.437
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429 235.607 119.866 -4.852 -568.888 -589.359
430 569.616 635.462 0.426 -0.251 -3063.657
431 525.807 404.543 0.519 -0.568 -1949.270
432 723.008 591.877 141.499 419.102 -2858.764
433 431.851 453.947 -5.251 -569.576 -2182.686
-
Column Number : 931
401 51.415 13.490 -0.008 -0.009 -30.644
402 50.852 8.001 -0.816 -0.884 -13.046
403 51.404 12.479 0.134 0.146 -27.402
404 51.352 12.206 0.128 0.140 -26.526
405 50.316 7.135 -2.610 -2.817 -10.270
406 51.115 11.346 -0.670 -0.724 -23.770
407 50.316 7.135 -2.610 -2.817 -10.270
408 51.115 11.346 -0.670 -0.724 -23.770
409 51.553 8.311 2.205 2.425 -14.039
414 50.750 -4.254 -0.808 -0.874 13.637
415 51.302 0.224 0.143 0.156 -0.719
416 51.250 -0.049 0.137 0.150 0.157
417 50.214 -5.120 -2.601 -2.807 16.414
418 51.013 -0.909 -0.661 -0.714 2.913
419 50.214 -5.120 -2.601 -2.807 16.414
420 51.013 -0.909 -0.661 -0.714 2.913
421 51.451 -3.944 2.214 2.435 12.644
426 51.325 2.495 0.002 0.002 -7.193
427 51.298 -0.025 -0.004 -0.004 -0.725
428 52.606 1.483 9.242 10.153 -4.754
429 47.687 1.006 -13.525 -14.589 -3.227
430 51.427 14.750 -0.006 -0.008 -33.876
431 51.401 12.229 -0.013 -0.014 -27.408
432 52.709 13.738 9.233 10.143 -31.437
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47.789 13.261 -13.534 -14.599 -29.910
-
Column Number : 824
401 537.001 504.610 -0.044 -0.012 -2430.963
402 -18.096 -289.409 -3.523 -6.909 1468.955
403 459.190 358.623 0.766 2.108 -1713.926
404 364.325 319.359 0.752 2.043 -1521.076
405 -64.580 -409.487 -17.635 -34.526 2058.767
406 317.863 199.322 -5.605 -10.646 -931.469
407 -64.580 -409.487 -17.635 -34.526 2058.767
408 317.863 199.322 -5.605 -10.646 -931.469
409 76.868 -250.138 17.829 42.072 1276.036
414 -213.907 -622.584 -3.477 -6.858 3057.846
415 263.379 25.447 0.813 2.159 -125.034
416 168.514 -13.816 0.799 2.094 67.816
417 -260.391 -742.662 -17.589 -34.475 3647.659
418 122.052 -133.854 -5.559 -10.595 657.423
419 -260.391 -742.662 -17.589 -34.475 3647.659
420 122.052 -133.854 -5.559 -10.595 657.423
421 -118.943 -583.314 17.875 42.123 2864.928
426 360.742 277.340 0.011 0.015 -1352.407
427 321.638 65.529 -0.055 0.063 -331.734
428 341.271 171.407 77.662 200.412 -842.171
429 340.954 171.461 -97.336 -212.088 -841.978
430 556.553 610.516 -0.036 -0.036 -2941.299
431 517.449 398.705 -0.101 0.012 -1920.626
432 537.083 504.582 77.615 200.361 -2431.063
433 536.766 504.636 -97.382 -212.138 -2430.870
-
Column Number : 930
401 51.417 13.436 0.004 0.005 -30.471
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51.029 7.949 0.140 0.158 -12.879
403 51.386 12.427 0.035 0.039 -27.237
404 51.335 12.156 0.037 0.041 -26.367
405 51.032 7.119 -0.668 -0.746 -10.219
406 51.331 11.326 -0.345 -0.384 -23.708
407 51.032 7.119 -0.668 -0.746 -10.219
408 51.331 11.326 -0.345 -0.384 -23.708
409 51.152 8.221 1.309 1.461 -13.750
414 50.925 -4.302 0.137 0.154 13.794
415 51.283 0.176 0.032 0.036 -0.564
416 51.231 -0.096 0.034 0.037 0.306
417 50.929 -5.132 -0.671 -0.749 16.454
418 51.227 -0.925 -0.348 -0.387 2.966
419 50.929 -5.132 -0.671 -0.749 16.454
420 51.227 -0.925 -0.348 -0.387 2.966
421 51.049 -4.031 1.306 1.457 12.923
426 51.325 2.412 0.000 0.000 -6.926
427 51.304 -0.043 0.002 0.002 -0.670
428 51.110 1.184 6.696 7.440 -3.797
429 51.234 1.184 -5.354 -5.939 -3.797
430 51.428 14.663 0.003 0.003 -33.599
431 51.408 12.209 0.005 0.005 -27.343
432 51.213 13.435 6.699 7.443 -30.470
433 51.338 13.436 -5.351 -5.936 -30.470
-
Column Number : 826
401 537.001 504.611 0.128 0.301 -2430.961
402 -18.107 -289.403 9.825 18.096 1468.974
403 459.187 358.623 0.173 0.332 -1713.927
404 364.322 319.359 0.255 0.517 -1521.078
405 -64.523 -409.494 -6.889 -15.652 2058.741
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317.892 199.311 -5.881 -14.587 -931.508
407 -64.523 -409.494 -6.889 -15.652 2058.741
408 317.892 199.311 -5.881 -14.587 -931.508
409 76.759 -250.124 28.437 55.236 1276.088
414 -213.918 -622.579 9.704 17.839 3057.864
415 263.376 25.447 0.052 0.075 -125.037
416 168.511 -13.817 0.134 0.260 67.813
417 -260.335 -742.670 -7.010 -15.909 3647.631
418 122.081 -133.865 -6.002 -14.844 657.382
419 -260.335 -742.670 -7.010 -15.909 3647.631
420 122.081 -133.865 -6.002 -14.844 657.382
421 -119.052 -583.300 28.316 54.979 2864.978
426 360.741 277.341 0.036 0.014 -1352.405
427 321.638 65.529 -0.049 -0.027 -331.737
428 340.837 171.471 132.416 280.650 -841.943
429 341.277 171.398 -63.126 -167.917 -842.201
430 556.552 610.517 0.157 0.272 -2941.295
431 517.449 398.704 0.072 0.231 -1920.628
432 536.648 504.647 132.537 280.907 -2430.833
433 537.088 504.574 -63.005 -167.660 -2431.092
-
Column Number : 929
401 51.415 13.486 0.019 0.022 -30.632
402 50.569 7.953 1.662 1.787 -12.891
403 51.383 12.481 -0.007 -0.007 -27.408
404 51.329 12.209 0.008 0.009 -26.537
405 51.184 7.198 -0.654 -0.719 -10.470
406 51.466 11.442 -0.858 -0.941 -24.078
407 51.184 7.198 -0.654 -0.719 -10.470
408 51.466 11.442 -0.858 -0.941 -24.078
409 49.990 8.184 3.958 4.264 -13.632
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50.470 -4.298 1.641 1.765 13.780
415 51.285 0.230 -0.028 -0.029 -0.737
416 51.231 -0.042 -0.013 -0.013 0.134
417 51.086 -5.053 -0.675 -0.742 16.202
418 51.368 -0.809 -0.879 -0.963 2.593
419 51.086 -5.053 -0.675 -0.742 16.202
420 51.368 -0.809 -0.879 -0.963 2.593
421 49.892 -4.067 3.937 4.242 13.040
426 51.326 2.490 0.001 0.002 -7.176
427 51.308 -0.018 -0.009 -0.009 -0.748
428 46.092 0.919 18.729 20.192 -2.948
429 52.414 1.558 -7.832 -8.596 -4.995
430 51.424 14.741 0.021 0.025 -33.848
431 51.407 12.233 0.012 0.013 -27.419
432 46.190 13.170 18.750 20.214 -29.619
433 52.512 13.809 -7.811 -8.573 -31.666
-
Column Number : 828
401 547.295 519.122 -0.006 0.950 -2502.142
402 -26.140 -288.325 -1.588 75.509 1463.595
403 470.645 374.092 -0.581 -0.783 -1789.799
404 375.330 334.705 -0.293 0.020 -1596.348
405 -39.330 -386.877 -10.532 -29.246 1947.860
406 354.251 232.740 -15.234 -43.255 -1095.351
407 -39.330 -386.877 -10.532 -29.246 1947.860
408 354.251 232.740 -15.234 -43.255 -1095.351
409 48.172 -260.812 -1.920 171.623 1328.342
414 -221.731 -621.323 -1.581 74.586 3051.615
415 275.054 41.094 -0.573 -1.705 -201.778
416 179.739 1.707 -0.286 -0.903 -8.327
417 -234.921 -719.875 -10.525 -30.168 3535.881
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158.660 -100.259 -15.227 -44.178 492.670
419 -234.921 -719.875 -10.525 -30.168 3535.881
420 158.660 -100.259 -15.227 -44.178 492.670
421 -147.419 -593.810 -1.912 170.700 2916.363
426 372.858 299.920 -0.028 0.192 -1463.152
427 330.870 72.595 -0.199 -0.490 -366.395
428 188.130 94.714 1.648 796.733 -466.066
429 514.897 279.561 -118.035 -354.386 -1372.113
430 568.449 632.918 -0.036 1.114 -3051.173
431 526.461 405.593 -0.206 0.433 -1954.416
432 383.721 427.713 1.641 797.656 -2054.087
433 710.488 612.559 -118.042 -353.464 -2960.135
Applied Loads - Strength Level
LC Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
-
Column Number : 822
401 547.756 520.229 0.395 -0.339 -2507.577
402 -12.712 -274.383 -4.034 -41.272 1395.222
403 473.015 373.498 2.584 6.855 -1786.906
404 377.802 333.705 2.474 6.530 -1591.459
405 -75.876 -404.932 -3.120 -117.112 2036.323
406 319.660 204.940 -0.318 -28.686 -959.105
407 -75.876 -404.932 -3.120 -117.112 2036.323
408 319.660 204.940 -0.318 -28.686 -959.105
409 131.463 -224.045 38.309 108.211 1148.121
414 -208.955 -608.464 -3.634 -40.583 2988.550
415 276.772 39.417 2.983 7.543 -193.579
416 181.558 -0.376 2.874 7.218 1.868
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417 -272.120 -739.013 -2.721 -116.423 3629.651
418 123.417 -129.141 0.081 -27.998 634.222
419 -272.120 -739.013 -2.721 -116.423 3629.651
420 123.417 -129.141 0.081 -27.998 634.222
421 -64.780 -558.126 38.708 108.900 2741.448
426 373.373 301.381 0.825 0.438 -1470.330
427 329.563 70.462 0.919 0.120 -355.943
428 526.764 257.796 141.899 419.791 -1265.437
429 235.607 119.866 -4.852 -568.888 -589.359
430 569.616 635.462 0.426 -0.251 -3063.657
431 525.807 404.543 0.519 -0.568 -1949.270
432 723.008 591.877 141.499 419.102 -2858.764
433 431.851 453.947 -5.251 -569.576 -2182.686
-
Column Number : 931
401 51.415 13.490 -0.008 -0.009 -30.644
402 50.852 8.001 -0.816 -0.884 -13.046
403 51.404 12.479 0.134 0.146 -27.402
404 51.352 12.206 0.128 0.140 -26.526
405 50.316 7.135 -2.610 -2.817 -10.270
406 51.115 11.346 -0.670 -0.724 -23.770
407 50.316 7.135 -2.610 -2.817 -10.270
408 51.115 11.346 -0.670 -0.724 -23.770
409 51.553 8.311 2.205 2.425 -14.039
414 50.750 -4.254 -0.808 -0.874 13.637
415 51.302 0.224 0.143 0.156 -0.719
416 51.250 -0.049 0.137 0.150 0.157
417 50.214 -5.120 -2.601 -2.807 16.414
418 51.013 -0.909 -0.661 -0.714 2.913
419 50.214 -5.120 -2.601 -2.807 16.414
420 51.013 -0.909 -0.661 -0.714 2.913
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51.451 -3.944 2.214 2.435 12.644
426 51.325 2.495 0.002 0.002 -7.193
427 51.298 -0.025 -0.004 -0.004 -0.725
428 52.606 1.483 9.242 10.153 -4.754
429 47.687 1.006 -13.525 -14.589 -3.227
430 51.427 14.750 -0.006 -0.008 -33.876
431 51.401 12.229 -0.013 -0.014 -27.408
432 52.709 13.738 9.233 10.143 -31.437
433 47.789 13.261 -13.534 -14.599 -29.910
-
Column Number : 824
401 537.001 504.610 -0.044 -0.012 -2430.963
402 -18.096 -289.409 -3.523 -6.909 1468.955
403 459.190 358.623 0.766 2.108 -1713.926
404 364.325 319.359 0.752 2.043 -1521.076
405 -64.580 -409.487 -17.635 -34.526 2058.767
406 317.863 199.322 -5.605 -10.646 -931.469
407 -64.580 -409.487 -17.635 -34.526 2058.767
408 317.863 199.322 -5.605 -10.646 -931.469
409 76.868 -250.138 17.829 42.072 1276.036
414 -213.907 -622.584 -3.477 -6.858 3057.846
415 263.379 25.447 0.813 2.159 -125.034
416 168.514 -13.816 0.799 2.094 67.816
417 -260.391 -742.662 -17.589 -34.475 3647.659
418 122.052 -133.854 -5.559 -10.595 657.423
419 -260.391 -742.662 -17.589 -34.475 3647.659
420 122.052 -133.854 -5.559 -10.595 657.423
421 -118.943 -583.314 17.875 42.123 2864.928
426 360.742 277.340 0.011 0.015 -1352.407
427 321.638 65.529 -0.055 0.063 -331.734
428 341.271 171.407 77.662 200.412 -842.171
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340.954 171.461 -97.336 -212.088 -841.978
430 556.553 610.516 -0.036 -0.036 -2941.299
431 517.449 398.705 -0.101 0.012 -1920.626
432 537.083 504.582 77.615 200.361 -2431.063
433 536.766 504.636 -97.382 -212.138 -2430.870
-
Column Number : 930
401 51.417 13.436 0.004 0.005 -30.471
402 51.029 7.949 0.140 0.158 -12.879
403 51.386 12.427 0.035 0.039 -27.237
404 51.335 12.156 0.037 0.041 -26.367
405 51.032 7.119 -0.668 -0.746 -10.219
406 51.331 11.326 -0.345 -0.384 -23.708
407 51.032 7.119 -0.668 -0.746 -10.219
408 51.331 11.326 -0.345 -0.384 -23.708
409 51.152 8.221 1.309 1.461 -13.750
414 50.925 -4.302 0.137 0.154 13.794
415 51.283 0.176 0.032 0.036 -0.564
416 51.231 -0.096 0.034 0.037 0.306
417 50.929 -5.132 -0.671 -0.749 16.454
418 51.227 -0.925 -0.348 -0.387 2.966
419 50.929 -5.132 -0.671 -0.749 16.454
420 51.227 -0.925 -0.348 -0.387 2.966
421 51.049 -4.031 1.306 1.457 12.923
426 51.325 2.412 0.000 0.000 -6.926
427 51.304 -0.043 0.002 0.002 -0.670
428 51.110 1.184 6.696 7.440 -3.797
429 51.234 1.184 -5.354 -5.939 -3.797
430 51.428 14.663 0.003 0.003 -33.599
431 51.408 12.209 0.005 0.005 -27.343
432 51.213 13.435 6.699 7.443 -30.470
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51.338 13.436 -5.351 -5.936 -30.470
-
Column Number : 826
401 537.001 504.611 0.128 0.301 -2430.961
402 -18.107 -289.403 9.825 18.096 1468.974
403 459.187 358.623 0.173 0.332 -1713.927
404 364.322 319.359 0.255 0.517 -1521.078
405 -64.523 -409.494 -6.889 -15.652 2058.741
406 317.892 199.311 -5.881 -14.587 -931.508
407 -64.523 -409.494 -6.889 -15.652 2058.741
408 317.892 199.311 -5.881 -14.587 -931.508
409 76.759 -250.124 28.437 55.236 1276.088
414 -213.918 -622.579 9.704 17.839 3057.864
415 263.376 25.447 0.052 0.075 -125.037
416 168.511 -13.817 0.134 0.260 67.813
417 -260.335 -742.670 -7.010 -15.909 3647.631
418 122.081 -133.865 -6.002 -14.844 657.382
419 -260.335 -742.670 -7.010 -15.909 3647.631
420 122.081 -133.865 -6.002 -14.844 657.382
421 -119.052 -583.300 28.316 54.979 2864.978
426 360.741 277.341 0.036 0.014 -1352.405
427 321.638 65.529 -0.049 -0.027 -331.737
428 340.837 171.471 132.416 280.650 -841.943
429 341.277 171.398 -63.126 -167.917 -842.201
430 556.552 610.517 0.157 0.272 -2941.295
431 517.449 398.704 0.072 0.231 -1920.628
432 536.648 504.647 132.537 280.907 -2430.833
433 537.088 504.574 -63.005 -167.660 -2431.092
-
Column Number : 929
401 51.415 13.486 0.019 0.022 -30.632
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50.569 7.953 1.662 1.787 -12.891
403 51.383 12.481 -0.007 -0.007 -27.408
404 51.329 12.209 0.008 0.009 -26.537
405 51.184 7.198 -0.654 -0.719 -10.470
406 51.466 11.442 -0.858 -0.941 -24.078
407 51.184 7.198 -0.654 -0.719 -10.470
408 51.466 11.442 -0.858 -0.941 -24.078
409 49.990 8.184 3.958 4.264 -13.632
414 50.470 -4.298 1.641 1.765 13.780
415 51.285 0.230 -0.028 -0.029 -0.737
416 51.231 -0.042 -0.013 -0.013 0.134
417 51.086 -5.053 -0.675 -0.742 16.202
418 51.368 -0.809 -0.879 -0.963 2.593
419 51.086 -5.053 -0.675 -0.742 16.202
420 51.368 -0.809 -0.879 -0.963 2.593
421 49.892 -4.067 3.937 4.242 13.040
426 51.326 2.490 0.001 0.002 -7.176
427 51.308 -0.018 -0.009 -0.009 -0.748
428 46.092 0.919 18.729 20.192 -2.948
429 52.414 1.558 -7.832 -8.596 -4.995
430 51.424 14.741 0.021 0.025 -33.848
431 51.407 12.233 0.012 0.013 -27.419
432 46.190 13.170 18.750 20.214 -29.619
433 52.512 13.809 -7.811 -8.573 -31.666
-
Column Number : 828
401 547.295 519.122 -0.006 0.950 -2502.142
402 -26.140 -288.325 -1.588 75.509 1463.595
403 470.645 374.092 -0.581 -0.783 -1789.799
404 375.330 334.705 -0.293 0.020 -1596.348
405 -39.330 -386.877 -10.532 -29.246 1947.860
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354.251 232.740 -15.234 -43.255 -1095.351
407 -39.330 -386.877 -10.532 -29.246 1947.860
408 354.251 232.740 -15.234 -43.255 -1095.351
409 48.172 -260.812 -1.920 171.623 1328.342
414 -221.731 -621.323 -1.581 74.586 3051.615
415 275.054 41.094 -0.573 -1.705 -201.778
416 179.739 1.707 -0.286 -0.903 -8.327
417 -234.921 -719.875 -10.525 -30.168 3535.881
418 158.660 -100.259 -15.227 -44.178 492.670
419 -234.921 -719.875 -10.525 -30.168 3535.881
420 158.660 -100.259 -15.227 -44.178 492.670
421 -147.419 -593.810 -1.912 170.700 2916.363
426 372.858 299.920 -0.028 0.192 -1463.152
427 330.870 72.595 -0.199 -0.490 -366.395
428 188.130 94.714 1.648 796.733 -466.066
429 514.897 279.561 -118.035 -354.386 -1372.113
430 568.449 632.918 -0.036 1.114 -3051.173
431 526.461 405.593 -0.206 0.433 -1954.416
432 383.721 427.713 1.641 797.656 -2054.087
433 710.488 612.559 -118.042 -353.464 -2960.135
Calculated Pressures at Four Corners
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If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to account for uplift, areas of
negative pressure will be set to zero and the pressure will be redistributed to remaining corners.
Load Case Pressure at
corner 1 (q1)
(kN/m^2)
Pressure at corner 2 (q2)
(kN/m^2)
Pressure at corner 3 (q3)
(kN/m^2)
Pressure at corner 4 (q4)
(kN/m^2)
Area of footing in uplift (Au)
(sq. m)
416 42.3292 42.3090 43.1172 43.1374 0.000
416 42.3292 42.3090 43.1172 43.1374 0.000
430 11.6222 10.6379 84.7413 85.7255 0.000
430 11.6222 10.6379 84.7413 85.7255 0.000
Summary of Adjusted Pressures at Four Corners
Load Case Pressure at
corner 1 (q1)
(kN/m^2)
Pressure at corner 2 (q2)
(kN/m^2)
Pressure at corner 3 (q3)
(kN/m^2)
Pressure at corner 4 (q4)
(kN/m^2)
416 42.3292 42.3090 43.1172 43.1374
416 42.3292 42.3090 43.1172 43.1374
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430 11.6222 10.6379 84.7413 85.7255
430 11.6222 10.6379 84.7413 85.7255
------------------------------------------------------
Check for stability against sliding
Load Case Shear X (kN)
Shear Z (kN)
Resisting Sliding Force
(kN) Ratio X Ratio Z
401 2088.985 0.489 6677.292 3.196 13651.839
402 1117.617 1.665 5554.340 4.970 3335.485
403 1502.222 3.104 6523.747 4.343 2101.526
404 1343.699 3.361 6333.538 4.714 1884.204
405 1589.338 42.108 5469.753 3.442 129.899
406 870.426 28.913 6247.430 7.177 216.079
407 1589.338 42.108 5469.753 3.442 129.899
408 870.426 28.913 6247.430 7.177 216.079
409 960.404 90.126 5758.621 5.996 63.895
414 2487.804 1.983 5162.459 2.075 2603.922
415 132.035 3.422 6131.867 46.441 1792.088
416 26.488 3.679 5941.658 224.312 1615.140
417 2959.526 41.791 5077.873 1.716 121.508
418 499.761 28.595 5855.550 11.717 204.773
419 2959.526 41.791 5077.873 1.716 121.508
420 499.761 28.595 5855.550 11.717 204.773
421 2330.591 90.443 5366.740 2.303 59.338
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426 1163.379 0.846 6326.486 5.438 7479.283
427 274.029 0.604 6244.451 22.788 10333.398
428 698.974 388.292 6289.047 8.998 16.197
429 746.035 310.059 6307.677 8.455 20.343
430 2533.566 0.529 6718.367 2.652 12711.467
431 1644.216 0.287 6636.332 4.036 23126.572
432 2069.161 387.974 6680.928 3.229 17.220
433 2116.222 310.376 6699.558 3.166 21.585
Check for stability against overturning (Moments printed against Local axis)
Load Case Moment X (kNm)
Moment Z (kNm)
Resisting Moment X
(kNm)
Resisting Moment Z
(kNm) Ratio X Ratio Z
401 11331.897 5.672 53083.498 233700.943 4.684 41200.016
402 6490.087 156.727 44156.192 194398.334 6.804 1240.365
403 8070.720 25.060 51862.843 228326.986 6.426 9111.245
404 7189.657 25.826 50350.710 221669.798 7.003 8583.301
405 9111.918 328.741 43483.742 191437.865 4.772 582.336
406 4559.211 404.335 49666.163 218656.069 10.894 540.780
407 9111.918 328.741 43483.742 191437.865 4.772 582.336
408 4559.211 404.335 49666.163 218656.069 10.894 540.780
409 5616.334 821.189 45780.197 201548.043 8.151 245.434
414 13826.862 147.145 41040.798 180682.766 2.968 1227.921
415 733.944 15.478 48747.449 214611.417 66.419 13865.650
416 147.119 16.244 47235.317 207954.230 321.068 12801.919
417 16448.694 338.323 40368.349 177722.296 2.454 525.304
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418 2777.565 413.917 46550.770 204940.502 16.760 495.125
419 16448.694 338.323 40368.349 177722.296 2.454 525.304
420 2777.565 413.917 46550.770 204940.502 16.760 495.125
421 12953.109 811.608 42664.804 187832.476 3.294 231.433
426 6421.726 6.499 50294.643 221422.964 7.832 34071.342
427 1567.469 19.748 49642.481 218551.811 31.670 11066.766
428 3885.017 3156.993 49997.010 220112.629 12.869 69.722
429 4146.403 2702.630 50145.116 220764.666 12.094 81.685
430 13758.501 16.081 53410.037 235138.534 3.882 14622.321
431 8904.245 10.166 52757.875 232267.380 5.925 22846.544
432 11221.793 3166.575 53112.403 233828.196 4.733 73.843
433 11483.179 2693.049 53260.509 234480.236 4.638 87.069
------------------------------------------------------
Design for Flexure
Sagging moment along length
Critical load case : 417
Effective Depth = = 0.542 m
Governing moment (Mu) = 750.150 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
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Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 7749.136954 kNm
Mu <= Mumax hence, safe
Hogging moment along length
Critical load case : 401
Effective Depth = = 0.542 m
Governing moment (Mu) = 1648.216 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 7749.136954 kNm
Mu <= Mumax hence, safe
Transverse direction
Critical load case : 401
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Shear Plane Parallel to Foundation Width
Effective Depth = = 0.542 m
Governing moment (Mu) = = 11233.305 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 34798.012164 kNm
Mu <= Mumax hence, safe
Check trial depth for one way shear
Critical load case for maximum shear force along the length of footing :
401
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Shear Force(S) = 1293.880 kN
Shear Stress(Tv) = 300.280756 kN/m^2
Percentage Of Steel(Pt) = 0.2000
As Per IS 456 2000 Clause 40 Table 19
Shear Strength Of Concrete(Tc) = 330.760 kN/m^2
Tv< Tc hence, safe
Check trial depth for two way shear
Critical Load case for Punching Shear Check : 432
For Column 1
Shear Force(S) = 836.800 kN
Shear Stress(Tv) = 215.389 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 2
Shear Force(S) = 67.626 kN
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Shear Stress(Tv) = 33.113 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 3
Shear Force(S) = 773.095 kN
Shear Stress(Tv) = 198.992 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 4
Shear Force(S) = 67.272 kN
Shear Stress(Tv) = 32.940 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
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Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 5
Shear Force(S) = 771.830 kN
Shear Stress(Tv) = 198.666 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 6
Shear Force(S) = 66.912 kN
Shear Stress(Tv) = 32.764 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
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Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 433
For Column 7
Shear Force(S) = 818.821 kN
Shear Stress(Tv) = 210.762 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Selection of reinforcement
Top reinforcement along length
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 5724.000 mm2
Calculated Area of Steel (Ast) = 7233.791 mm2
Provided Area of Steel (Ast,Provided) = 7233.791 mm2
Astmin<= Ast,Provided Steel area is accepted
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Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = 50.000 mm
Selected spacing (S) = 223.829 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Along width
As Per IS 456 2000 Clause 26.5.2.1
Provided Minimum Area of Steel (Astmin) = 25704.001 mm2
Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = 50.000 mm
Selected spacing (S) = 280.189 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Bottom reinforcement along length
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 5724.000 mm2
Calculated Area of Steel (Ast) = 3230.191 mm2
Provided Area of Steel (Ast,Provided) = 5724.000 mm2
Astmin<= Ast,Provided Steel area is accepted
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Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = = 50.000 mm
Selected spacing (S) = 279.786 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Along width
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 25704.001 mm2
Calculated Area of Steel (Ast) = 50256.716 mm2
Provided Area of Steel (Ast,Provided) = 50256.716 mm2
Astmin<= Ast,Provided Steel area is accepted
Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = = 50.000 mm
Selected spacing (S) = 142.908 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Provided Reinforcement
Main bar no. for top Reinforcement: Ø16
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Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Spacing of top reinforcement bar : 223.829 mm
Ø16 @ 220mm o.c.
Main bar no. for bottom Reinforcement: Ø16
Spacing of bottom reinforcement bar : 279.786 mm
Ø16 @ 275mm o.c.
Distribution bar no.: Ø16
Spacing of distribution bars : 142.908 mm
Ø16 @ 140mm o.c.
Distribution bar no.(Top): Ø16
Spacing of distribution bars(Top) : 280.189 mm
Ø16 @ 280mm o.c.
Pedestal Reinforcement Design
Combined Footing 4 Input Data
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Column Dimensions
Pedestal
Eccentricity
Column Dimensions
Geometry of Footing
For Column 834
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 925
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
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Pedestal
Eccentricity
Column Dimensions
Pedestal
Eccentricity
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 836
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
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Column Dimensions
Pedestal
Eccentricity
Column Dimensions
Column Offset in Transverse Direction :
For Column 924
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 838
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
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Pedestal
Eccentricity
Column Dimensions
Pedestal
Eccentricity
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
For Column 923
Column Shape : Rectangular
Column Length - X (Pl) : 0.400m
Column Width - Z (Pw) : 0.400m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
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Column Dimensions
Pedestal
Eccentricity
Column Offset in Transverse Direction :
For Column 840
Column Shape : Rectangular
Column Length - X (Pl) : 1.500m
Column Width - Z (Pw) : 1.000m
Include Pedestal? No
Pedestal Shape : N/A
Pedestal Height (Ph) : N/A
Pedestal Length - X (Pl) : N/A
Pedestal Width - Z (Pw) : N/A
Column Offset in Transverse Direction :
Length of left overhang : 2.500m
Length of right overhang : 2.500m
Is the length of left overhang fixed? No
Is the length of right overhang fixed? No
Minimum width of footing (Wo) : 8.000m
Minimum Thickness of footing (Do) : 600.000mm
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Cover and Soil Properties
Concrete and Rebar Properties
Maximum Width of Footing (Wo) : 40000.000mm
Maximum Thickness of Footing (Do) : 1500.000mm
Maximum Length of Footing (Lo) : 40000.000mm
Length Increment : 50.000mm
Depth Increment : 50.000mm
Pedestal Clear Cover : 50.000mm
Footing Clear Cover : 50.000mm
Unit Weight of soil : 18.000kN/m3
Soil Bearing Capacity : 110.000kN/m2
Soil Bearing Capacity Type: Net Bearing Capacity
Soil Surcharge : 0.000kN/m2
Depth of Soil above Footing : 2000.000mm
Type of Depth : Fixed Bottom
Depth of Water Table : 10.000m
Unit Weight of Concrete : 25.000kN/m3
Compressive Strength of Concrete : 25.000N/mm2
Yield Strength of Steel : 500.000N/mm2
Minimum Bar Size : Ø16
Maximum Bar Size : Ø32
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Final footing dimensions are:
Minimum Pedestal Bar Size : Ø6
Maximum Pedestal Bar Size : Ø32
Minimum Bar Spacing : 50.000mm
Maximum Bar Spacing : 450.000mm
------------------------------------------------------
Design Calculations
Footing Size Calculations
Gross Soil Bearing Capacity = 196.00kN/m^2
Reduction of force due to buoyancy = 0.000kN
Area from initial length and width, Ao = Lo X Wo = 276.000sq m
Min. area required from bearing pressure, Amin = P / qmax = 104.106sq m
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.
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Length of footing, L : 34.500m
Width of footing, W : 7.950m
Depth of footing, Do : 0.600m
Area, A : 274.275sq m
Length of left overhang, Lleft_overhang : 2.500m
Length of right overhang, Lright_overhang : 2.500m
------------------------------------------------------
Load Combination/s- Service Stress Level Load Combination
Number Load Combination Title
401 DL+CL+LL
402 DL+CL+LL+WL
403 DL+CL+LL+WL
404 DL+CL+LL+WL
405 DL+CL+LL+WL
406 DL+CL+LL+WL
407 DL+CL+LL+WL
408 DL+CL+LL+WL
409 DL+CL+LL+WL
414 DL+CL+WL
415 DL+CL+WL
416 DL+CL+WL
417 DL+CL+WL
418 DL+CL+WL
419 DL+CL+WL
420 DL+CL+WL
421 DL+CL+WL
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426 DL+CL+SX
427 DL+CL+S-X
428 DL+CL+SZ
429 DL+CL+S-Z
430 DL+CL+LL+SX
431 DL+CL+LL+S-X
432 DL+CL+LL+SZ
433 DL+CL+LL+S-Z
Load Combination/s- Strength Level Load Combination
Number Load Combination Title
401 DL+CL+LL
402 DL+CL+LL+WL
403 DL+CL+LL+WL
404 DL+CL+LL+WL
405 DL+CL+LL+WL
406 DL+CL+LL+WL
407 DL+CL+LL+WL
408 DL+CL+LL+WL
409 DL+CL+LL+WL
414 DL+CL+WL
415 DL+CL+WL
416 DL+CL+WL
417 DL+CL+WL
418 DL+CL+WL
419 DL+CL+WL
420 DL+CL+WL
421 DL+CL+WL
426 DL+CL+SX
427 DL+CL+S-X
428 DL+CL+SZ
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429 DL+CL+S-Z
430 DL+CL+LL+SX
431 DL+CL+LL+S-X
432 DL+CL+LL+SZ
433 DL+CL+LL+S-Z
Applied Loads - Service Stress Level
LC Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
-
Column Number : 834
401 537.001 504.610 0.094 0.237 -2430.962
402 -18.132 -289.400 21.660 41.254 1468.985
403 459.193 358.621 -1.648 -4.249 -1713.931
404 364.326 319.359 -1.193 -3.163 -1521.078
405 -64.512 -409.494 -5.835 -13.857 2058.741
406 317.922 199.308 -16.894 -41.065 -931.516
407 -64.512 -409.494 -5.835 -13.857 2058.741
408 317.922 199.308 -16.894 -41.065 -931.516
409 76.741 -250.122 29.481 56.324 1276.095
414 -213.943 -622.576 21.428 40.765 3057.875
415 263.382 25.446 -1.880 -4.738 -125.040
416 168.515 -13.817 -1.425 -3.652 67.812
417 -260.323 -742.670 -6.066 -14.346 3647.631
418 122.111 -133.867 -17.126 -41.555 657.375
419 -260.323 -742.670 -6.066 -14.346 3647.631
420 122.111 -133.867 -17.126 -41.555 657.375
421 -119.070 -583.298 29.249 55.834 2864.985
426 360.741 277.339 0.024 -0.034 -1352.410
427 321.639 65.530 -0.284 -0.520 -331.732
428 340.917 171.472 107.398 229.811 -841.940
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429 341.303 171.394 -83.079 -214.773 -842.214
430 556.552 610.515 0.256 0.456 -2941.301
431 517.450 398.706 -0.053 -0.031 -1920.623
432 536.728 504.648 107.630 230.300 -2430.830
433 537.113 504.570 -82.848 -214.284 -2431.105
-
Column Number : 925
401 51.417 13.488 0.011 0.013 -30.636
402 50.135 7.925 3.206 3.457 -12.804
403 51.428 12.490 -0.258 -0.282 -27.438
404 51.364 12.210 -0.192 -0.209 -26.540
405 51.206 7.198 -0.675 -0.741 -10.471
406 51.730 11.461 -2.321 -2.550 -24.138
407 51.206 7.198 -0.675 -0.741 -10.471
408 51.730 11.461 -2.321 -2.550 -24.138
409 49.879 8.166 4.246 4.577 -13.575
414 50.039 -4.325 3.173 3.420 13.866
415 51.332 0.239 -0.291 -0.319 -0.768
416 51.268 -0.041 -0.225 -0.246 0.131
417 51.110 -5.053 -0.708 -0.777 16.200
418 51.634 -0.789 -2.355 -2.587 2.532
419 51.110 -5.053 -0.708 -0.777 16.200
420 51.634 -0.789 -2.355 -2.587 2.532
421 49.783 -4.085 4.213 4.540 13.096
426 51.323 2.503 0.001 0.002 -7.220
427 51.314 -0.030 -0.040 -0.043 -0.710
428 47.183 0.911 15.040 16.217 -2.922
429 52.804 1.591 -10.180 -11.179 -5.100
430 51.419 14.754 0.035 0.039 -33.890
431 51.410 12.221 -0.006 -0.006 -27.381
432 47.279 13.161 15.073 16.253 -29.592
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52.900 13.842 -10.146 -11.142 -31.771
-
Column Number : 836
401 547.465 519.519 -0.335 0.372 -2504.150
402 -39.271 -296.199 1.209 143.387 1501.837
403 476.584 376.793 -4.661 -13.013 -1803.156
404 379.504 334.970 -3.497 -9.646 -1597.745
405 -37.786 -386.809 -11.169 -31.882 1947.407
406 382.374 238.174 -40.594 -116.100 -1121.853
407 -37.786 -386.809 -11.169 -31.882 1947.407
408 382.374 238.174 -40.594 -116.100 -1121.853
409 43.878 -265.922 0.892 188.174 1353.015
414 -234.833 -629.145 0.900 141.757 3089.601
415 281.023 43.847 -4.970 -14.643 -215.392
416 183.943 2.025 -3.805 -11.276 -9.982
417 -233.347 -719.755 -11.478 -33.512 3535.171
418 186.813 -94.772 -40.903 -117.730 465.911
419 -233.347 -719.755 -11.478 -33.512 3535.171
420 186.813 -94.772 -40.903 -117.730 465.911
421 -151.684 -598.868 0.583 186.545 2940.778
426 373.877 303.844 -0.565 -0.052 -1482.477
427 329.925 69.167 -0.897 -2.177 -349.630
428 212.222 92.318 2.527 636.392 -454.391
429 561.701 289.021 -156.790 -467.109 -1418.539
430 569.438 636.790 -0.256 1.578 -3070.240
431 525.487 402.113 -0.588 -0.547 -1937.393
432 407.784 425.263 2.835 638.022 -2042.155
433 757.263 621.967 -156.481 -465.480 -3006.303
-
Column Number : 924
401 51.447 13.607 -0.028 -0.029 -31.011
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51.856 8.421 3.885 4.214 -14.385
403 51.600 12.656 -0.821 -0.879 -27.959
404 51.499 12.363 -0.615 -0.658 -27.019
405 51.577 7.347 -1.918 -2.062 -10.944
406 52.974 11.290 -7.039 -7.601 -23.581
407 51.577 7.347 -1.918 -2.062 -10.944
408 52.974 11.290 -7.039 -7.601 -23.581
409 52.165 8.715 5.011 5.429 -15.327
414 51.754 -3.834 3.815 4.136 12.290
415 51.498 0.401 -0.891 -0.957 -1.284
416 51.397 0.108 -0.685 -0.735 -0.344
417 51.475 -4.908 -1.988 -2.139 15.731
418 52.872 -0.965 -7.108 -7.678 3.094
419 51.475 -4.908 -1.988 -2.139 15.731
420 52.872 -0.965 -7.108 -7.678 3.094
421 52.063 -3.540 4.941 5.351 11.348
426 51.359 2.661 -0.056 -0.062 -7.725
427 51.342 0.044 -0.147 -0.160 -0.946
428 54.873 1.365 16.112 17.396 -4.371
429 57.290 1.345 -26.653 -28.760 -4.305
430 51.461 14.916 0.014 0.016 -34.400
431 51.444 12.298 -0.077 -0.083 -27.621
432 54.975 13.620 16.181 17.473 -31.046
433 57.392 13.599 -26.583 -28.683 -30.980
-
Column Number : 838
401 555.832 537.458 -0.075 -1.987 -2592.406
402 74.337 -147.335 33.322 86.277 771.972
403 478.736 404.677 3.456 -31.559 -1939.530
404 384.559 361.714 3.116 -23.380 -1728.482
405 -53.379 -367.264 4.441 -74.858 1851.083
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255.815 148.087 -4.004 -288.270 -680.233
407 -53.379 -367.264 4.441 -74.858 1851.083
408 255.815 148.087 -4.004 -288.270 -680.233
409 182.526 -92.637 39.965 105.744 503.392
414 -121.590 -480.082 31.712 83.034 2358.905
415 282.809 71.930 1.846 -34.802 -352.598
416 188.633 28.967 1.506 -26.623 -141.550
417 -249.306 -700.011 2.831 -78.101 3438.016
418 59.888 -184.660 -5.614 -291.513 906.699
419 -249.306 -700.011 2.831 -78.101 3438.016
420 59.888 -184.660 -5.614 -291.513 906.699
421 -13.400 -425.384 38.355 102.500 2090.324
426 382.253 322.807 -1.263 -3.917 -1575.821
427 337.566 86.745 -1.979 -7.279 -435.766
428 501.283 301.736 94.968 285.514 -1481.138
429 149.973 99.030 0.875 -1054.521 -487.373
430 578.180 655.554 0.347 -0.674 -3162.754
431 533.493 419.492 -0.369 -4.036 -2022.699
432 697.209 634.483 96.578 288.757 -3068.070
433 345.900 431.777 2.485 -1051.278 -2074.305
-
Column Number : 923
401 49.297 12.169 -0.128 -0.135 -27.404
402 48.554 7.198 3.307 3.576 -11.788
403 48.790 10.583 -0.472 -0.522 -22.388
404 48.818 10.269 -0.309 -0.342 -21.407
405 48.192 6.489 -1.533 -1.625 -9.608
406 47.457 9.547 -7.774 -8.329 -19.183
407 48.192 6.489 -1.533 -1.625 -9.608
408 47.457 9.547 -7.774 -8.329 -19.183
409 48.659 7.561 3.768 4.071 -12.920
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48.500 -3.568 3.069 3.324 11.222
415 48.736 -0.183 -0.710 -0.774 0.622
416 48.764 -0.497 -0.547 -0.594 1.602
417 48.138 -4.277 -1.771 -1.877 13.402
418 47.403 -1.219 -8.012 -8.581 3.826
419 48.138 -4.277 -1.771 -1.877 13.402
420 47.403 -1.219 -8.012 -8.581 3.826
421 48.605 -3.205 3.530 3.819 10.090
426 49.248 2.779 -0.306 -0.323 -7.993
427 49.230 0.027 -0.442 -0.470 -0.798
428 50.138 1.765 6.402 6.978 -5.511
429 41.689 1.007 -25.905 -27.739 -3.181
430 49.303 13.545 -0.068 -0.070 -31.002
431 49.284 10.793 -0.204 -0.218 -23.808
432 50.192 12.530 6.640 7.231 -28.520
433 41.743 11.773 -25.667 -27.486 -26.191
-
Column Number : 840
401 461.763 265.819 9.338 -0.598 -1498.521
402 -53.525 -270.828 27.510 121.390 1626.050
403 227.302 22.385 4.644 7.910 -71.188
404 172.983 -13.873 6.111 9.536 125.850
405 -41.994 -239.951 -3.103 -4.650 1454.398
406 180.665 8.629 -44.773 -149.623 2.825
407 -41.994 -239.951 -3.103 -4.650 1454.398
408 180.665 8.629 -44.773 -149.623 2.825
409 -5.391 -233.567 30.702 131.041 1423.439
414 -153.655 -391.320 20.391 108.386 2302.206
415 127.172 -98.107 -2.475 -5.094 604.967
416 72.853 -134.365 -1.008 -3.467 802.005
417 -142.124 -360.443 -10.222 -17.654 2130.553
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80.535 -111.862 -51.892 -162.627 678.981
419 -142.124 -360.443 -10.222 -17.654 2130.553
420 80.535 -111.862 -51.892 -162.627 678.981
421 -105.521 -354.059 23.583 118.038 2099.594
426 389.234 262.094 2.507 -11.308 -1439.507
427 334.029 28.562 1.792 -16.084 -205.230
428 361.170 143.252 52.797 134.915 -810.833
429 360.413 148.369 -192.791 -414.446 -839.527
430 489.364 382.586 9.626 1.695 -2115.663
431 434.159 149.054 8.911 -3.080 -881.385
432 461.300 263.744 59.916 147.919 -1486.988
433 460.543 268.861 -185.672 -401.442 -1515.682
Applied Loads - Strength Level
LC Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
-
Column Number : 834
401 537.001 504.610 0.094 0.237 -2430.962
402 -18.132 -289.400 21.660 41.254 1468.985
403 459.193 358.621 -1.648 -4.249 -1713.931
404 364.326 319.359 -1.193 -3.163 -1521.078
405 -64.512 -409.494 -5.835 -13.857 2058.741
406 317.922 199.308 -16.894 -41.065 -931.516
407 -64.512 -409.494 -5.835 -13.857 2058.741
408 317.922 199.308 -16.894 -41.065 -931.516
409 76.741 -250.122 29.481 56.324 1276.095
414 -213.943 -622.576 21.428 40.765 3057.875
415 263.382 25.446 -1.880 -4.738 -125.040
416 168.515 -13.817 -1.425 -3.652 67.812
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417 -260.323 -742.670 -6.066 -14.346 3647.631
418 122.111 -133.867 -17.126 -41.555 657.375
419 -260.323 -742.670 -6.066 -14.346 3647.631
420 122.111 -133.867 -17.126 -41.555 657.375
421 -119.070 -583.298 29.249 55.834 2864.985
426 360.741 277.339 0.024 -0.034 -1352.410
427 321.639 65.530 -0.284 -0.520 -331.732
428 340.917 171.472 107.398 229.811 -841.940
429 341.303 171.394 -83.079 -214.773 -842.214
430 556.552 610.515 0.256 0.456 -2941.301
431 517.450 398.706 -0.053 -0.031 -1920.623
432 536.728 504.648 107.630 230.300 -2430.830
433 537.113 504.570 -82.848 -214.284 -2431.105
-
Column Number : 925
401 51.417 13.488 0.011 0.013 -30.636
402 50.135 7.925 3.206 3.457 -12.804
403 51.428 12.490 -0.258 -0.282 -27.438
404 51.364 12.210 -0.192 -0.209 -26.540
405 51.206 7.198 -0.675 -0.741 -10.471
406 51.730 11.461 -2.321 -2.550 -24.138
407 51.206 7.198 -0.675 -0.741 -10.471
408 51.730 11.461 -2.321 -2.550 -24.138
409 49.879 8.166 4.246 4.577 -13.575
414 50.039 -4.325 3.173 3.420 13.866
415 51.332 0.239 -0.291 -0.319 -0.768
416 51.268 -0.041 -0.225 -0.246 0.131
417 51.110 -5.053 -0.708 -0.777 16.200
418 51.634 -0.789 -2.355 -2.587 2.532
419 51.110 -5.053 -0.708 -0.777 16.200
420 51.634 -0.789 -2.355 -2.587 2.532
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49.783 -4.085 4.213 4.540 13.096
426 51.323 2.503 0.001 0.002 -7.220
427 51.314 -0.030 -0.040 -0.043 -0.710
428 47.183 0.911 15.040 16.217 -2.922
429 52.804 1.591 -10.180 -11.179 -5.100
430 51.419 14.754 0.035 0.039 -33.890
431 51.410 12.221 -0.006 -0.006 -27.381
432 47.279 13.161 15.073 16.253 -29.592
433 52.900 13.842 -10.146 -11.142 -31.771
-
Column Number : 836
401 547.465 519.519 -0.335 0.372 -2504.150
402 -39.271 -296.199 1.209 143.387 1501.837
403 476.584 376.793 -4.661 -13.013 -1803.156
404 379.504 334.970 -3.497 -9.646 -1597.745
405 -37.786 -386.809 -11.169 -31.882 1947.407
406 382.374 238.174 -40.594 -116.100 -1121.853
407 -37.786 -386.809 -11.169 -31.882 1947.407
408 382.374 238.174 -40.594 -116.100 -1121.853
409 43.878 -265.922 0.892 188.174 1353.015
414 -234.833 -629.145 0.900 141.757 3089.601
415 281.023 43.847 -4.970 -14.643 -215.392
416 183.943 2.025 -3.805 -11.276 -9.982
417 -233.347 -719.755 -11.478 -33.512 3535.171
418 186.813 -94.772 -40.903 -117.730 465.911
419 -233.347 -719.755 -11.478 -33.512 3535.171
420 186.813 -94.772 -40.903 -117.730 465.911
421 -151.684 -598.868 0.583 186.545 2940.778
426 373.877 303.844 -0.565 -0.052 -1482.477
427 329.925 69.167 -0.897 -2.177 -349.630
428 212.222 92.318 2.527 636.392 -454.391
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561.701 289.021 -156.790 -467.109 -1418.539
430 569.438 636.790 -0.256 1.578 -3070.240
431 525.487 402.113 -0.588 -0.547 -1937.393
432 407.784 425.263 2.835 638.022 -2042.155
433 757.263 621.967 -156.481 -465.480 -3006.303
-
Column Number : 924
401 51.447 13.607 -0.028 -0.029 -31.011
402 51.856 8.421 3.885 4.214 -14.385
403 51.600 12.656 -0.821 -0.879 -27.959
404 51.499 12.363 -0.615 -0.658 -27.019
405 51.577 7.347 -1.918 -2.062 -10.944
406 52.974 11.290 -7.039 -7.601 -23.581
407 51.577 7.347 -1.918 -2.062 -10.944
408 52.974 11.290 -7.039 -7.601 -23.581
409 52.165 8.715 5.011 5.429 -15.327
414 51.754 -3.834 3.815 4.136 12.290
415 51.498 0.401 -0.891 -0.957 -1.284
416 51.397 0.108 -0.685 -0.735 -0.344
417 51.475 -4.908 -1.988 -2.139 15.731
418 52.872 -0.965 -7.108 -7.678 3.094
419 51.475 -4.908 -1.988 -2.139 15.731
420 52.872 -0.965 -7.108 -7.678 3.094
421 52.063 -3.540 4.941 5.351 11.348
426 51.359 2.661 -0.056 -0.062 -7.725
427 51.342 0.044 -0.147 -0.160 -0.946
428 54.873 1.365 16.112 17.396 -4.371
429 57.290 1.345 -26.653 -28.760 -4.305
430 51.461 14.916 0.014 0.016 -34.400
431 51.444 12.298 -0.077 -0.083 -27.621
432 54.975 13.620 16.181 17.473 -31.046
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57.392 13.599 -26.583 -28.683 -30.980
-
Column Number : 838
401 555.832 537.458 -0.075 -1.987 -2592.406
402 74.337 -147.335 33.322 86.277 771.972
403 478.736 404.677 3.456 -31.559 -1939.530
404 384.559 361.714 3.116 -23.380 -1728.482
405 -53.379 -367.264 4.441 -74.858 1851.083
406 255.815 148.087 -4.004 -288.270 -680.233
407 -53.379 -367.264 4.441 -74.858 1851.083
408 255.815 148.087 -4.004 -288.270 -680.233
409 182.526 -92.637 39.965 105.744 503.392
414 -121.590 -480.082 31.712 83.034 2358.905
415 282.809 71.930 1.846 -34.802 -352.598
416 188.633 28.967 1.506 -26.623 -141.550
417 -249.306 -700.011 2.831 -78.101 3438.016
418 59.888 -184.660 -5.614 -291.513 906.699
419 -249.306 -700.011 2.831 -78.101 3438.016
420 59.888 -184.660 -5.614 -291.513 906.699
421 -13.400 -425.384 38.355 102.500 2090.324
426 382.253 322.807 -1.263 -3.917 -1575.821
427 337.566 86.745 -1.979 -7.279 -435.766
428 501.283 301.736 94.968 285.514 -1481.138
429 149.973 99.030 0.875 -1054.521 -487.373
430 578.180 655.554 0.347 -0.674 -3162.754
431 533.493 419.492 -0.369 -4.036 -2022.699
432 697.209 634.483 96.578 288.757 -3068.070
433 345.900 431.777 2.485 -1051.278 -2074.305
-
Column Number : 923
401 49.297 12.169 -0.128 -0.135 -27.404
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48.554 7.198 3.307 3.576 -11.788
403 48.790 10.583 -0.472 -0.522 -22.388
404 48.818 10.269 -0.309 -0.342 -21.407
405 48.192 6.489 -1.533 -1.625 -9.608
406 47.457 9.547 -7.774 -8.329 -19.183
407 48.192 6.489 -1.533 -1.625 -9.608
408 47.457 9.547 -7.774 -8.329 -19.183
409 48.659 7.561 3.768 4.071 -12.920
414 48.500 -3.568 3.069 3.324 11.222
415 48.736 -0.183 -0.710 -0.774 0.622
416 48.764 -0.497 -0.547 -0.594 1.602
417 48.138 -4.277 -1.771 -1.877 13.402
418 47.403 -1.219 -8.012 -8.581 3.826
419 48.138 -4.277 -1.771 -1.877 13.402
420 47.403 -1.219 -8.012 -8.581 3.826
421 48.605 -3.205 3.530 3.819 10.090
426 49.248 2.779 -0.306 -0.323 -7.993
427 49.230 0.027 -0.442 -0.470 -0.798
428 50.138 1.765 6.402 6.978 -5.511
429 41.689 1.007 -25.905 -27.739 -3.181
430 49.303 13.545 -0.068 -0.070 -31.002
431 49.284 10.793 -0.204 -0.218 -23.808
432 50.192 12.530 6.640 7.231 -28.520
433 41.743 11.773 -25.667 -27.486 -26.191
-
Column Number : 840
401 461.763 265.819 9.338 -0.598 -1498.521
402 -53.525 -270.828 27.510 121.390 1626.050
403 227.302 22.385 4.644 7.910 -71.188
404 172.983 -13.873 6.111 9.536 125.850
405 -41.994 -239.951 -3.103 -4.650 1454.398
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180.665 8.629 -44.773 -149.623 2.825
407 -41.994 -239.951 -3.103 -4.650 1454.398
408 180.665 8.629 -44.773 -149.623 2.825
409 -5.391 -233.567 30.702 131.041 1423.439
414 -153.655 -391.320 20.391 108.386 2302.206
415 127.172 -98.107 -2.475 -5.094 604.967
416 72.853 -134.365 -1.008 -3.467 802.005
417 -142.124 -360.443 -10.222 -17.654 2130.553
418 80.535 -111.862 -51.892 -162.627 678.981
419 -142.124 -360.443 -10.222 -17.654 2130.553
420 80.535 -111.862 -51.892 -162.627 678.981
421 -105.521 -354.059 23.583 118.038 2099.594
426 389.234 262.094 2.507 -11.308 -1439.507
427 334.029 28.562 1.792 -16.084 -205.230
428 361.170 143.252 52.797 134.915 -810.833
429 360.413 148.369 -192.791 -414.446 -839.527
430 489.364 382.586 9.626 1.695 -2115.663
431 434.159 149.054 8.911 -3.080 -881.385
432 461.300 263.744 59.916 147.919 -1486.988
433 460.543 268.861 -185.672 -401.442 -1515.682
Calculated Pressures at Four Corners
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If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to account for uplift, areas of
negative pressure will be set to zero and the pressure will be redistributed to remaining corners.
Load Case Pressure at
corner 1 (q1)
(kN/m^2)
Pressure at corner 2 (q2)
(kN/m^2)
Pressure at corner 3 (q3)
(kN/m^2)
Pressure at corner 4 (q4)
(kN/m^2)
Area of footing in uplift (Au)
(sq. m)
415 44.5920 42.1329 42.7908 45.2499 0.000
415 44.5920 42.1329 42.7908 45.2499 0.000
430 12.6765 12.3072 83.6652 84.0345 0.000
430 12.6765 12.3072 83.6652 84.0345 0.000
Summary of Adjusted Pressures at Four Corners
Load Case Pressure at
corner 1 (q1)
(kN/m^2)
Pressure at corner 2 (q2)
(kN/m^2)
Pressure at corner 3 (q3)
(kN/m^2)
Pressure at corner 4 (q4)
(kN/m^2)
415 44.5920 42.1329 42.7908 45.2499
415 44.5920 42.1329 42.7908 45.2499
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430 12.6765 12.3072 83.6652 84.0345
430 12.6765 12.3072 83.6652 84.0345
------------------------------------------------------
Check for stability against sliding
Load Case Shear X (kN)
Shear Z (kN)
Resisting Sliding Force
(kN) Ratio X Ratio Z
401 1866.670 8.878 6562.855 3.516 739.220
402 980.218 94.100 5492.721 5.604 58.371
403 1198.205 0.240 6332.561 5.285 26393.491
404 1037.012 3.421 6162.271 5.942 1801.061
405 1382.484 19.792 5412.396 3.915 273.465
406 626.497 123.399 6080.213 9.705 49.273
407 1382.484 19.792 5412.396 3.915 273.465
408 626.497 123.399 6080.213 9.705 49.273
409 817.807 114.064 5659.973 6.921 49.621
414 2134.849 84.489 5148.880 2.412 60.941
415 43.574 9.371 5988.720 137.439 639.074
416 117.620 6.189 5818.430 49.468 940.065
417 2537.116 29.403 5068.555 1.998 172.384
418 528.134 133.010 5736.372 10.862 43.127
419 2537.116 29.403 5068.555 1.998 172.384
420 528.134 133.010 5736.372 10.862 43.127
421 1972.438 104.454 5316.132 2.695 50.895
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426 1174.028 0.341 6264.762 5.336 18346.128
427 250.045 1.997 6173.267 24.689 3091.380
428 712.817 295.243 6219.637 8.725 21.066
429 711.757 494.522 6218.330 8.737 12.574
430 2328.659 9.952 6608.603 2.838 664.025
431 1404.676 7.614 6517.108 4.640 855.945
432 1867.449 304.854 6563.478 3.515 21.530
433 1866.389 484.911 6562.171 3.516 13.533
Check for stability against overturning (Moments printed against Local axis)
Load Case Moment X (kNm)
Moment Z (kNm)
Resisting Moment X
(kNm)
Resisting Moment Z
(kNm) Ratio X Ratio Z
401 10337.956 783.885 52173.747 226414.380 5.047 288.836
402 5972.014 529.651 43666.334 189495.415 7.312 357.774
403 6390.542 3213.789 50342.940 218469.369 7.878 67.979
404 5475.775 2631.335 48989.158 212594.464 8.947 80.793
405 8186.282 84.296 43027.763 186724.258 5.256 2215.093
406 3208.101 3208.663 48336.810 209763.523 15.067 65.374
407 8186.282 84.296 43027.763 186724.258 5.256 2215.093
408 3208.101 3208.663 48336.810 209763.523 15.067 65.374
409 5049.869 121.812 44995.962 195265.502 8.910 1603.002
414 12244.517 1816.558 40932.849 177633.121 3.343 97.786
415 118.039 1926.882 47609.455 206607.076 403.337 107.224
416 796.728 1344.428 46255.673 200732.170 58.057 149.307
417 14458.785 1371.204 40294.277 174861.964 2.787 127.524
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418 3064.402 1921.756 45603.326 197901.229 14.882 102.979
419 14458.785 1371.204 40294.277 174861.964 2.787 127.524
420 3064.402 1921.756 45603.326 197901.229 14.882 102.979
421 11322.372 1408.720 42262.477 183403.208 3.733 130.191
426 6642.267 640.621 49803.948 216130.346 7.498 337.376
427 1488.618 364.608 49076.572 212973.810 32.968 584.117
428 4068.076 3498.079 49445.208 214573.550 12.154 61.340
429 4066.516 4224.930 49434.821 214528.473 12.157 50.777
430 12914.770 646.286 52537.433 227992.640 4.068 352.774
431 7761.121 922.299 51810.057 224836.104 6.676 243.778
432 10340.579 2211.172 52178.693 226435.844 5.046 102.405
433 10339.019 5511.837 52168.305 226390.766 5.046 41.074
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Design for Flexure
Sagging moment along length
Critical load case : 409
Effective Depth = = 0.542 m
Governing moment (Mu) = 823.123 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
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Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 7749.136954 kNm
Mu <= Mumax hence, safe
Hogging moment along length
Critical load case : 401
Effective Depth = = 0.542 m
Governing moment (Mu) = 1268.443 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 7749.136954 kNm
Mu <= Mumax hence, safe
Transverse direction
Critical load case : 401
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Shear Plane Parallel to Foundation Width
Effective Depth = = 0.542 m
Governing moment (Mu) = = 10451.452 kNm
As Per IS 456 2000 ANNEX G G-1.1C
Limiting Factor1 (Kumax) = = 0.456026
Limiting Factor2 (Rumax) = = 3318.146612 kN/m^2
Limit Moment Of Resistance (Mumax) = = 33920.751361 kNm
Mu <= Mumax hence, safe
Check trial depth for one way shear
Critical load case for maximum shear force along the length of footing :
401
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Shear Force(S) = 1206.681 kN
Shear Stress(Tv) = 280.043890 kN/m^2
Percentage Of Steel(Pt) = 0.2000
As Per IS 456 2000 Clause 40 Table 19
Shear Strength Of Concrete(Tc) = 330.760 kN/m^2
Tv< Tc hence, safe
Check trial depth for two way shear
Critical Load case for Punching Shear Check : 401
For Column 1
Shear Force(S) = 771.652 kN
Shear Stress(Tv) = 198.621 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 2
Shear Force(S) = 67.149 kN
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Shear Stress(Tv) = 32.880 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 433
For Column 3
Shear Force(S) = 879.314 kN
Shear Stress(Tv) = 226.332 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 4
Shear Force(S) = 67.407 kN
Shear Stress(Tv) = 33.006 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
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Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 432
For Column 5
Shear Force(S) = 808.572 kN
Shear Stress(Tv) = 208.124 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 6
Shear Force(S) = 64.389 kN
Shear Stress(Tv) = 31.529 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
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Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Critical Load case for Punching Shear Check : 401
For Column 7
Shear Force(S) = 661.020 kN
Shear Stress(Tv) = 170.144 kN/m^2
As Per IS 456 2000 Clause 31.6.3.1
Ks = = 1.000
Shear Strength(Tc)= = 1250.0000 kN/m^2
Ks X Tc = 1250.0000 kN/m^2
Tv<= Ks X Tc hence, safe
Selection of reinforcement
Top reinforcement along length
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 5724.000 mm2
Calculated Area of Steel (Ast) = 5521.615 mm2
Provided Area of Steel (Ast,Provided) = 5724.000 mm2
Astmin<= Ast,Provided Steel area is accepted
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Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = 50.000 mm
Selected spacing (S) = 279.786 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Along width
As Per IS 456 2000 Clause 26.5.2.1
Provided Minimum Area of Steel (Astmin) = 25056.001 mm2
Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = 50.000 mm
Selected spacing (S) = 279.710 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Bottom reinforcement along length
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 5724.000 mm2
Calculated Area of Steel (Ast) = 3549.761 mm2
Provided Area of Steel (Ast,Provided) = 5724.000 mm2
Astmin<= Ast,Provided Steel area is accepted
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Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = = 50.000 mm
Selected spacing (S) = 279.786 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Along width
As Per IS 456 2000 Clause 26.5.2.1
Minimum Area of Steel (Astmin) = 25056.001 mm2
Calculated Area of Steel (Ast) = 46636.009 mm2
Provided Area of Steel (Ast,Provided) = 46636.009 mm2
Astmin<= Ast,Provided Steel area is accepted
Selected bar Size (db) = Ø16
Minimum spacing allowed (Smin) = = 50.000 mm
Selected spacing (S) = 150.147 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted.
Provided Reinforcement
Main bar no. for top Reinforcement: Ø16
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Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Based on spacing reinforcement increment; provided reinforcement is
Spacing of top reinforcement bar : 279.786 mm
Ø16 @ 275mm o.c.
Main bar no. for bottom Reinforcement: Ø16
Spacing of bottom reinforcement bar : 279.786 mm
Ø16 @ 275mm o.c.
Distribution bar no.: Ø16
Spacing of distribution bars : 150.147 mm
Ø16 @ 150mm o.c.
Distribution bar no.(Top): Ø16
Spacing of distribution bars(Top) : 279.710 mm
Ø16 @ 275mm o.c.
Pedestal Reinforcement Design
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Print Calculation Sheet
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