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footing design civil
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DESIGN OF COMBINE FOOTING HAVING FOUR COLUMNS IN LINEINPUT DATA WITH ROSE COLOUR BOXES AND RED TEXT IS THE MAIN OUTPUT DATA TO USE IN DESIGN
load
898.9 898.9 Pu1 = 1090.25 L1 = 3.7717159867.75 867.75 Pu2 = 1125.85 L2 = 3.2002438578.5 578.5 Pu3 = 698.65 x = 1.0667479
8.0387077D = 0 m Important Notes:
0 m D = depth of backfill
1800 kg/m3 ds = depth of surcharge
1800 kg/m3
1.25
131.9924515 kpa dead load factor = 1.2
live load factor = 1.6
131.992 kpa SI units are being followed exept 'qa'length of footing = 8.3895014 m 27.525954 Boxes with rose colour are required to input only
required width of footing = 2.118 m 6.9485088width proveide = 2.77 m it should be greater than required onearea of footing = 23.2 m2 9.08837
qu = 125.43 kpa 8.5 2.5906736line load = 347.43 kN/m
1 02 370.62 -719.63
2.073 590.77 -535.081.544 576.77 -121.88
5 0.001 02 197.68 197.68
-547.61external moment 0
3 -45.34-457.384 21.38 21.38 external moment 0
5 0.00
dead load (kN)
live load (kN)
total load (kN)
factored load (kN)
along X-axis
ds =
γfill =
γs = αs =40 for interior loading, 30 for edge loading and 20 for corner loadingqa = ton/ft2
qnet =
shear force (kN)
Point of zero shear
force
Bending moment (kN-m)
CAPACITY CHECKS
40fc' = 20 Mpafy = 420 Mpa
Cc = 50 mmVu(max) = 720 kN
Mmax+ = 197.68 kN-m ρb 0.015476
Mmax- = 547.61 kN-m ρ 0.011607
Pmax = 898.9 kN q 0.24375Pu(max) = 1125.85 kN
C1 = 525 mmC2 = 525 mm
B = 2.77 mHapp = 395.21 mm 441.81
Hselected = 450 mm it should be greater than Happ.d = 385 mm
Vu = 494.67 kN
One way shear checkΦvVc = 596.16 kN ok
Two way shear / punching shear checkb1 = 910 mmb2 = 910 mmbo = 3640 mmVu = 1021.99 kN
ΦvVc1 1567 kN2 2350 kN3 2441 kN
ΦvVc = 1567 kN ok
αs =
Steel CalculationTop steel
R = 1.3337412 Mpaρ = 0.0036967
As = 3942.3628
As(min) = 3554.8333 for both top and bottom
As(provide) = 3942.362819 mm area of one bar = 284
Spacing = 199 mmSteel = # 19 @ 199 mm c/c
Bottom steelR = 0.4814571 Mpaρ = 0.0012942
As = 1380
As(min) = 3555
As(provide) = 355519 mm area of one bar = 284
Spacing = 221 mmSteel = # 19 @ 220 mm c/c
Shorter direction steel for critical stripWidth of strip = 1102.5 mm 3.6173025 FT
Line load for strip = 406.44404 kN/mMoment at the face of column = 256.06102 kN-m
R = 1.5669077 Mpaρ = 0.0043818
As = 1859.9269
As(min) = 893.025
As(provide) = 1859.9269Enter the dia of bar you want to use 19 mm
Spacing = 168 mmSteel = # 19 @ 168 mm c/c
FINAL RESULTSWidth of footing = 2.77 mDepth of footing = 450 mm
Bottom longitudinal steel = # 19 @ 220 mm c/cTop longitudinal steel = # 19 @ 199 mm c/c
mm2
mm2
mm2Enter the dia of bar you want to use
mm2
mm2
mm2Enter the dia of bar you want to use
mm2
mm2
mm2
DESIGN OF COMBINE FOOTING HAVING FOUR COLUMNS IN LINEINPUT DATA WITH ROSE COLOUR BOXES AND RED TEXT IS THE MAIN OUTPUT DATA TO USE IN DESIGN
Pn kips Pu kipsm 202 245m 195 253m 130 157
D = depth of backfill
ds = depth of surcharge
dead load factor = 1.2
live load factor = 1.6
SI units are being followed exept 'qa'Boxes with rose colour are required to input only
=40 for interior loading, 30 for edge loading and 20 for corner loading
DESIGN OF COMBINE FOOTING HAVING FOUR COLUMNS IN LINEINPUT DATA WITH ROSE COLOUR BOXES AND RED TEXT IS THE MAIN OUTPUT DATA TO USE IN DESIGN
load
792.1 792.1 Pu1 = 956.75 L1 = 3.7717159774.3 774.3 Pu2 = 934.5 L2 = 3.2002438631.9 631.9 Pu3 = 801 x = 0.9905517
7.9625114D = 0 m Important Notes:
0 m D = depth of backfill
1800 kg/m3 ds = depth of surcharge
1800 kg/m3
1.25
131.9924515 kpa dead load factor = 1.2
live load factor = 1.6
131.992 kpa SI units are being followed exept 'qa'length of footing = 8.7480888 m 28.702479 Boxes with rose colour are required to input only
required width of footing = 1.904 m 6.2464161width proveide = 2.15 m it should be greater than required onearea of footing = 18.8 m2 7.05415
qu = 143.14 kpa 8.5 2.5906736line load = 307.75 kN/m
1 02 304.85 -651.90
2.123 508.85 -425.651.384 559.24 -241.76
5 0.001 02 150.98 150.98
-539.47external moment 0
3 -118.80-413.154 94.96 94.96 external moment 0
5 0.00
dead load (kN)
live load (kN)
total load (kN)
factored load (kN)
along X-axis
ds =
γfill =
γs = αs =40 for interior loading, 30 for edge loading and 20 for corner loadingqa = ton/ft2
qnet =
shear force (kN)
Point of zero shear
force
Bending moment (kN-m)
CAPACITY CHECKS
40fc' = 20 Mpafy = 420 Mpa
Cc = 50 mmVu(max) = 652 kN
Mmax+ = 150.98 kN-m ρb 0.015476
Mmax- = 539.47 kN-m ρ 0.011607
Pmax = 792.1 kN q 0.24375Pu(max) = 956.75 kN
C1 = 525 mmC2 = 525 mm
B = 2.15 mHapp = 374.66 mm 438.96
Hselected = 450 mm it should be greater than Happ.d = 385 mm
Vu = 452.63 kN
One way shear checkΦvVc = 462.73 kN ok
Two way shear / punching shear checkb1 = 910 mmb2 = 910 mmbo = 3640 mmVu = 838.22 kN
ΦvVc1 1567 kN2 2350 kN3 2441 kN
ΦvVc = 1567 kN ok
αs =
Steel CalculationTop steel
R = 1.6928188 Mpaρ = 0.0047573
As = 3937.8342
As(min) = 2759.1667 for both top and bottom
As(provide) = 3937.834219 mm area of one bar = 284
Spacing = 155 mmSteel = # 19 @ 154 mm c/c
Bottom steelR = 0.4737689 Mpaρ = 0.0012732
As = 1054
As(min) = 2759
As(provide) = 275919 mm area of one bar = 284
Spacing = 221 mmSteel = # 19 @ 220 mm c/c
Shorter direction steel for critical stripWidth of strip = 1102.5 mm 3.6173025 FT
Line load for strip = 445 kN/mMoment at the face of column = 146.88477 kN-m
R = 0.8988282 Mpaρ = 0.0024518
As = 1040.6814
As(min) = 893.025
As(provide) = 1040.6814Enter the dia of bar you want to use 13 mm
Spacing = 141 mmSteel = # 13 @ 140 mm c/c
FINAL RESULTSWidth of footing = 2.15 mDepth of footing = 450 mm
Bottom longitudinal steel = # 19 @ 220 mm c/cTop longitudinal steel = # 19 @ 154 mm c/c
mm2
mm2
mm2Enter the dia of bar you want to use
mm2
mm2
mm2Enter the dia of bar you want to use
mm2
mm2
mm2
DESIGN OF COMBINE FOOTING HAVING FOUR COLUMNS IN LINEINPUT DATA WITH ROSE COLOUR BOXES AND RED TEXT IS THE MAIN OUTPUT DATA TO USE IN DESIGN
Pn kips Pu kipsm 178 215m 174 210m 142 180
D = depth of backfill
ds = depth of surcharge
dead load factor = 1.2
live load factor = 1.6
SI units are being followed exept 'qa'Boxes with rose colour are required to input only
=40 for interior loading, 30 for edge loading and 20 for corner loading
DESIGN OF COMBINE FOOTING HAVING TWO COLUMNS IN LINEINPUT DATA WITH ROSE COLOUR BOXES AND RED TEXT IS THE MAIN OUTPUT DATA TO USE IN DESIGN
load dead load (kN)84.55 84.55 Pu1 = 111.25 L1 = 1.2191405
467.25 467.25 pu2 = 560.7 x = 0.68576651.904907
D = 0 m Important Notes:
0 m D = depth of backfill
0 kg/m3 ds = depth of surcharge
1800 kg/m3
0.75
79.1954708909 kpa dead load factor = 1.2
live load factor = 1.6
79.195 kpa SI units are being followed exept 'qa'length of footing = 3.4061252 m 11.175497 Boxes with rose colour are required to input only
required width of footing = 2.046 m 6.7116141width provided = 2.046 m it should be greater than required onearea of footing = 6.9689321 m2 6.712926
qu = 96.42 kpa 8.5 2.5906736line load = 197.28 kN/m
1 02 135 24
0.103 265 -2964 01 02 46 46
48external moment 0
3 195 195 external moment 04 -27
live load (kN)
total load (kN)
factored load (kN)
along X-axis
ds =
γfill =
γs = αs =40 for interior loading, 30 for edge loading and 20 for corner loadingqa = ton/ft2
qnet =
shear force (kN)
Point of zero shear
force
Bending moment (kN-m)
CAPACITY CHECKS
40fc' = 21 Mpafy = 420 Mpa
Cc = 50 mmVu(max) = 296 kN
Mmax+ = 195 kN-m ρb 0.01625
Mmax- = 48 kN-m ρ 0.012188
Pmax = 467.25 kN q 0.24375Pu(max) = 560.7 kN
C1 = 375 mmC2 = 375 mm
B = 2.046 mHapp = 295.85 mm 169.86
Hselected = 300 mm it should be greater than Happ.d = 235 mm
Vu = 212.81 kN
One way shear checkΦvVc = 275.42 kN ok
Two way shear / punching shear checkb1 = 610 mmb2 = 610 mmbo = 2440 mmVu = 524.82 kN
ΦvVc1 656.91 kN2 985.37 kN3 961.14 kN
ΦvVc = 656.91 kN ok
αs =
Steel CalculationTop steel
R = 0.4213423 Mpaρ = 0.0011295
As = 543
As(min) = 1603 for both top and bottom
As(provide) = 160313 mm area of one bar = 133
Spacing = 169 mmSteel = # 13 @ 169 mm c/c
Bottom steelR = 1.7296581 Mpaρ = 0.0048521
As = 2333
As(min) = 1603
As(provide) = 233313 mm area of one bar = 133
Spacing = 116 mmSteel = # 13 @ 116 mm c/c
Shorter direction steel for critical stripWidth of strip = 727.5 mm 2.3869275 FT
Line load for strip = 274.04692 kN/mMoment at the face of column = 95.650631 kN-m
R = 2.3807792 Mpaρ = 0.0068494
As = 1171
As(min) = 393
As(provide) = 1171Enter the dia of bar you want to use 19 mm
Spacing = 176 mmSteel = # 19 @ 176 mm c/c
FINAL RESULTSWidth of footing = 2.046 m 6.712926Depth of footing = 300 mm 11.8116
Bottom longitudinal steel = # 13 @ 116 mm c/cTop longitudinal steel = # 13 @ 169 mm c/c
mm2
mm2
mm2
to use
mm2
mm2
mm2
to use
mm2
mm2
mm2
DESIGN OF COMBINE FOOTING HAVING TWO COLUMNS IN LINEINPUT DATA WITH ROSE COLOUR BOXES AND RED TEXT IS THE MAIN OUTPUT DATA TO USE IN DESIGN
Pn kips Pu kipsm 19 25m 105 126
D = depth of backfill
ds = depth of surcharge
dead load factor = 1.2
live load factor = 1.6
SI units are being followed exept 'qa'Boxes with rose colour are required to input only
375
498
300
# 19 @ 176 mm c/c
=40 for interior loading, 30 for edge loading and 20 for corner loading
DESIGN OF COMBINE FOOTING HAVING TWO COLUMNS IN LINEINPUT DATA WITH ROSE COLOUR BOXES AND RED TEXT IS THE MAIN OUTPUT DATA TO USE IN DESIGN
load dead load (kN)418.3 418.3 Pu1 = 498.4 L1 = 2.438281418.3 418.3 pu2 = 498.4 x = 0.9905517
3.4288327D = 0 m Important Notes:
0 m D = depth of backfill
0 kg/m3 ds = depth of surcharge
1800 kg/m3
0.75
79.1954708909 kpa dead load factor = 1.2
live load factor = 1.6
79.195 kpa SI units are being followed exept 'qa'length of footing = 4.4193843 m 14.5 Boxes with rose colour are required to input only
required width of footing = 2.390 m 7.8426345width provided = 2.4 m it should be greater than required onearea of footing = 10.606522 m2 7.8744
qu = 93.98 kpa 8.5 2.5906736line load = 225.55 kN/m
1 02 223 -275
1.223 275 -2234 01 02 111 111
-57external moment 0
3 111 111 external moment 04 0
live load (kN)
total load (kN)
factored load (kN)
along X-axis
ds =
γfill =
γs = αs =40 for interior loading, 30 for edge loading and 20 for corner loadingqa = ton/ft2
qnet =
shear force (kN)
Point of zero shear
force
Bending moment (kN-m)
CAPACITY CHECKS
40fc' = 21 Mpafy = 420 Mpa
Cc = 50 mmVu(max) = 275 kN
Mmax+ = 111 kN-m ρb 0.01625
Mmax- = 57 kN-m ρ 0.012188
Pmax = 418.3 kN q 0.24375Pu(max) = 498.4 kN
C1 = 375 mmC2 = 375 mm
B = 2.4 mHapp = 283.15 mm 180.17
Hselected = 375 mm it should be greater than Happ.d = 310 mm
Vu = 162.77 kN
One way shear checkΦvVc = 426.18 kN ok
Two way shear / punching shear checkb1 = 685 mmb2 = 685 mmbo = 2740 mmVu = 454.30 kN
ΦvVc1 973.11 kN2 1459.66 kN3 1587.52 kN
ΦvVc = 973.11 kN ok
αs =
Steel CalculationTop steel
R = 0.2469838 Mpaρ = 0.0006584
As = 490
As(min) = 2480 for both top and bottom
As(provide) = 248013 mm area of one bar = 133
Spacing = 128 mmSteel = # 13 @ 128 mm c/c
Bottom steelR = 0.4797731 Mpaρ = 0.0012886
As = 959
As(min) = 2480
As(provide) = 248013 mm area of one bar = 133
Spacing = 128 mmSteel = # 13 @ 128 mm c/c
Shorter direction steel for critical stripWidth of strip = 840 mm 2.75604 FT
Line load for strip = 207.66667 kN/mMoment at the face of column = 106.44539 kN-m
R = 1.3186337 Mpaρ = 0.0036442
As = 949
As(min) = 567
As(provide) = 949Enter the dia of bar you want to use 13 mm
Spacing = 117 mmSteel = # 13 @ 117 mm c/c
FINAL RESULTSWidth of footing = 2.4 m 7.8744Depth of footing = 375 mm 14.7645
Bottom longitudinal steel = # 13 @ 128 mm c/cTop longitudinal steel = # 13 @ 128 mm c/c
mm2
mm2
mm2
to use
mm2
mm2
mm2
to use
mm2
mm2
mm2
DESIGN OF COMBINE FOOTING HAVING TWO COLUMNS IN LINEINPUT DATA WITH ROSE COLOUR BOXES AND RED TEXT IS THE MAIN OUTPUT DATA TO USE IN DESIGN
Pn kips Pu kipsm 94 112m 94 112
D = depth of backfill
ds = depth of surcharge
dead load factor = 1.2
live load factor = 1.6
SI units are being followed exept 'qa'Boxes with rose colour are required to input only
375
803
375
# 13 @ 117 mm c/c
=40 for interior loading, 30 for edge loading and 20 for corner loading
