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Isolated Footing Design(ACI 318-08)

Design For Isolated Footing 15






Footing No. Group ID Foundation Geometry - - Length Width Thickness

15 1 2.800m 2.500m 0.500m

Footing No. Footing Reinforcement Pedestal Reinforcement

- Bottom Reinforcement(Mz) Bottom Reinforcement(Mx) Top Reinforcement(Mz) Top Reinforcement(Mx) Main Steel Trans Steel

15 #16 @ 150 mm c/c #16 @ 150 mm c/c #16 @ 150 mm c/c #16 @ 150 mm c/c N/A N/A


22 2 2.800m 2.500m 0.500m





36 3 2.800m 2.500m 0.500m





43 4 2.800m 2.500m 0.500m





88 5 2.800m 2.500m 0.500m





91 6 2.800m 2.500m 0.500m




Isolated Footing 15

Input Values

Footing Geomtery

Column Dimensions

Design Type : Calculate Dimension

Footing Thickness (Ft) : 500.000mm

Footing Length - X (Fl) : 2800.000mm

Footing Width - Z (Fw) : 2500.000mm

Eccentricity along X (Oxd) : 0.000mm

Eccentricity along Z (Ozd) : 0.000mm

Column Shape : Rectangular

Column Length - X (Dcol) : 0.500m

Column Width - Z (Bcol) : 0.200m

Pedestal

Design Parameters

Concrete and Rebar Properties

Soil Properties

Sliding and Overturning

Design Calculations

Footing Size

Include Pedestal? No

Pedestal Shape : N/A

Pedestal Height (Ph) : N/A

Pedestal Length - X (Pl) : N/A

Pedestal Width - Z (Pw) : N/A

Unit Weight of Concrete : 25.000kN/m3

Strength of Concrete : 30.000N/mm2

Yield Strength of Steel : 415.000N/mm2

Minimum Bar Size : #16

Maximum Bar Size : #16

Pedestal Minimum Bar Size : 7

Pedestal Maximum Bar Size : 7

Minimum Bar Spacing : 150.000mm

Maximum Bar Spacing : 150.000mm

Pedestal Clear Cover (P, CL) : 50.000mm

Footing Clear Cover (F, CL) : 50.000mm

Soil Type : Drained

Unit Weight : 22.000kN/m3

Soil Bearing Capacity : 200.000kN/m2

Soil Bearing Capacity Type: Gross Bearing Capacity

Soil Surcharge : 5.000kN/m2

Depth of Soil above Footing : 2000.000mm

Cohesion : 0.000kN/m2

Coefficient of Friction : 0.500

Factor of Safety Against Sliding : 1.500

Factor of Safety Against Overturning : 1.500

------------------------------------------------------

Initial Length (Lo) = 2.800m

Initial Width (Wo) = 2.500m

Load Combination/s- Service Stress Level Load

Combination Number

Load Combination Title Load

Combination Factor

Soil Bearing Factor

Self Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00

30 GENERATED AISC GENERAL 1 1.00 1.00 1.00





















Load Combination

Number Load Combination Title

Load Combination

Factor

Soil Bearing Factor

Self Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00








Applied Loads - Service Stress Level

LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 -0.511 1.907 0.800 0.000 0.000

2 4.926 -0.009 2.808 0.000 0.000

3 -67.582 82.604 10.075 0.000 0.000

Final Footing Size

4 -4.239 -13.163 37.949 0.000 0.000

5 30.413 -1.709 1.050 0.000 0.000

6 36.285 -7.594 -0.856 0.000 0.000

30 30.413 -1.709 1.050 0.000 0.000

31 66.698 -9.303 0.194 0.000 0.000

32 57.627 -7.404 0.408 0.000 0.000

33 -37.170 80.895 11.124 0.000 0.000

34 26.174 -14.872 38.999 0.000 0.000

35 30.055 -0.374 1.609 0.000 0.000

36 33.861 -1.715 3.015 0.000 0.000

37 30.771 -3.044 0.490 0.000 0.000

38 26.965 -1.703 -0.916 0.000 0.000

39 6.940 54.549 7.964 0.000 0.000

40 54.448 -17.276 28.869 0.000 0.000

41 57.359 -6.403 0.827 0.000 0.000

42 60.213 -7.409 1.882 0.000 0.000

43 57.895 -8.406 -0.012 0.000 0.000

44 55.041 -7.400 -1.067 0.000 0.000

45 -49.335 81.579 10.704 0.000 0.000

46 14.009 -14.188 38.579 0.000 0.000

47 17.890 0.310 1.190 0.000 0.000

48 21.696 -1.031 2.595 0.000 0.000

49 18.605 -2.361 0.070 0.000 0.000

50 14.799 -1.019 -1.336 0.000 0.000

Applied Loads - Strength Level

LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 -0.511 1.907 0.800 0.000 0.000

2 4.926 -0.009 2.808 0.000 0.000

3 -67.582 82.604 10.075 0.000 0.000

4 -4.239 -13.163 37.949 0.000 0.000

5 30.413 -1.709 1.050 0.000 0.000

6 36.285 -7.594 -0.856 0.000 0.000

44 55.041 -7.400 -1.067 0.000 0.000

45 -49.335 81.579 10.704 0.000 0.000

46 14.009 -14.188 38.579 0.000 0.000

47 17.890 0.310 1.190 0.000 0.000

48 21.696 -1.031 2.595 0.000 0.000

49 18.605 -2.361 0.070 0.000 0.000

50 14.799 -1.019 -1.336 0.000 0.000

Reduction of force due to buoyancy = 0.000kN

Effect due to adhesion = 0.000kN

Area from initial length and width, Ao =Lo X Wo = 7.000m2

Min. area required from bearing pressure, Amin = P / qmax = 2.461m2

Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.

Pressures at Four Corners

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.

Summary of Adjusted Pressures at 4 corners Four Corners

Check for stability against overturning and sliding

Length (L2) = 2.800 m Governing Load Case : # 1

Width (W2) = 2.500 m Governing Load Case : # 1

Depth (D2) = 0.500 m Governing Load Case : # 44

Depth is governed by Ultimate Load Case

(Service check is performed with footing thickness requirements from concrete check)

Area (A2) = 7.000 m2

Final Pedestal Height = 0.000 m

Final Soil Height = 2.000 m

Footing Self Weight = 87.497 kN

Soil Weight On Top Of Footing = 303.589 kN

Load Case

Pressure at corner 1

(q1)(kN/m2)


(q2)(kN/m2)


(q3)(kN/m2)


(q4)(kN/m2)

Area of footing in uplift (Au)

(m2)

31 71.7170 68.8693 68.9356 71.7834 0.000

31 71.7170 68.8693 68.9356 71.7834 0.000

39 52.0749 68.7736 71.5040 54.8053 0.000

40 66.2716 60.9829 70.8810 76.1697 0.000

Load Case

Pressure atcorner 1 (q1)

(kN/m2)


(kN/m2)


(kN/m2)


(kN/m2)

31 71.7170 68.8693 68.9356 71.7834

31 71.7170 68.8693 68.9356 71.7834

39 52.0749 68.7736 71.5040 54.8053

40 66.2716 60.9829 70.8810 76.1697

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction

- Factor of safety against sliding Factor of safety against overturning

Load Case No.

Along X-Direction

Along Z-Direction Resultant

About X-Direction

About Z-Direction

1 111.427 265.805 102.763 1329.026 623.990

2 25005.808 76.661 76.660 383.303 140032.525

3 2.167 17.768 2.151 88.838 12.135

4 16.005 5.551 5.245 27.757 89.630

5 133.414 217.188 113.679 1085.941 747.117

6 30.411 269.714 30.220 1348.571 170.303

30 133.414 217.188 113.679 1085.941 747.117

31 26.459 1271.688 26.453 6358.440 148.171

32 32.631 592.737 32.581 2963.687 182.732

33 2.401 17.458 2.378 87.290 13.444

34 15.189 5.792 5.412 28.960 85.057

35 609.516 141.548 137.879 707.738 3413.287

36 133.950 76.186 66.224 380.928 750.122

37 74.956 465.613 74.003 2328.067 419.754

38 132.873 247.091 117.026 1235.455 744.091

39 3.965 27.157 3.923 135.783 22.202

40 13.893 8.314 7.134 41.569 77.800

41 37.713 291.845 37.402 1459.223 211.193

42 32.785 129.081 31.776 645.404 183.598

43 28.759 19850.448 28.759 99252.238 161.052

44 32.476 225.320 32.144 1126.602 181.865

45 2.306 17.575 2.286 87.873 12.914

46 15.492 5.697 5.347 28.487 86.754

47 715.716 186.399 180.382 931.997 4008.009

48 216.831 86.168 80.077 430.841 1214.256

49 94.086 3166.095 94.044 15830.474 526.879

50 216.012 164.856 131.051 824.279 1209.668

Critical Load Case for Sliding along X-Direction : 3

Governing Disturbing Force : 82.604kN

Governing Restoring Force : 179.002kN

Minimum Sliding Ratio for the Critical Load Case : 2.167

Critical Load Case for Overturning about X-Direction : 4

Governing Overturning Moment : 18.974kNm

Governing Resisting Moment : 526.675kNm

Minimum Overturning Ratio for the Critical Load Case : 27.757

Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction

Shear Calculation

Punching Shear Check

Effective depth, deff, increased until 0.75XVc Punching Shear Force

Punching Shear Force, Vu = 439.103kN, Load Case # 44

Critical Load Case for Sliding along Z-Direction : 4




Critical Load Case for Overturning about Z-Direction : 3

Governing Overturning Moment : -41.301kNm



Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction

Critical Load Case for Sliding along Resultant Direction :

3




Compression Development Length Check

Development length skipped as column reinforcement is not specified in input (Column Dimnesion Task Pane)

Total Footing Depth, D = 0.500m

Calculated Effective Depth, deff = D - Ccover - 0.5 * db = 0.442m

For rectangular column, = Bcol / Dcol = 2.500

From ACI Cl.11.11.2, bo for column= 3.168m

Equation 11-31, Vc1 = 2292.610kN

One-Way Shear Check

Along X Direction

(Shear Plane Parallel to Global X Axis)

Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the column

caused by bending about the X axis.

One-Way Shear Check

Along Z Direction

(Shear Plane Parallel to Global Z Axis)

Equation 11-32, Vc2 = 4827.732kN

Equation 11-33, Vc3 = 2547.344kN

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 1719.457kN

0.75 X Vc > Vu hence, OK

From ACI Cl.11.2.1.1, Vc = 1125.720kN

Distance along X to design for shear, Dx = 0.708m

From above calculations, 0.75 X Vc = 844.290 kN

Critical load case for Vux is # 44 136.373 kN

0.75 X Vc > Vux hence, OK

Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the

column caused by bending about the Z axis.

Design for Flexure about Z Axis

(For Reinforcement Parallel to X Axis)

Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1)

Critical Load Case # 44

The strength values of steel and concrete used in the formulae are in ksi

From ACI Cl.11.2.1.1, Vc =

1005.107 kN

Distance along X to design for shear, Dz = 0.708 m


Critical load case for Vuz is # 44 123.028 kN

0.75 X Vc > Vuz hence, OK

Bars parallel to X Direction are placed at bottom

Effective Depth deff= 0.442 m

Calculate reinforcement ratio for critical load case

Based on spacing reinforcement increment; provided reinforcement is

Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax

Factor from ACI Cl.10.2.7.3 = 0.832

From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200

From Ref. 1, Eq. 3.8.4a, constant m = 16.275

Design for flexure about Z axis is performed at the face of the column

at a distance, Dx = 1.150 m

Ultimate moment, 114.862 kNm

Nominal moment capacity, Mn = 127.625 kNm

(Based on effective depth) Required =

0.00063

(Based on gross depth) x deff / Depth = 0.00056

Since ρ≤ ρmin ρmin Governs

Area of Steel Required, As = 2500.000 mm2

Selected bar Size = #16

Minimum spacing allowed (Smin) = = 150.000mm

Selected spacing (S) = 150.000mm

Smin<= S <= Smax and selected bar size < selected maximum bar size...

The reinforcement is accepted.

According to ACI 318 Clause No- 10.6.4

Max spacing for Cracking Consideration = 254.793mm

Safe for Cracking Aspect.

#16 @ 150.000mm o.c.

Required development length for bars = =0.305 m

Available development length for bars, DL=

1.100 m

Try bar size # 16 Area of one bar = 201.064 mm2

Number of bars required, Nbar = 15

Check to see if width is sufficient to accomodate bars

Design for Flexure about X axis

(For Reinforcement Parallel to Z Axis)

Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1)




Total reinforcement area, As_total = Nbar X (Area of one bar) = 3015.962 mm2

deff = D - Ccover - 0.5 X (dia. of one bar) = 0.442 m

Reinforcement ratio, = 0.00273

From ACI Cl.7.6.1, minimum req'd clear distance between bars

Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. User Spacing) = 150.000mm




From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200


Design for flexure about X axis is performed at the face of the column

at a distance, Dz = 1.300 m




Bending moment for uplift cases will be calculated based solely on selfweight, soil depth and surcharge loading.

As the footing size has already been determined based on all servicebility load cases, and design moment calculation is based on selfweight, soil depth and surcharge only, top reinforcement value for all pure uplift load cases will be the same.




0.00104




Selected Bar Size = #16

Minimum spacing allowed (Smin) = 150.000mm







#16 @ 150.000mm o.c.

Required development length for bars = 0.305 m


1.100 m




deff = D - Ccover - 1.5 X (dia. of one bar)

=

0.426 m




Design For Top Reinforcement Parallel to Z Axis

Calculate the flexural reinforcement for Mx. Find the area of steel required




From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00060









Design For Top Reinforcement Parallel to X Axis

First load case to be in pure uplift # 0

Calculate the flexural reinforcement for Mz. Find the area of steel required







#16 @ 150.000mm o.c.


From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200






(Based on effective depth)Required =

0.00060


Isolated Footing 22












#16 @ 150.000mm o.c.

Input Values

Footing Geomtery

Column Dimensions

Pedestal










Design Parameters


Soil Properties


Design Calculations

Footing Size

















Soil Type : Drained










------------------------------------------------------



Load Combination/s- Service Stress Level Load Load Soil Self

Combination Number Load Combination Title Combination

Factor Bearing Factor

Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00






















Load Combination


Load Combination

Factor

Soil Bearing Factor

Self Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00









LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 0.204 1.870 -0.955 0.000 0.000

2 5.264 0.099 2.470 0.000 0.000

3 -60.419 32.036 -28.170 0.000 0.000

4 13.328 12.609 56.838 0.000 0.000

5 26.808 1.805 0.108 0.000 0.000

Final Footing Size

6 35.767 7.948 -2.608 0.000 0.000

30 26.808 1.805 0.108 0.000 0.000

31 62.575 9.753 -2.500 0.000 0.000

32 53.633 7.766 -1.848 0.000 0.000

33 -33.611 33.841 -28.061 0.000 0.000

34 40.136 14.414 56.946 0.000 0.000

35 26.951 3.114 -0.560 0.000 0.000

36 30.492 1.874 1.838 0.000 0.000

37 26.665 0.496 0.777 0.000 0.000

38 23.123 1.735 -1.621 0.000 0.000

39 8.319 31.793 -22.975 0.000 0.000

40 63.629 17.223 40.781 0.000 0.000

41 53.740 8.748 -2.349 0.000 0.000

42 56.396 7.818 -0.551 0.000 0.000

43 53.526 6.784 -1.346 0.000 0.000

44 50.870 7.714 -3.145 0.000 0.000

45 -44.334 33.119 -28.105 0.000 0.000

46 29.413 13.692 56.903 0.000 0.000

47 16.227 2.392 -0.604 0.000 0.000

48 19.769 1.153 1.794 0.000 0.000

49 15.942 -0.226 0.734 0.000 0.000

50 12.400 1.013 -1.664 0.000 0.000


LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 0.204 1.870 -0.955 0.000 0.000

2 5.264 0.099 2.470 0.000 0.000

3 -60.419 32.036 -28.170 0.000 0.000

4 13.328 12.609 56.838 0.000 0.000

5 26.808 1.805 0.108 0.000 0.000

6 35.767 7.948 -2.608 0.000 0.000

44 50.870 7.714 -3.145 0.000 0.000

45 -44.334 33.119 -28.105 0.000 0.000

46 29.413 13.692 56.903 0.000 0.000

47 16.227 2.392 -0.604 0.000 0.000

48 19.769 1.153 1.794 0.000 0.000

49 15.942 -0.226 0.734 0.000 0.000

50 12.400 1.013 -1.664 0.000 0.000
















Area (A2) = 7.000 m2





Load Case


(q1)(kN/m2)


(q2)(kN/m2)


(q3)(kN/m2)


(q4)(kN/m2)


(m2)

31 68.6730 71.6586 70.8015 67.8159 0.000

31 68.6730 71.6586 70.8015 67.8159 0.000

40 60.2608 65.5330 79.5150 74.2427 0.000

40 60.2608 65.5330 79.5150 74.2427 0.000

Load Case


(kN/m2)


(kN/m2)


(kN/m2)


(kN/m2)

31 68.6730 71.6586 70.8015 67.8159

31 68.6730 71.6586 70.8015 67.8159

40 60.2608 65.5330 79.5150 74.2427

40 60.2608 65.5330 79.5150 74.2427



Load Case No.

Along X-Direction


About X-Direction

About Z-Direction

1 113.850 222.841 101.384 1114.205 637.558

2 2168.174 87.205 87.134 436.024 12141.774

3 5.699 6.482 4.280 32.408 31.916

4 17.405 3.861 3.769 19.306 97.468

5 125.321 2085.552 125.095 10427.760 701.798

6 29.023 88.438 27.576 442.190 162.529

30 125.321 2085.552 125.095 10427.760 701.798

31 25.026 97.637 24.243 488.183 140.147

32 30.854 129.673 30.016 648.365 172.781

33 5.791 6.984 4.458 34.921 32.432

34 16.155 4.089 3.964 20.446 90.470

35 72.664 403.836 71.515 2019.179 406.916

36 121.654 124.090 86.871 620.451 681.263

37 455.932 290.943 245.261 1454.715 2553.220

38 129.282 138.425 94.483 692.123 723.980

39 6.824 9.443 5.531 47.215 38.214

40 14.203 5.998 5.526 29.991 79.535

41 27.397 102.012 26.460 510.059 153.425

42 30.825 437.469 30.748 2187.346 172.618

43 35.311 177.946 34.635 889.728 197.740

44 30.883 75.755 28.598 378.774 172.947

45 5.756 6.783 4.389 33.914 32.232

46 16.616 3.998 3.887 19.990 93.048

47 92.355 365.933 89.547 1829.663 517.186

48 193.210 124.102 104.418 620.512 1081.978

49 976.779 300.837 287.510 1504.186 5469.961

50 216.095 131.594 112.394 657.971 1210.130










Shear Calculation














4










Equation 11-31, Vc1 = 2292.610kN

One-Way Shear Check

Along X Direction




One-Way Shear Check

Along Z Direction


Equation 11-32, Vc2 = 4827.732kN

Equation 11-33, Vc3 = 2547.344kN



From ACI Cl.11.2.1.1, Vc = 1125.720kN













1005.107 kN











From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00063












#16 @ 150.000mm o.c.



1.100 m


















From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200












0.00104












#16 @ 150.000mm o.c.



1.100 m





=

0.426 m









From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00060


















#16 @ 150.000mm o.c.


From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200







0.00060


Isolated Footing 36












#16 @ 150.000mm o.c.

Input Values

Footing Geomtery

Column Dimensions

Pedestal










Design Parameters


Soil Properties


Design Calculations

Footing Size

















Soil Type : Drained










------------------------------------------------------






Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00






















Load Combination


Load Combination

Factor

Soil Bearing Factor

Self Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00









LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 -1.921 2.093 -0.000 0.000 0.000

2 -0.000 0.000 -0.074 0.000 0.000

3 -95.834 86.938 0.001 0.000 0.000

4 -63.466 -12.249 -0.468 0.000 0.000

5 28.687 -1.823 0.000 0.000 0.000

Final Footing Size

6 40.053 -8.172 0.000 0.000 0.000

30 28.687 -1.823 0.000 0.000 0.000

31 68.739 -9.994 0.000 0.000 0.000

32 58.726 -7.952 0.000 0.000 0.000

33 -67.147 85.115 0.001 0.000 0.000

34 -34.779 -14.072 -0.468 0.000 0.000

35 27.342 -0.358 0.000 0.000 0.000

36 28.687 -1.823 -0.052 0.000 0.000

37 30.032 -3.288 0.000 0.000 0.000

38 28.687 -1.823 0.052 0.000 0.000

39 -13.149 57.252 0.001 0.000 0.000

40 11.127 -17.138 -0.351 0.000 0.000

41 57.718 -6.853 0.000 0.000 0.000

42 58.726 -7.952 -0.039 0.000 0.000

43 59.735 -9.050 0.000 0.000 0.000

44 58.726 -7.952 0.039 0.000 0.000

45 -78.622 85.844 0.001 0.000 0.000

46 -46.254 -13.342 -0.468 0.000 0.000

47 15.867 0.371 0.000 0.000 0.000

48 17.212 -1.094 -0.052 0.000 0.000

49 18.557 -2.559 0.000 0.000 0.000

50 17.212 -1.094 0.052 0.000 0.000


LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 -1.921 2.093 -0.000 0.000 0.000

2 -0.000 0.000 -0.074 0.000 0.000

3 -95.834 86.938 0.001 0.000 0.000

4 -63.466 -12.249 -0.468 0.000 0.000

5 28.687 -1.823 0.000 0.000 0.000

6 40.053 -8.172 0.000 0.000 0.000

44 58.726 -7.952 0.039 0.000 0.000

45 -78.622 85.844 0.001 0.000 0.000

46 -46.254 -13.342 -0.468 0.000 0.000

47 15.867 0.371 0.000 0.000 0.000

48 17.212 -1.094 -0.052 0.000 0.000

49 18.557 -2.559 0.000 0.000 0.000

50 17.212 -1.094 0.052 0.000 0.000
















Area (A2) = 7.000 m2





Load Case


(q1)(kN/m2)


(q2)(kN/m2)


(q3)(kN/m2)


(q4)(kN/m2)


(m2)

31 72.1477 69.0882 69.0882 72.1477 0.000

31 72.1477 69.0882 69.0882 72.1477 0.000

31 72.1477 69.0882 69.0882 72.1477 0.000

31 72.1477 69.0882 69.0882 72.1477 0.000

Load Case


(kN/m2)


(kN/m2)


(kN/m2)


(kN/m2)

31 72.1477 69.0882 69.0882 72.1477

31 72.1477 69.0882 69.0882 72.1477

31 72.1477 69.0882 69.0882 72.1477

31 72.1477 69.0882 69.0882 72.1477



Load Case No.

Along X-Direction


About X-Direction

About Z-Direction

1 101.215 0.000 101.215 0.000 566.805

2 0.000 2878.813 2878.813 14394.065 0.000

3 1.896 247261.853 1.896 1236309.263 10.620

4 14.782 387.033 14.771 1935.167 82.779

5 124.602 0.000 124.602 0.000 697.769

6 28.491 0.000 28.491 0.000 159.552

30 124.602 0.000 124.602 0.000 697.769

31 24.730 0.000 24.730 0.000 138.488

32 30.454 0.000 30.454 0.000 170.542

33 2.106 268767.388 2.106 1343836.942 11.791

34 13.886 417.694 13.879 2088.470 77.764

35 632.795 0.000 632.795 0.000 3543.652

36 124.602 4389.803 124.551 21949.013 697.769

37 69.287 0.000 69.287 0.000 388.005

38 124.602 4389.800 124.551 21949.002 697.769

39 3.602 412339.276 3.602 2061696.379 20.171

40 12.741 622.344 12.738 3111.719 71.350

41 35.263 0.000 35.263 0.000 197.474

42 30.454 6240.112 30.454 31200.562 170.542

43 26.812 0.000 26.812 0.000 150.149

44 30.454 6240.108 30.454 31200.542 170.542

45 2.021 260165.279 2.021 1300826.397 11.317

46 14.215 405.430 14.207 2027.149 79.606

47 594.499 0.000 594.499 0.000 3329.194

48 202.424 4278.918 202.198 21394.588 1133.573

49 86.789 0.000 86.789 0.000 486.016

50 202.424 4278.916 202.198 21394.582 1133.573




Minimum Sliding Ratio for the Critical Load Case : N/A




Minimum Overturning Ratio for the Critical Load Case : N/A


Shear Calculation





Governing Disturbing Force : -0.000kN









3










Equation 11-31, Vc1 = 2292.610kN

One-Way Shear Check

Along X Direction




One-Way Shear Check

Along Z Direction


Equation 11-32, Vc2 = 4827.732kN

Equation 11-33, Vc3 = 2547.344kN



From ACI Cl.11.2.1.1, Vc = 1125.720kN













1005.107 kN











From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00064












#16 @ 150.000mm o.c.



1.100 m


















From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200












0.00105












#16 @ 150.000mm o.c.



1.100 m





=

0.426 m









From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00060


















#16 @ 150.000mm o.c.


From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200







0.00060


Isolated Footing 43












#16 @ 150.000mm o.c.

Input Values

Footing Geomtery

Column Dimensions

Pedestal










Design Parameters


Soil Properties


Design Calculations

Footing Size

















Soil Type : Drained










------------------------------------------------------






Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00






















Load Combination


Load Combination

Factor

Soil Bearing Factor

Self Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00









LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 2.054 2.051 0.000 0.000 0.000

2 -0.000 0.000 -0.289 0.000 0.000

3 -26.273 35.249 -0.004 0.000 0.000

4 -58.112 11.220 -1.818 0.000 0.000

5 25.170 1.815 -0.000 0.000 0.000

Final Footing Size

6 40.223 8.205 0.000 0.000 0.000

30 25.170 1.815 -0.000 0.000 0.000

31 65.393 10.020 0.000 0.000 0.000

32 55.337 7.969 0.000 0.000 0.000

33 -1.103 37.064 -0.004 0.000 0.000

34 -32.942 13.035 -1.818 0.000 0.000

35 26.608 3.251 -0.000 0.000 0.000

36 25.170 1.815 -0.202 0.000 0.000

37 23.732 0.379 -0.000 0.000 0.000

38 25.170 1.815 0.202 0.000 0.000

39 35.632 34.406 -0.003 0.000 0.000

40 11.753 16.384 -1.363 0.000 0.000

41 56.415 9.046 0.000 0.000 0.000

42 55.337 7.969 -0.152 0.000 0.000

43 54.259 6.892 0.000 0.000 0.000

44 55.337 7.969 0.152 0.000 0.000

45 -11.171 36.338 -0.004 0.000 0.000

46 -43.010 12.309 -1.818 0.000 0.000

47 16.540 2.525 -0.000 0.000 0.000

48 15.102 1.089 -0.202 0.000 0.000

49 13.664 -0.347 -0.000 0.000 0.000

50 15.102 1.089 0.202 0.000 0.000


LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 2.054 2.051 0.000 0.000 0.000

2 -0.000 0.000 -0.289 0.000 0.000

3 -26.273 35.249 -0.004 0.000 0.000

4 -58.112 11.220 -1.818 0.000 0.000

5 25.170 1.815 -0.000 0.000 0.000

6 40.223 8.205 0.000 0.000 0.000

44 55.337 7.969 0.152 0.000 0.000

45 -11.171 36.338 -0.004 0.000 0.000

46 -43.010 12.309 -1.818 0.000 0.000

47 16.540 2.525 -0.000 0.000 0.000

48 15.102 1.089 -0.202 0.000 0.000

49 13.664 -0.347 -0.000 0.000 0.000

50 15.102 1.089 0.202 0.000 0.000
















Area (A2) = 7.000 m2





Load Case


(q1)(kN/m2)


(q2)(kN/m2)


(q3)(kN/m2)


(q4)(kN/m2)


(m2)

31 68.6061 71.6736 71.6736 68.6061 0.000

31 68.6061 71.6736 71.6736 68.6061 0.000

31 68.6061 71.6736 71.6736 68.6061 0.000

31 68.6061 71.6736 71.6736 68.6061 0.000

Load Case


(kN/m2)


(kN/m2)


(kN/m2)


(kN/m2)

31 68.6061 71.6736 71.6736 68.6061

31 68.6061 71.6736 71.6736 68.6061

31 68.6061 71.6736 71.6736 68.6061

31 68.6061 71.6736 71.6736 68.6061



Load Case No.

Along X-Direction


About X-Direction

About Z-Direction

1 104.252 0.000 104.252 0.000 583.811

2 0.000 736.496 736.496 3682.478 0.000

3 5.664 45409.448 5.664 227047.242 31.720

4 16.376 101.090 16.166 505.448 91.708

5 124.176 0.000 124.176 0.000 695.386

6 28.384 0.000 28.384 0.000 158.951

30 124.176 0.000 124.176 0.000 695.386

31 24.499 0.000 24.499 0.000 137.193

32 30.174 0.000 30.174 0.000 168.976

33 5.726 48271.742 5.726 241358.708 32.068

34 15.062 108.014 14.917 540.068 84.345

35 69.554 0.000 69.554 0.000 389.501

36 124.176 1114.362 123.412 5571.810 695.386

37 592.311 0.000 592.311 0.000 3316.939

38 124.176 1114.362 123.412 5571.810 695.386

39 6.703 69932.412 6.703 349662.060 37.535

40 13.347 160.412 13.301 802.059 74.741

41 26.642 0.000 26.642 0.000 149.196

42 30.174 1585.255 30.169 7926.275 168.976

43 34.810 0.000 34.810 0.000 194.937

44 30.174 1585.255 30.169 7926.274 168.976

45 5.702 47126.826 5.702 235634.128 31.933

46 15.541 105.244 15.374 526.220 87.029

47 87.561 0.000 87.561 0.000 490.339

48 202.338 1089.472 198.936 5447.359 1133.091

49 633.471 0.000 633.471 0.000 3547.435

50 202.338 1089.472 198.936 5447.359 1133.091










Shear Calculation














3










Equation 11-31, Vc1 = 2292.610kN

One-Way Shear Check

Along X Direction




One-Way Shear Check

Along Z Direction


Equation 11-32, Vc2 = 4827.732kN

Equation 11-33, Vc3 = 2547.344kN



From ACI Cl.11.2.1.1, Vc = 1125.720kN













1005.107 kN











From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00063












#16 @ 150.000mm o.c.



1.100 m


















From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200












0.00104












#16 @ 150.000mm o.c.



1.100 m





=

0.426 m









From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00060


















#16 @ 150.000mm o.c.


From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200







0.00060


Isolated Footing 88












#16 @ 150.000mm o.c.

Input Values

Footing Geomtery

Column Dimensions

Pedestal










Design Parameters


Soil Properties


Design Calculations

Footing Size

















Soil Type : Drained










------------------------------------------------------






Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00






















Load Combination


Load Combination

Factor

Soil Bearing Factor

Self Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00









LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 -0.511 1.907 -0.800 0.000 0.000

2 -4.926 0.009 2.808 0.000 0.000

3 -67.359 82.464 -10.146 0.000 0.000

4 -115.759 -12.176 34.143 0.000 0.000

5 30.413 -1.709 -1.050 0.000 0.000

Final Footing Size

6 36.285 -7.594 0.856 0.000 0.000

30 30.413 -1.709 -1.050 0.000 0.000

31 66.698 -9.303 -0.194 0.000 0.000

32 57.627 -7.404 -0.408 0.000 0.000

33 -36.946 80.755 -11.196 0.000 0.000

34 -85.346 -13.885 33.093 0.000 0.000

35 30.055 -0.374 -1.609 0.000 0.000

36 26.965 -1.703 0.916 0.000 0.000

37 30.771 -3.044 -0.490 0.000 0.000

38 33.861 -1.715 -3.015 0.000 0.000

39 7.108 54.444 -8.017 0.000 0.000

40 -29.192 -16.536 25.199 0.000 0.000

41 57.359 -6.403 -0.827 0.000 0.000

42 55.041 -7.400 1.067 0.000 0.000

43 57.895 -8.406 0.012 0.000 0.000

44 60.213 -7.409 -1.882 0.000 0.000

45 -49.111 81.439 -10.776 0.000 0.000

46 -97.511 -13.201 33.513 0.000 0.000

47 17.890 0.310 -1.190 0.000 0.000

48 14.799 -1.019 1.336 0.000 0.000

49 18.605 -2.361 -0.070 0.000 0.000

50 21.696 -1.031 -2.595 0.000 0.000


LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 -0.511 1.907 -0.800 0.000 0.000

2 -4.926 0.009 2.808 0.000 0.000

3 -67.359 82.464 -10.146 0.000 0.000

4 -115.759 -12.176 34.143 0.000 0.000

5 30.413 -1.709 -1.050 0.000 0.000

6 36.285 -7.594 0.856 0.000 0.000

44 60.213 -7.409 -1.882 0.000 0.000

45 -49.111 81.439 -10.776 0.000 0.000

46 -97.511 -13.201 33.513 0.000 0.000

47 17.890 0.310 -1.190 0.000 0.000

48 14.799 -1.019 1.336 0.000 0.000

49 18.605 -2.361 -0.070 0.000 0.000

50 21.696 -1.031 -2.595 0.000 0.000
















Area (A2) = 7.000 m2





Load Case


(q1)(kN/m2)


(q2)(kN/m2)


(q3)(kN/m2)


(q4)(kN/m2)


(m2)

31 71.7834 68.9356 68.8693 71.7170 0.000

39 54.8546 71.5211 68.7723 52.1058 0.000

31 71.7834 68.9356 68.8693 71.7170 0.000

31 71.7834 68.9356 68.8693 71.7170 0.000

Load Case


(kN/m2)


(kN/m2)


(kN/m2)


(kN/m2)

31 71.7834 68.9356 68.8693 71.7170

39 54.8546 71.5211 68.7723 52.1058

31 71.7834 68.9356 68.8693 71.7170

31 71.7834 68.9356 68.8693 71.7170



Load Case No.

Along X-Direction


About X-Direction

About Z-Direction

1 111.427 265.805 102.763 1329.026 623.990

2 24433.567 74.906 74.906 374.531 136827.974

3 2.172 17.653 2.156 88.265 12.163

4 12.723 4.537 4.274 22.686 71.248

5 133.414 217.188 113.679 1085.941 747.117

6 30.411 269.714 30.220 1348.571 170.303

30 133.414 217.188 113.679 1085.941 747.117

31 26.459 1271.690 26.453 6358.451 148.171

32 32.631 592.738 32.581 2963.689 182.732

33 2.406 17.356 2.383 86.780 13.475

34 12.252 5.141 4.740 25.704 68.612

35 609.516 141.548 137.879 707.738 3413.288

36 132.873 247.091 117.026 1235.455 744.091

37 74.956 465.613 74.003 2328.067 419.754

38 133.950 76.186 66.224 380.928 750.122

39 3.974 26.985 3.931 134.924 22.253

40 11.986 7.865 6.576 39.326 67.119

41 37.713 291.845 37.402 1459.223 211.193

42 32.476 225.320 32.144 1126.602 181.865

43 28.759 19849.958 28.759 99249.790 161.052

44 32.785 129.081 31.776 645.404 183.598

45 2.311 17.468 2.291 87.339 12.944

46 12.426 4.895 4.554 24.474 69.585

47 715.716 186.399 180.382 931.997 4008.008

48 216.012 164.856 131.051 824.279 1209.668

49 94.086 3166.100 94.044 15830.498 526.879

50 216.831 86.168 80.077 430.841 1214.256










Shear Calculation














3










Equation 11-31, Vc1 = 2292.610kN

One-Way Shear Check

Along X Direction




One-Way Shear Check

Along Z Direction


Equation 11-32, Vc2 = 4827.732kN

Equation 11-33, Vc3 = 2547.344kN



From ACI Cl.11.2.1.1, Vc = 1125.720kN













1005.107 kN











From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00064












#16 @ 150.000mm o.c.



1.100 m


















From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200












0.00106












#16 @ 150.000mm o.c.



1.100 m





=

0.426 m









From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00060


















#16 @ 150.000mm o.c.


From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200







0.00060


Isolated Footing 91












#16 @ 150.000mm o.c.

Input Values

Footing Geomtery

Column Dimensions

Pedestal










Design Parameters


Soil Properties


Design Calculations

Footing Size

















Soil Type : Drained










------------------------------------------------------






Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00






















Load Combination


Load Combination

Factor

Soil Bearing Factor

Self Weight Factor

1 EQX 1.00 1.00 1.00

2 EQZ 1.00 1.00 1.00

3 WINDX 1.00 1.00 1.00

4 WINDZ 1.00 1.00 1.00

5 DEADLOAD 1.00 1.00 1.00

6 LIVELOAD 1.00 1.00 1.00









LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 0.204 1.870 0.955 0.000 0.000

2 -5.264 -0.099 2.470 0.000 0.000

3 -60.593 31.929 28.245 0.000 0.000

4 -109.474 10.518 32.147 0.000 0.000

5 26.808 1.805 -0.108 0.000 0.000

Final Footing Size

6 35.767 7.948 2.608 0.000 0.000

30 26.808 1.805 -0.108 0.000 0.000

31 62.575 9.753 2.500 0.000 0.000

32 53.633 7.766 1.848 0.000 0.000

33 -33.785 33.734 28.136 0.000 0.000

34 -82.666 12.323 32.039 0.000 0.000

35 26.951 3.114 0.560 0.000 0.000

36 23.123 1.735 1.621 0.000 0.000

37 26.665 0.496 -0.777 0.000 0.000

38 30.492 1.874 -1.838 0.000 0.000

39 8.188 31.712 23.031 0.000 0.000

40 -28.472 15.654 25.958 0.000 0.000

41 53.740 8.748 2.349 0.000 0.000

42 50.870 7.714 3.145 0.000 0.000

43 53.526 6.784 1.346 0.000 0.000

44 56.396 7.818 0.551 0.000 0.000

45 -44.508 33.012 28.180 0.000 0.000

46 -93.389 11.601 32.082 0.000 0.000

47 16.227 2.392 0.604 0.000 0.000

48 12.400 1.013 1.664 0.000 0.000

49 15.942 -0.226 -0.734 0.000 0.000

50 19.769 1.153 -1.794 0.000 0.000


LC Axial(kN)

Shear X (kN)

Shear Z (kN)

Moment X (kNm)

Moment Z(kNm)

1 0.204 1.870 0.955 0.000 0.000

2 -5.264 -0.099 2.470 0.000 0.000

3 -60.593 31.929 28.245 0.000 0.000

4 -109.474 10.518 32.147 0.000 0.000

5 26.808 1.805 -0.108 0.000 0.000

6 35.767 7.948 2.608 0.000 0.000

44 56.396 7.818 0.551 0.000 0.000

45 -44.508 33.012 28.180 0.000 0.000

46 -93.389 11.601 32.082 0.000 0.000

47 16.227 2.392 0.604 0.000 0.000

48 12.400 1.013 1.664 0.000 0.000

49 15.942 -0.226 -0.734 0.000 0.000

50 19.769 1.153 -1.794 0.000 0.000
















Area (A2) = 7.000 m2





Load Case


(q1)(kN/m2)


(q2)(kN/m2)


(q3)(kN/m2)


(q4)(kN/m2)


(m2)

31 67.8159 70.8015 71.6586 68.6730 0.000

31 67.8159 70.8015 71.6586 68.6730 0.000

31 67.8159 70.8015 71.6586 68.6730 0.000

31 67.8159 70.8015 71.6586 68.6730 0.000

Load Case


(kN/m2)


(kN/m2)


(kN/m2)


(kN/m2)

31 67.8159 70.8015 71.6586 68.6730

31 67.8159 70.8015 71.6586 68.6730

31 67.8159 70.8015 71.6586 68.6730

31 67.8159 70.8015 71.6586 68.6730



Load Case No.

Along X-Direction


About X-Direction

About Z-Direction

1 113.850 222.841 101.384 1114.205 637.558

2 2115.198 85.074 85.005 425.371 11845.111

3 5.716 6.461 4.281 32.307 32.008

4 15.028 4.917 4.673 24.583 84.155

5 125.321 2085.553 125.095 10427.764 701.798

6 29.023 88.438 27.576 442.190 162.529

30 125.321 2085.553 125.095 10427.764 701.798

31 25.026 97.637 24.243 488.183 140.147

32 30.854 129.673 30.016 648.365 172.781

33 5.807 6.963 4.460 34.813 32.521

34 13.914 5.352 4.995 26.758 77.920

35 72.664 403.836 71.515 2019.179 406.916

36 129.282 138.425 94.483 692.123 723.980

37 455.932 290.943 245.261 1454.715 2553.220

38 121.654 124.090 86.871 620.451 681.263

39 6.839 9.417 5.534 47.085 38.299

40 12.684 7.649 6.550 38.246 71.030

41 27.397 102.012 26.460 510.059 153.425

42 30.883 75.755 28.598 378.774 172.947

43 35.311 177.946 34.635 889.728 197.740

44 30.825 437.469 30.748 2187.345 172.618

45 5.772 6.762 4.390 33.808 32.323

46 14.318 5.177 4.869 25.886 80.181

47 92.355 365.933 89.547 1829.663 517.186

48 216.095 131.594 112.394 657.971 1210.130

49 976.779 300.837 287.510 1504.186 5469.961

50 193.210 124.102 104.418 620.512 1081.978










Shear Calculation














3










Equation 11-31, Vc1 = 2292.610kN

One-Way Shear Check

Along X Direction




One-Way Shear Check

Along Z Direction


Equation 11-32, Vc2 = 4827.732kN

Equation 11-33, Vc3 = 2547.344kN



From ACI Cl.11.2.1.1, Vc = 1125.720kN













1005.107 kN











From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00064












#16 @ 150.000mm o.c.



1.100 m


















From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200












0.00104












#16 @ 150.000mm o.c.



1.100 m





=

0.426 m









From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl. 7.12.2, = 0.00200







0.00060


















#16 @ 150.000mm o.c.


From ACI Cl. 10.3.2, = 0.03023

From ACI Cl. 10.3.3, = 0.02267

From ACI Cl.7.12.2, = 0.00200







0.00060













#16 @ 150.000mm o.c.

Print Calculation Sheet

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cc na naisolated footing

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pedestal minimum bar

000nmm2yield strength