Download - Column and Footing Design23!11!04
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Column Identification: C1 Steel strength: 60,000 psi
Column case No. 1 Concrete strength: 4,000 psi
Column height (c/c): 14 ft Concrete Modulus: 3,644 ksi
Beam Spacing (c/c): 24 ft Concrete strength: 4,000 psi
Beam width: 48 in Concrete Modulus: 3,644 ksi
Beam depth: 12 in
Dead load Live load Factored load
Axial load P: 230 173 616.1 kips
Moment M2: 2 108 186.4 ft-kips
Moment M1: -2 100 167.2 ft-kips
Step 1 Design as Short Column (Assuming no slenderness effect):
Coulmn dimension: 18 in Clear cover: 1.5 inSize of Ties No. 3 Size of main bar No. 10
: 0.72
Pu/Ag: 1.90 ksi Mu/Agh: 0.38 ksi
From column interaction diagram, : 0.02
Step 2 Braced or Unbraced Frame
Criterion based on P- analysisResults of First-order analysis: Results of Second-order analysis: Increase
Mu1: 105 ft-kips Mu1: 110 ft-kips 4.76%
Mu2: 160 ft-kips Mu2: 165 ft-kips 3.13%
Braced Column Design
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Mu2: 160 ft kips Mu2: 165 ft kips 3.13%
Upper limit for short column behaviour 23.24
Slenderness must be considered in design
For columns, E*Ig/lc: in-kipsFor beams,, E*Ig/lb: in-kips
At top of the column,
No. of top columns: 1 Column height (c/c): 14 ft
No. of beams: 2 top: 2.17
At bottom of the column,
No. of columns: 1 Column height (c/c): 14 ftNo. of beams: 2 top: 2.17
From alignment chart,
Effective length factor k, 0.87
Slenderness ratio klu/r: 25.13
With refined calculation, Slenderness must be considered in design
Step 4 Minimum Moment Mu2min:
Minimum eccentricity, emin: 1.14 in
Minimum Moment Mu2min: 58.53 ft-kips
Minimum moment does not control
Step 5 Cm, d, EI, and Pc:
Cm: 0.96
d: 0.52EI: in2-kip
Critical buckling load Pc: 4495 kips
22,315,29917,631,841
8,389,210
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Column Identification: C1 Steel strength: 60,000 psi
Column case No. 1 Concrete strength: 4,000 psi
Column height (c/c): 22 ft Concrete Modulus: 3,644 ksi
Beam Spacing (c/c): 22 ft Concrete strength: 4,000 psi
Beam width: 24 in Concrete Modulus: 3,644 ksi
Beam depth: 18 in
Dead load Live load Factored load
Axial load P: 139 93 352.7 kips
Moment M2: 61 41 155.1 ft-kips
Moment M1: 41 27 103.3 ft-kips
Step 1 Design as Short Column (Assuming no slenderness effect):
Coulmn dimension: 16 in Clear cover: 1.5 inSize of Ties No. 3 Size of main bar No. 11
: 0.68
Pu/Ag: 1.38 ksi Mu/Agh: 0.45 ksi
From column interaction diagram, : 0.028
Step 2 Braced or Unbraced Frame
Criterion based on P- analysisResults of First-order analysis: Results of Second-order analysis: Increase
Mu1: 105 ft-kips Mu1: 110 ft-kips 4.76%
Mu2: 160 ft-kips Mu2: 165 ft-kips 3.13%
Braced Column Design
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Upper limit for short column behaviour 26.01
Slenderness must be considered in design
For columns, E*Ig/lc: in-kips,, -
At top of the column,
No. of columns: 1 Column height (c/c): 12 ft
No. of beams: 1 top: 1.33
At bottom of the column,
No. of columns: 1 Column height (c/c): 12 ft. .
From alignment chart,
Effective length factor k, 0.8
Slenderness ratio klu/r: 41.00
With refined calculation, Slenderness must be considered in design
Step 4 Minimum Moment Mu2min:Minimum eccentricity, emin: 1.08 in
Minimum Moment Mu2min: 31.74 ft-kips
Minimum moment does not control
Step 5 Cm, d, EI, and Pc:
Cm: 0.87
d: 0.55EI: in2-kip
Critical buckling load Pc: 1309 kips
13,931,331, ,
5,135,975
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Design of Column Bracket
Crushing strength of concrete 2.5 ksiYield Strength of Steel 60 ksi
Width of Column 18 inch
Length of Bracket 12 inch
Eccentricity, e 8 inch
Service load Factored Load
Live load 15 25.5
Dead Load 8 11.236.7
Horizontal force
7.3
Nominal Shear Strength 6.8
10.8
effective Depth of Bracket, d 5.4
Total Depth of Bracket, h 6.9
Slope 45.0 0.785
Bracket Depth at outside, h1 -5.10.5d 2.7
Total Shear friction steel, Avf 0.6
Bending Moment to be resisted 304.6 in-kips
As Required, Af 1.3
Additional steel Area, An 0.2
As = Af+An 1.4
0.600015873
Minimum Steel requirement 0.163111111
No of #6 bars 3
Close hoop Steel, Ah 0.218452381
0.63513187
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Design of Column Bracket
Crushing strength of concrete 5 psiYield Strength of Steel 60 psi
Width of Column 12
Length of Bracket 8
Eccentricity, e 5.5
Service load Factored Load
Live load 51 81.6
Dead Load 25 30.0111.6
Horizontal force
22.3
Nominal Shear Strength 9.0
7.2
effective Depth of Bracket, d 15.5
Total Depth of Bracket, h 17.0
Slope 45.0 0.785
Bracket Depth at outside, h1 9.00.5d 7.8
Total Shear friction steel, Avf 1.8
Bending Moment to be resisted 647.3 in-kips
As Required, Af 0.8
Additional steel Area, An 0.5
As = Af+An 1.3
1.824571429
Minimum Steel requirement 0.62No of #6 bars 4
Close hoop Steel, Ah 0.664285714
0.398734136
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Combined Footing
Exterior Column Interior ColumnDepth: 24 in Depth: 24 in
Width: 18 in Width: 24 in
Load Service Factored Load Service Factored
Dead Load, kips 170 238 Dead Load, kips 250 350
Live Load, kips 130 221 Live Load, kips 200 340
Total Load, kips 300 459 Total Load, kips 450 690
C/c distance of Columns 18 ft
Type of Combined Footing 1 (1 for Rectangular, 2 for Trapezoidal, or 3 for T-shaped)Allowable Bearing Pressure 6,000 psf
Total Depth of Footing 6 ft Concrete Crushing Strength 3,000 psi
Surcharge Load 100 psf Steel Yield Strength 60,000 psi
Effective Allowable Bearing Pressure 5150 psf
Area of Footing Required 145.63 sft
Location of Resultant Column Loads 10.8 ft from centre of exterior column
Length of Footing must be 23.1 ft
Provide Footing Length 23.25 ft
Width of Footing becomes 6.26 ft
Provide Footing Width 6.5 ft
Strength Design in Longitudinal Direction
Net Upward Soil Pressure (Factored Loads) 7.6 ksf
Net Upward Soil Pressure (FL) per linear foot 49.4 kips/ft
The maximum negative moment between columns will occur at the section of zero shear. Let the
distance from outer edge of exterior column to this ection be x, then
Distance x 9.29 ft
Bending Moment at this section 21457 8 in kips
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Ext Int
-417.85 kips
384.9 kips 173.35 kips
3630.9
-3464.1 -21457.8
Values are in inches and kips.
9.29 ft
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Concrete Strength 3 ksi Concrete Cover 3 in
Steel Yield Sterngth 40 ksi Depth of Footing 3 ft
Safe Bearing Capcity 1 tons/sft Width of beam 18 inOverall Depth of Pad 12 in
1.45017972
Strip No
Depth Of
Pad
Concrete
Cover
Effective
Depth
Service
Load
Factored
Load Safe BC
Dept of
Footing
Effective
BC
Area of
Footing
Footing
Length
1 12 3 9 648.2 940.1 2.20 3 1.829 354.42 58.5
2 12 3 9 1593.2 2906.3 2.20 3 1.829 871.07 128
7 12 3 9 1156.9 3482.8 2.20 3 1.829 632.53 128
A/F 12 3 9 1546.5 2836.4 2.20 3 1.829 845.52 128
B 12 3 9 1122.3 3450.0 2.20 3 1.829 613.59 128
Strip No
Required
Width of
Footing
Width of
Footing
Provided
Area of
Footing
provided
Ultimate
Bearing
capacity
Soil
Pressure in
Transverse
Direction
Width of
beam, in
Bending
Moment (ft-
kips)
Beam
Shear
(Kips)
Beam Shear
Capacity Check
1 6.06 6 351.0 2.68 2.68 18 6.78 4.02 10.06 O.K.
2 6.81 8 1024.0 2.84 2.84 18 14.99 7.10 10.06 O.K.
7 4.94 8 1024.0 3.40 3.40 18 17.96 8.50 10.06 O.K.
A/F 6.606 8 1024.0 2.77 2.770 18 14.63 6.92 10.06 O.K.B 4.794 8 1024.0 3.37 3.369 18 17.79 8.42 10.06 O.K.
Strip No
Effective
Depth of
Pad
Bending
Moment (ft
kips)
As
Required
in^2
As
Minimum,
in^2
Contolling
Steel Area,
in^2
Transverse
Steel Bar
No.
Transverse
Spacing, in
Longitud-
inal Steel
Bar No.
Longitudinal
Spacing, in
1 9 6.78 0.256 0.288 0.29 6 18.3 6 18.3
2 9 14.99 0.580 0.288 0.58 6 9.1 6 18.3
7 9 17.96 0.701 0.288 0.70 4 3.4 4 8.3
A/F 9 14.63 0.565 0.288 0.56 4 4.2 4 8.3
B 9 17.79 0.694 0.288 0.69 6 7.6 6 18.3
Input data
Output Data
Design of Strip Footing Pad
Reinforcement Design For Strip Slabs
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Wu 14.63
Distance Wu Shear Load
free end 0 13.2 0
A 6.5 13.2 85.8 135.186.5 13.2 -49.38 135.18
B 26.5 13.2 214.62 259.59
26.5 13.2 -44.97 259.59
C 46.5 13.2 219.03 321.44
46.5 13.2 -102.41 321.44
D 66.5 13.2 161.59 323.49
66.5 13.2 -161.9 323.49
E 86.5 13.2 102.1 321.44
86.5 13.2 -219.34 321.44
F 106.5 13.2 44.66 259.59
106.5 13.2 -214.93 259.59G 126.5 13.2 49.07 135.18
126.5 13.2 -85.8 135.18
Free end 133 13.2 0
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0
85.8
-49.38
214.62
-44.97
219.03
-102.41
161.59
-161.9
102.1
-219.34
44.66
-214.93
49.07
-85.8
0
-250
-200
-150
-100
-500
50
100
150
200
250
0 50 100 150
Shear Diagram
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Design of Strip Footing Beam
Concrete Strength 2.5 ksi Concrete Cover 3Steel Yield Sterngth 40 ksi Width of Footing 99
Safe Bearing Capcity 0.75 tons/sft Width of beam 18
Overall Depth of Pad 42 in
Strip #1
Total Depth ofBeam, in
Effective
Depth ofBeam, in
Width b(in)
Moment(ft-Kips)
AsRequired
AsProvided
SelectedBar No.
No ofBars
42 39 99 870 7.58 7.85 9 8
42 39 99 304 2.61 3.14 9 4
42 39 99 843 7.34 7.85 9 8
42 39 99 491.58 4.25 4.71 9 5
Total Depth of
Beam, in
Effective
Depth, in
Width b,
in
Moment
(ft-Kips)
As
Required
As
Provided
Selected
Bar No.
No of
Bars
42 39 15 122.24 1.06 1.57 8 2
42 39 15 184.71 1.62 2.35 8 3
42 39 15 365.48 3.3 3.93 8 5
Strip # 2
Reinforcements for Positive Moments in Strip Footings Be
Reinforcements for Positive Moments in Strip Footings Beam
Reinforcements for Negative Moments in Strip Footings Be
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Total Depth of
Beam
Effective
Depth
Width 'b'
(in)
Moment
(ft-Kips)
Moment
(inch-Kips)
As
Required As Provided
No of
Bars
42 39 63.6 398.48 4781.76 3.451 3.93 5 #8
42 39 63.6 4.22 50.64 0.036 1.57 2 #8
42 39 63.6 846.74 10160.88 7.448 7.85 10 #8
42 39 63.6 691.82 8301.84 6.052 6.28 8 #8
42 39 63.6 1140.5 13686 10.138 10.21 13 #8
Total Depth of
Beam
Effective
Depth Width 'b'
Moment
(ft-Kips)
Moment
(inch-Kips)
As
Required As Provided
No of
Bars
42 39 15 68.8 825.6 0.5937052 1.57 2 #8
Strip A
Total Depth of
Beam
Effective
Depth
Width 'b'
(in)
Moment
(ft-Kips)
Moment
(inch-Kips)
As
Required As Provided
No of
Bars
42 39 75.6 485.5 5826 4.206 4.71 6 #8
42 39 75.6 411.68 4940.16 3.559 3.93 5 #8
42 39 75.6 956.6 11479.2 8.401 8.64 11 #8
42 39 75.6 812.8 9753.6 7.108 7.85 10 #8
42 39 75.6 990.7 11888.4 8.710 9.43 12 #8
42 39 75.6 846.8 10161.6 7.413 7.85 10 #842 39 75.6 1080 12960 9.520 10.21 13 #8
42 39 75.6 631.9 7582.8 5.497 5.5 7 #8
42 39 75.6 955 11460 8.387 8.64 11 #8
Reinforcements for Positive Moments in Strip Footings Beam
Reinforcements for Negative Moments in Strip Footings Beam
Reinforcements for Positive Moments in Strip Footings Beam
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42 39 132 1020.5 12246 8.866 9.43 12 #8
42 39 132 607.2 7286.4 5.240 5.5 7 #8
42 39 132 1150.4 13804.8 10.016 10.21 13 #8
42 39 132 1171.3 14055.6 10.201 10.21 13 #8
42 39 132 1124.5 13494 9.786 10.21 13 #8
42 39 132 1090.5 13086 9.485 10.21 13 #8
42 39 132 1101.7 13220.4 9.584 10.21 13 #8
Total Depth of
Beam
Effective
Depth Width 'b'
Moment
(ft-Kips)
Moment
(inch-Kips)
As
Required As Provided
No of
Bars42 39 15 120.4 1444.8 1.0466856 1.57 2 #8
Strip C
Total Depth of
Beam
Effective
Depth
Width 'b'
(in)
Moment
(ft-Kips)
Moment
(inch-Kips)
As
Required As Provided
No of
Bars42 39 132 1146.3 13755.6 9.980 10.21 13 #8
42 39 132 821.5 9858 7.114 7.85 10 #8
42 39 132 921.76 11061.12 7.995 8.64 11 #8
42 39 132 906.72 10880.64 7.863 7.85 10 #8
42 39 132 1149.31 13791.72 10.006 10.21 13 #8
42 39 132 948.64 11383.68 8.232 8.64 11 #8
42 39 132 1012.11 12145.32 8.792 9.43 12 #8
42 39 132 832.11 9985.32 7.207 7.85 10 #8
42 39 132 850.11 10201.32 7.365 7.85 10 #8
Reinforcements for Negative Moments in Strip Footings Beam
Reinforcements for Negative Moments in Strip Footings Beam
Reinforcements for Positive Moments in Strip Footings Beam
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inin
in
Depth of
CompressionBlock, in Md (ft-kips)
1.49 900.91
0.6 364.55
1.49 900.91
0.9 544.71
Depth of
Compression
Block Md (ft-kips)
1.97 179.05
2.95 264.55
4.93 430.75
Depth of
m
am
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Depth of
Compression
Block Md (ft-kips)
1.16315205 452.95322
0.46466889 182.5957
2.32334443 891.09262
1.85867555 717.25128
3.0218276 1148.2907
Depth ofCompression
Block Md (ft-kips)
1.97019608 179.05019
Depth of
Compression
Block Md (ft-kips)
1.17273576 542.78462
0.97852474 454.0416
2.1512605 982.99966
1.9545596 895.43506
2.34796141 1070.0981
1.9545596 895.435062.54217242 1155.6366
1.36943666 632.20215
2.1512605 982.99966
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1.34474153 1084.2886
0.78431373 637.02941
1.45597148 1172.2718
1.45597148 1172.2718
1.45597148 1172.2718
1.45597148 1172.2718
1.45597148 1172.2718
Depth of
Compression
Block Md (ft-kips)1.97019608 179.05019
Depth of
Compression
Block Md (ft-kips)1.45597148 1172.2718
1.11942959 905.26872
1.23208556 994.91217
1.11942959 905.26872
1.45597148 1172.2718
1.23208556 994.91217
1.34474153 1084.2886
1.11942959 905.26872
1.11942959 905.26872
Depth of
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Design of FootingFooting Identification = C1Input Data:
fy = 50 ksi
f'c = 4 ksi
Col. side,b = 18 in
S.Load, SL = 400 k
F.Load, FL = 612.5 k #NUM!
B.Capacity,BC = 5 ksf
How deep ?h = 5 ft
Footing width,W = 9.5 ft Try( 9.56 )
Footing Depth,D = 22.5 in Try( 22.75 )
Enter Bar# Used = 8 [As = 0.79 in2]
SOLUTION:
Effective Bearing Capacity
qe = B.C. - 0.125 x h = 4.375 ksf
Area & sides of Footing:
A = S.L./ qe = 91.43 sq. ft
B = ( A )1/2
= 9.56 ft
Factored Soil Pressure:
qu = F.L./ A = 6.79 ksf
Minimum Depth of Footing Based on Punching Shear:
Depth = D = Quadratic Formula = 22.75 in
Punching Shear Check:
Effective Depth = d = D -3.5 = 8.5 in
bo = 4 ( b + d ) = 106 in
App. Shear Vup = qu [(W2-(b+d)/12)2] 579.68 k
Capacity, Vcp = [0.85 x 4 (fc*1000)1/2
bo x d ]/1000 =
= 193.75 k [NG]
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Width of Column 12 in
Depth of Column 20 in
Column Steel 4 No. 9 bars with Asc = 4 in2
4 No. 9 bars with Ast = 4 in2
Concrete Cover to bar centre 2.5 in
Concrete Strength 7 ksi
Steel Yield Strength 75 ksi
Effective Depth of Reinforcement 15.5 in
(A) Balanced Failure
Concrete Ultimate Strain u 0.003
Steel Yield Strain 2.0690
Depth of Neutral Axis 0.02 in
Stress Block Parameter 0.65
Depth of Stress Block 0.01 in
For balanced failure condition, by definition, fs = fy = 60000 ksi
Compressive stress in steel -9604.45 ksi Note: Compression Steel Has NOT Yielded
Concrete Compressive Resultant 1365.40 kipsBalanced load Pb ######## kips
Balanced Moment 482563 in-kips 40213.57 ft-kips
Correspopndinf Eccentricity -1.74 in
(B) Tension Failure
Any choice of c SMALLER than cb, will give a point in the tension failure region of the interaction
curve, with eccentricity LARGER than eb.
Chose c = 3 in.
By definintion, fs = fy = 60000 ksiCompressive stress in steel = 14.50 ksi but 60000 ksi
Wih stress block depth a = 1.95 in
Compressive resultant = 182520.00 kips
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Pn = ######## kips WITH deduction for concrete volume displaced by steel
int
1.3 1
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f'c, ksi 7 fy, ksi 75
c, in Pn, kips Mn, ft-kips e, in
4.10 4.56 392.83 1033.56 3.00 20.04 146.82
4.15 9.18 395.65 517.44 3.50 55.92 168.91
4.20 13.73 398.42 348.24 4.00 86.63 187.24
4.25 18.22 401.15 264.14 4.50 113.89 202.86
4.30 22.66 403.84 213.84 5.00 138.73 216.44
4.35 27.05 406.49 180.35 5.50 161.81 228.39
4.40 31.38 409.10 156.46 6.00 182.07 238.04
4.45 35.66 411.67 138.55 6.50 197.24 243.96
4.50 39.89 414.21 124.62 7.00 212.42 249.35
4.55 44.07 416.71 113.47 7.50 227.59 254.20
4.60 48.21 419.17 104.35 8.00 242.76 258.52
4.65 52.30 421.60 96.74 8.50 257.93 262.30
4.70 56.35 424.00 90.30 9.00 273.11 265.54
4.75 60.35 426.37 84.78 9.50 288.28 268.24
4.80 64.32 428.70 79.98 10.00 303.45 270.40
4.85 68.24 431.00 75.79 10.50 318.62 272.03
4.90 72.13 433.28 72.08 11.00 333.80 273.12
4.95 75.98 435.52 68.78 11.11 337.23 273.29
5.00 79.80 437.74 65.83 11.61 364.20 266.355.05 83.58 439.93 63.16 12.11 390.19 259.48
5.10 87.33 442.09 60.75 12.61 415.33 252.61
5.15 91.04 444.22 58.55 13.11 439.71 245.68
5.20 94.72 446.33 56.54 13.61 463.41 238.63
5.25 98.38 448.41 54.70 14.11 486.51 231.42
5.30 102.00 450.47 53.00 14.61 509.06 224.01
5.35 105.59 452.51 51.43 15.11 531.13 216.38
5.40 109.15 454.52 49.97 15.61 552.75 208.48
5.45 112.69 456.51 48.61 16.11 573.98 200.295.50 116.20 458.47 47.35 16.61 594.84 191.79
5.55 119.68 460.41 46.16 17.11 615.36 182.97
5.60 123.14 462.33 45.05 17.61 635.59 173.79
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6.60 187.84 496.70 31.73
6.65 190.89 498.24 31.32
6.70 193.92 499.76 30.93
6.75 196.94 501.27 30.54
6.80 199.95 502.77 30.17
6.85 202.94 504.24 29.82
6.90 205.92 505.71 29.47
6.95 208.88 507.16 29.14
7.00 211.83 508.60 28.81
7.05 214.77 510.02 28.50
7.10 217.70 511.43 28.19
7.15 220.62 512.82 27.89
7.20 223.52 514.21 27.61
7.25 226.41 515.57 27.33
7.30 229.29 516.93 27.05
7.35 232.16 518.27 26.79
7.40 235.02 519.60 26.53
7.45 237.86 520.92 26.28
7.50 240.70 522.22 26.04
7.55 243.53 523.51 25.80
7.60 246.34 524.79 25.567.65 249.15 526.06 25.34
7.70 251.94 527.32 25.12
7.75 254.73 528.56 24.90
7.80 257.51 529.79 24.69
7.85 260.28 531.01 24.48
7.90 263.04 532.22 24.28
7.95 265.79 533.41 24.08
8.00 268.53 534.60 23.89
8.05 271.26 535.77 23.708.10 273.99 536.94 23.52
8.15 276.71 538.09 23.34
8.20 279.41 539.23 23.16
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9.20 332.11 559.85 20.23
9.25 334.68 560.77 20.11
9.30 337.24 561.69 19.99
9.35 339.80 562.60 19.87
9.40 342.26 563.46 19.76
9.45 348.23 562.21 19.37
9.50 354.17 560.97 19.01
9.55 360.06 559.74 18.65
9.60 365.92 558.53 18.32
9.65 371.74 557.33 17.99
9.70 377.51 556.14 17.68
9.75 383.25 554.96 17.38
9.80 388.95 553.80 17.09
9.85 394.62 552.64 16.81
9.90 400.25 551.50 16.53
9.95 405.84 550.36 16.27
10.00 411.39 549.24 16.02
10.05 416.92 548.13 15.78
10.10 422.40 547.03 15.54
10.15 427.86 545.94 15.31
10.20 433.28 544.85 15.0910.25 438.67 543.78 14.88
10.30 444.02 542.72 14.67
10.35 449.35 541.66 14.47
10.40 454.64 540.61 14.27
10.45 459.90 539.58 14.08
10.50 465.13 538.55 13.89
10.55 470.33 537.53 13.71
10.60 475.50 536.51 13.54
10.65 480.64 535.51 13.3710.70 485.76 534.51 13.20
10.75 490.84 533.52 13.04
10.80 495.90 532.53 12.89
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11.80 591.69 514.10 10.43
11.85 596.24 513.23 10.33
11.90 600.76 512.36 10.23
11.95 605.27 511.50 10.14
12.00 609.75 510.63 10.05
12.05 614.22 509.78 9.96
12.10 618.67 508.92 9.87
12.15 623.09 508.07 9.78
12.20 627.50 507.23 9.70
12.25 631.88 506.38 9.62
12.30 636.25 505.54 9.53
12.35 640.60 504.70 9.45
12.40 644.93 503.87 9.38
12.45 649.25 503.03 9.30
12.50 653.54 502.20 9.22
12.55 657.82 501.37 9.15
12.60 662.08 500.55 9.07
12.65 666.32 499.72 9.00
12.70 670.54 498.90 8.93
12.75 674.75 498.08 8.86
12.80 678.94 497.26 8.7912.85 683.12 496.45 8.72
12.90 687.28 495.63 8.65
12.95 691.42 494.82 8.59
13.00 695.54 494.01 8.52
13.05 699.65 493.20 8.46
13.10 703.75 492.39 8.40
13.15 707.83 491.58 8.33
13.20 711.89 490.77 8.27
13.25 715.94 489.97 8.2113.30 719.97 489.16 8.15
13.35 723.99 488.36 8.09
13.40 727.99 487.56 8.04
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14.40 805.23 471.58 7.03
14.45 808.96 470.78 6.98
14.50 812.68 469.97 6.94
14.55 816.39 469.17 6.90
14.60 820.09 468.37 6.85
14.65 823.77 467.57 6.81
14.70 827.45 466.76 6.77
14.75 831.11 465.96 6.73
14.80 834.76 465.15 6.69
14.85 838.40 464.34 6.65
14.90 842.04 463.54 6.61
14.95 845.66 462.73 6.57
15.00 849.27 461.92 6.53
15.05 852.87 461.11 6.49
15.10 856.46 460.29 6.45
15.15 860.04 459.48 6.41
15.20 863.61 458.66 6.37
15.25 867.16 457.85 6.34
15.30 870.71 457.03 6.30
15.35 874.25 456.21 6.26
15.40 877.79 455.39 6.2315.45 881.31 454.57 6.19
15.50 884.82 453.74 6.15
15.55 888.32 452.92 6.12
15.60 891.81 452.09 6.08
15.65 895.30 451.26 6.05
15.70 898.77 450.43 6.01
15.75 902.24 449.60 5.98
15.80 905.69 448.77 5.95
15.85 909.14 447.93 5.9115.90 912.58 447.09 5.88
15.95 916.01 446.25 5.85
16.00 919.43 445.41 5.81
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17.00 986.19 428.10 5.21
17.05 989.45 427.21 5.18
17.10 992.70 426.31 5.15
17.15 995.94 425.42 5.13
17.20 999.18 424.52 5.10
17.25 1002.41 423.62 5.07
17.30 1005.64 422.71 5.04
17.35 1008.85 421.80 5.02
17.40 1012.07 420.89 4.99
17.45 1015.27 419.98 4.96
17.50 1018.47 419.06 4.94
17.55 1021.66 418.14 4.91
17.60 1024.84 417.22 4.89
17.65 1028.02 416.29 4.86
17.70 1031.19 415.36 4.83
17.75 1034.36 414.43 4.81
17.80 1037.52 413.49 4.78
17.85 1040.67 412.56 4.76
17.90 1043.82 411.62 4.73
17.95 1046.96 410.67 4.71
18.00 1050.10 409.72 4.6818.05 1053.23 408.77 4.66
18.10 1056.35 407.82 4.63
18.15 1059.41 406.82 4.61
18.20 1062.39 405.78 4.58
18.25 1065.36 404.73 4.56
18.30 1068.33 403.69 4.53
18.35 1071.30 402.63 4.51
18.40 1074.26 401.58 4.49
18.45 1077.21 400.52 4.4618.50 1080.16 399.46 4.44
18.55 1083.11 398.40 4.41
18.60 1086.05 397.33 4.39
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19.60 1143.92 375.33 3.94
19.65 1146.76 374.20 3.92
19.70 1149.61 373.06 3.89
19.75 1152.45 371.92 3.8719.80 1155.29 370.77 3.85
19.85 1158.12 369.62 3.83
19.90 1160.95 368.47 3.81
19.95 1163.77 367.32 3.79
20.00 1166.60 366.16 3.77
20.05 1169.41 364.99 3.75
20.10 1172.23 363.82 3.72
20.15 1175.04 362.65 3.70
20.20 1177.84 361.48 3.68
20.25 1180.65 360.30 3.66
20.30 1183.44 359.12 3.64
20.35 1186.24 357.93 3.62
20.40 1189.03 356.74 3.60
20.45 1191.82 355.55 3.58
20.50 1194.60 354.36 3.56
20.55 1197.38 353.15 3.54
20.60 1200.16 351.95 3.5220.65 1202.94 350.74 3.50
20.70 1205.71 349.53 3.48
20.75 1208.47 348.31 3.46
20.80 1211.24 347.09 3.44
20.85 1214.00 345.87 3.42
20.90 1216.75 344.64 3.40
20.95 1219.51 343.41 3.38
21.00 1222.26 342.18 3.36
21.05 1225.01 340.94 3.3421.10 1227.75 339.69 3.32
21.15 1230.49 338.45 3.30
21.20 1233.23 337.19 3.28
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22.20 1287.33 311.31 2.90
22.25 1290.00 309.97 2.88
22.30 1292.67 308.63 2.87
22.35 1295.34 307.28 2.8522.40 1298.01 305.93 2.83
22.45 1300.67 304.57 2.81
22.50 1303.33 303.21 2.79
22.55 1305.99 301.85 2.77
22.60 1308.65 300.48 2.76
22.65 1311.30 299.11 2.74
22.70 1313.95 297.73 2.72
22.75 1316.60 296.35 2.70
22.80 1319.24 294.96 2.68
22.85 1321.89 293.57 2.67
22.90 1324.53 292.18 2.65
22.95 1327.16 290.78 2.63
23.00 1329.80 289.38 2.61
23.05 1332.43 287.97 2.59
23.10 1335.06 286.56 2.58
23.15 1337.69 285.14 2.56
23.20 1340.31 283.72 2.5423.25 1342.94 282.29 2.52
23.30 1345.56 280.86 2.50
23.35 1348.18 279.43 2.49
23.40 1350.79 277.99 2.47
23.45 1353.40 276.54 2.45
23.50 1356.01 275.10 2.43
23.55 1358.62 273.64 2.42
23.60 1361.23 272.19 2.40
23.65 1363.83 270.72 2.3823.70 1366.43 269.26 2.36
23.75 1369.03 267.79 2.35
23.80 1371.63 266.31 2.33
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24.80 1423.11 235.82 1.99
24.85 1425.66 234.25 1.97
24.90 1428.21 232.67 1.95
24.95 1430.76 231.08 1.9425.00 1433.31 229.50 1.92
25.05 1435.85 227.90 1.90
25.10 1438.39 226.31 1.89
25.15 1440.93 224.70 1.87
25.20 1443.47 223.10 1.85
25.25 1446.01 221.48 1.84
25.30 1448.54 219.87 1.82
25.35 1451.08 218.24 1.80
25.40 1453.61 216.62 1.79
25.45 1456.14 214.99 1.77
25.50 1458.66 213.35 1.76
25.55 1461.19 211.71 1.74
25.60 1463.71 210.06 1.72
25.65 1466.23 208.41 1.71
25.70 1468.75 206.76 1.69
25.75 1471.27 205.10 1.67
25.80 1473.79 203.43 1.6625.85 1476.30 201.76 1.64
25.90 1478.82 200.08 1.62
25.95 1481.33 198.40 1.61
26.00 1483.84 196.72 1.59
26.05 1486.34 195.03 1.57
26.10 1488.85 193.33 1.56
26.15 1491.35 191.63 1.54
26.20 1493.86 189.93 1.53
26.25 1496.36 188.22 1.5126.30 1498.86 186.50 1.49
26.35 1501.35 184.78 1.48
26.40 1503.85 183.06 1.46
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27.40 1553.43 147.51 1.14
27.45 1555.89 145.68 1.12
27.50 1558.35 143.85 1.11
27.55 1560.81 142.01 1.0927.60 1563.27 140.16 1.08
27.65 1565.73 138.31 1.06
27.70 1568.19 136.46 1.04
27.75 1570.64 134.60 1.03
27.80 1573.09 132.73 1.01
27.85 1575.54 130.86 1.00
27.90 1577.99 128.98 0.98
27.95 1580.44 127.10 0.97
28.00 1582.89 125.22 0.95
28.05 1585.34 123.32 0.93
28.10 1587.78 121.43 0.92
28.15 1590.22 119.53 0.90
28.20 1592.66 117.62 0.89
28.25 1595.10 115.71 0.87
28.30 1597.54 113.79 0.85
28.35 1599.98 111.87 0.84
28.40 1602.42 109.94 0.8228.45 1604.85 108.01 0.81
28.50 1607.29 106.07 0.79
28.55 1609.72 104.13 0.78
28.60 1612.15 102.18 0.76
28.65 1614.58 100.22 0.74
28.70 1617.01 98.26 0.73
28.75 1619.43 96.30 0.71
28.80 1621.86 94.33 0.70
28.85 1624.28 92.36 0.6828.90 1626.71 90.38 0.67
28.95 1629.13 88.39 0.65
29.00 1631.55 86.40 0.64
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30.00 1679.71 45.50 0.33
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87.94
36.2525.94
21.38
18.72
16.94
15.69
14.84
14.09
13.40
12.78
12.20
11.67
11.17
10.69
10.25
9.82
9.72
8.787.98
7.30
6.70
6.18
5.71
5.28
4.89
4.53
4.193.87
3.57
3.28
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0.00
200.00
400.00
600.00
800.00
1000.00
1200.00
1400.00
1600.00
1800.00
0.00 100.00 200.00 300.00 400.00 500.00 600.00
Load,
kip
s
Moment, ft-kips
Column Interaction Diagram
Column Interaction Diagram