Fundaciones B-2 Salida Staad Foundation

Isolated Footing Design(ACI 318-05)

Design For Isolated Footing 3






Isolated Footing 3

Footing No. Group ID Foundation Geometry

- - Length Width Thickness

3 1 2.692 m 3.099 m 0.600 m

4 2 1.829 m 2.235 m 0.600 m

5 3 1.778 m 2.184 m 0.600 m

2351 4 2.591 m 2.946 m 0.600 m

2352 5 1.575 m 1.930 m 0.600 m

2353 6 1.626 m 2.032 m 0.600 m

Footing No. Footing Reinforcement Pedestal Reinforcement

- Bottom Reinforcement(Mz) Bottom Reinforcement(M

x) Top Reinforcement(M

z) Top Reinforcement(M

x) Main Steel Trans Steel

3 #5 @ 7 in c/c #4 @ 5 in c/c #4 @ 5 in c/c #3 @ 2 in c/c 24 - #4 #3 @ 8 in






of 79Isolated Footing Design

15/08/2013file://C:\Staad.foundation 5.3\CalcXsl\footing.xml

Input Values

Footing Geomtery

Column Dimensions

Pedestal

Design Parameters

Concrete and Rebar Properties

Soil Properties

Sliding and Overturning

Design Type : Calculate Dimension

Footing Thickness (Ft) : 23.620 in

Footing Length - X (Fl) : 40.000 in

Footing Width - Z (Fw) : 40.000 in

Eccentricity along X (Oxd) : 0.000 in

Eccentricity along Z (Ozd) : 0.000 in

Column Shape : Rectangular

Column Length - X (Pl) : 0.300 m

Column Width - Z (Pw) : 0.135 m

Include Pedestal? Yes

Pedestal Shape : Rectangular

Pedestal Height (Ph) : 1.650 m

Pedestal Length - X (Pl) : 0.500 m

Pedestal Width - Z (Pw) : 0.500 m

Unit Weight of Concrete : 156.070 lb/ft3

Strength of Concrete : 2.987 ksi

Yield Strength of Steel : 59.738 ksi

Minimum Bar Size : #3

Maximum Bar Size : #5

Minimum Bar Spacing : 2.000 in

Maximum Bar Spacing : 18.000 in

Pedestal Clear Cover (P, CL) : 3.000 in

Footing Clear Cover (F, CL) : 3.000 in

Soil Type : UnDrained

Unit Weight : 112.370 lb/ft3

Soil Bearing Capacity : 15.156 kip/ft2

Soil Surcharge : 0.000 kip/in2

Depth of Soil above Footing : 65.000 in

Undrained Shear Strength : 0.030 kip/in2

Coefficient of Friction : 0.500

Factor of Safety Against Sliding : 1.500

Factor of Safety Against Overturning : 1.500

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



Design Calculations

Footing Size

Initial Length (Lo) = 1.016 m

Initial Width (Wo) = 1.016 m

Load Combination/s- Service Stress Level

Load CombinationNumber

Load Combination Title

101 1.000 x DL

102 1.000 x DL+1.000 x LL

103 1.000 x DL+0.750 x LL

104 1.000 x DL+1.000 x WLX

105 1.000 x DL+1.000 x WLZ

106 1.000 x DL+0.700 x ELX

107 1.000 x DL+0.700 x ELZ

108 1.000 x DL+0.750 x LL+0.750 x WLX

109 1.000 x DL+0.750 x LL+0.750 x WLZ

110 1.000 x DL+0.750 x LL+0.525 x ELX

111 1.000 x DL+0.750 x LL+0.525 x ELZ

Load Combination/s- Strength Level



201 1.400 x DL

202 1.200 x DL+1.600 x LL

203 1.200 x DL+1.000 x LL

204 1.200 x DL+0.800 x WLX

205 1.200 x DL+0.800 x WLZ

206 1.200 x DL+1.000 x LL+1.600 x WLX

207 1.200 x DL+1.000 x LL+1.600 x WLZ

208 1.200 x DL+1.000 x LL+1.000 x ELX

209 1.200 x DL+1.000 x LL+1.000 x ELZ

210 1.200 x DL+1.600 x WLX

211 1.200 x DL+1.600 x WLZ

212 1.200 x DL+1.000 x ELX

213 1.200 x DL+1.000 x ELZ

Applied Loads - Service Stress Level

LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

101 5972.532 -14.707 -633.695 0.004 0.658

102 5810.936 -13.781 -610.400 0.007 0.635

103 5851.335 -14.013 -616.224 0.006 0.641

104 4519.771 1248.679 -710.914 -0.010 -53.949

105 -22051.381 -980.979 4946.066 0.784 39.873

106 6530.984 -328.772 -764.653 -0.012 -12.224

107 14882.900 -37.675 -2252.029 -0.229 -0.249

108 4761.765 933.527 -674.138 -0.004 -40.314

109 -15166.599 -738.716 3568.597 0.591 30.052

110 6270.175 -249.561 -714.442 -0.005 -9.020

111 12534.111 -31.238 -1829.974 -0.168 -0.039

Applied Loads - Strength Level

LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

201 8361.545 -20.590 -887.174 0.005 0.921

202 6908.486 -16.167 -723.161 0.010 0.753

203 7005.443 -16.723 -737.139 0.008 0.767

204 6004.829 993.061 -822.210 -0.006 -42.896

205 -15252.091 -790.666 3703.375 0.628 32.161



Final Footing Size

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

206 4681.025 2004.696 -860.689 -0.013 -86.604

207 -37832.816 -1562.756 8190.479 1.256 63.511

208 7803.232 -465.387 -924.221 -0.014 -17.636

209 19734.540 -49.534 -3049.044 -0.324 -0.529

210 4842.621 2003.770 -883.985 -0.017 -86.582

211 -37671.222 -1563.683 8167.184 1.252 63.533

212 7964.827 -466.313 -947.517 -0.018 -17.613

213 19896.136 -50.460 -3072.340 -0.328 -0.506

Reduction of force due to buoyancy = 0.000 kgf

Effect due to adhesion = 121072.543 kgf

Area from initial length and width, Ao

=Lo

X Wo

= 1.032 m2

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

= 0.267 m2

Note: Amin

is an initial estimation.

P = Critical Factored Axial Load(without self weight/buoyancy/soil).qmax = Respective Factored Bearing Capacity.

Length (L2) = 2.692 m Governing Load Case : # 105

Width (W2) = 3.099 m Governing Load Case : # 105

Depth (D2) = 0.600 m Governing Load Case : # 105

Area (A2) = 8.343 m2

Load Case

Pressure atcorner 1

(q1)

(kgf/m2)

Pressure atcorner 2

(q2)

(kgf/m2)

Pressure atcorner 3

(q3)

(kgf/m2)

Pressure atcorner 4

(q4)

(kgf/m2)

Area of footingin uplift (Au)

(m2)

107 7487.2136 7455.5098 5092.8780 5124.5818 0.000

104 3199.5297 7639.2279 6896.3548 2456.6566 0.000

104 3199.5297 7639.2279 6896.3548 2456.6566 0.000

105 937.6023 -2413.5310 2788.7537 6139.8869 1.388

Load Case

Pressure atcorner 1 (q1)

(kgf/m2)


(kgf/m2)


(kgf/m2)


(kgf/m2)



Check for stability against overturning and sliding

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

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

107 7487.2136 7455.5098 5092.8780 5124.5818

104 3199.5297 7639.2279 6896.3548 2456.6566

104 3199.5297 7639.2279 6896.3548 2456.6566

105 845.2744 0.0000 2877.0693 7034.6859

-Factor of safety against

slidingFactor of safety against

overturning

Load CaseNo.

Along X-Direction

Along Z-Direction

About X-Direction

About Z-Direction

101 1481.200 34.377 47.359 585.660

102 1574.887 35.556 48.998 610.126

103 1550.304 35.253 48.576 603.802

104 16.864 29.621 40.771 6.822

105 7.923 1.571 2.149 3.336

106 67.109 28.854 39.713 117.212

107 696.472 11.652 15.974 1190.401

108 22.687 31.416 43.259 9.180

109 15.182 3.143 4.296 6.388

110 87.887 30.700 42.269 164.791

111 802.383 13.697 18.786 1018.369

Critical Load Case for Sliding along X-Direction : 105

Governing Disturbing Force : -980.979 kgf

Governing Restoring Force : 7772.441 kgf

Minimum Sliding Ratio for the Critical Load Case : 7.923

Critical Load Case for Overturning about X-Direction : 105

Governing Overturning Moment : 109.914 kNm

Governing Resisting Moment : 236.191 kNm

Minimum Overturning Ratio for the Critical Load Case : 2.149

Critical Load Case for Sliding along Z-Direction : 105

Governing Disturbing Force : 4946.066 kgf




Shear Calculation

Punching Shear Check

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

Punching Shear Force, Vu = 50624.227 kgf, Load Case # 213

Along X Direction

(Shear Plane Parallel to Global X Axis)


Critical Load Case for Overturning about Z-Direction : 105




Total Footing Depth, D = 0.600m

Calculated Effective Depth, deff

= D - Ccover

- 1.0 = 0.498 m 1 inch is deducted from total depth to cater bar dia(US Convention).

For rectangular column, = Bcol / Dcol = 1.000

From ACI Cl.11.12.2.1, bo for column= 3.993 m

Equation 11-33, Vc1

= 458811.711kgf

Equation 11-34, Vc2 = 534647.648kgf

Equation 11-35, Vc3

= 305874.474kgf

Punching shear strength, Vc

= 0.75 X minimum of (Vc1

, Vc2

, Vc3

) = 229405.856kgf

0.75 X Vc > Vu hence, OK



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)


> Vuz

where Vuz



about the Z axis.

Design for Flexure about Z Axis

(For Reinforcement Parallel to X Axis)

From ACI Cl.11.3.1.1, Vc

= 103112.394kgf

Distance along X to design for shear,D

x= 0.801 m

From above calculations, 0.75 X Vc = 77334.296 kgf

Critical load case for Vux is # 213 17439.932 kgf

0.75 X Vc > Vux hence, OK


= 118676.529 kgf

Distance along X to design for shear, Dz = 2.095 m


Critical load case for Vuz is # 210 14558.004 kgf

0.75 X Vc > Vuz hence, OK



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 ConcreteDesign (5th ed.) by Salmon and Wang (Ref. 1)

Critical Load Case # 210

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

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 = 0.850

From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200

From Ref. 1, Eq. 3.8.4a, constant m = 23.529

Design for flexure about Z axis isperformed at the face of the column at

a distance, Dx =1.096 m

Ultimate moment, 140.305 kNm

Nominal moment capacity, Mn

= 155.894 kNm

Required = 0.00049

Since OK

Area of Steel Required, As = 4.787 in2

Selected bar Size = #4

Minimum spacing allowed (Smin) = = 2.000 in

Selected spacing (S) = 5.022 in

Smin

<= S <= Smax

and selected bar size < selected maximum bar size...

The reinforcement is accepted.

According to ACI 318-05 Clause No- 10.6.4

Max spacing for Cracking Consideration = 7.566 in

Safe for Cracking Aspect.

#4 @ 5.000 in o.c.

Required development length for bars = =0.305 m

Available development length for bars, DL

=1.020 m

Try bar size # 4 Area of one bar = 0.200 in2

Number of bars required, Nbar

= 24

Total reinforcement area, As_total

= Nbar

X (Area of one bar) = 4.800 in2

deff

= D - Ccover

- 0.5 X (dia. of one bar) 0.517 m



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 ConcreteDesign (5th ed.) by Salmon and Wang (Ref. 1)




=

Reinforcement ratio, = 0.00193

From ACI Cl.7.6.1, minimum req'd cleardistance between bars, C

d=

max (Diameter of one bar, 1.0,Min. User Spacing) =

5.022 in


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200


Design for flexure about X axis isperformed at the face of the column at

a distance, Dz

=1.299 m


Nominal moment capacity, Mn = 199.418 kNm

Required = 0.00077

Since OK

Area of Steel Required, As

= 4.665 in2

Selected Bar Size = #5

Minimum spacing allowed (Smin) = 2.000 in







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 depthand surcharge only, top reinforcement value for all pure uplift load cases will be the same.

Design For Top Reinforcement Parallel to Z Axis

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


Smin

<= S <= Smax





UnSafe for Cracking Aspect.

#5 @ 7.000 in o.c.



=1.020 m


Number of bars required, Nbar = 14

Total reinforcement area, As_total = Nbar X (Area of one bar) = 4.340 in2

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

=

0.503 m


From ACI Cl.7.6.1, minimum req'd cleardistance between bars, Cd =

max (Diameter of one bar, 1.0, Min.User Spacing) =

7.644 in

0.850





Design For Top Reinforcement Parallel to X Axis

First load case to be in pure uplift #

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

Factor from ACI Cl.10.2.7.3 =

From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200


Design for flexure about A axis isperformed at the face of the column

at a distance, Dx =1.299 m



= 110.748 kNm

Required = 0.00043

Since OK





Smin

<= S <= Smax






#3 @ 2 in o.c.






Pedestal Design Calculations

Strength and Moment Along Reinforcement in X direction

Strength and Moment from Concrete

Calculate strength and moment from one bar.


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200






Required = 0.00029

Since OK


= 4.787 in2


Minimum spacing allowed (Smin

) = 2.000 in


Smin

<= S <= Smax






#4 @ 5 in o.c.

Critical Load Case: 213

Bar size : # 4

Number of Bars : 24

Steel Area : 4.0250 sq.in

Neutral Axis Depth (Xb): 0.0537 m

Cc = 40720.223 kgf

Mc

= 90.721 kNm



Strength and Moment Along Reinforcement in Z direction



Distance between extreme fiber andbar,

db 0.084 m

Strain in bar, = -0.0017

Maximum Strain, = 0.0021

as

-34712010.141

kgf/m2

0.0016

as

0.000 kgf/m2

-6942.388

kgf

-11.292 kNm

Total Bar Capacity, Cs

= -62827.042

kgf

Capacity of Column = Cc + Cs =-

22106.818kgf

Total Bar Moment, Ms = 7.112 kNm

Total Moment = Mc + Ms = 97.833 kNm

Bar size : # 4

Number of Bars : 24



Cc = 40720.223 kgf

Mc

= 90.721 kNm

Distance between extreme fiberand bar,

db 0.084 m



as

-34712010.141

kgf/m2

0.0016

as

kgf/m2

-6942.388

kgf



Isolated Footing 4

Input Values

Footing Geomtery

-11.292 kNm


= -62827.042

kgf


22106.818kgf



Check for bi-axial bending, 0.502

Design Moment Mnx= 1.470 kNm

Design Moment Mnz= 5669.747 kNm

Total Moment Mox= 9976.404 kNm

Total Moment Moz= 9976.404 kNm

if Mnx

or Mnz

= 0, then = 1.0

otherwise, = 1.24





Column Dimensions

Pedestal

Design Parameters


Soil Properties


Design Calculations

Footing Size































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








101 1.000 x DL

102 1.000 x DL+1.000 x LL

103 1.000 x DL+0.750 x LL

104 1.000 x DL+1.000 x WLX

105 1.000 x DL+1.000 x WLZ

106 1.000 x DL+0.700 x ELX

107 1.000 x DL+0.700 x ELZ

108 1.000 x DL+0.750 x LL+0.750 x WLX

109 1.000 x DL+0.750 x LL+0.750 x WLZ

110 1.000 x DL+0.750 x LL+0.525 x ELX

111 1.000 x DL+0.750 x LL+0.525 x ELZ




201 1.400 x DL

202 1.200 x DL+1.600 x LL

203 1.200 x DL+1.000 x LL

204 1.200 x DL+0.800 x WLX

205 1.200 x DL+0.800 x WLZ

206 1.200 x DL+1.000 x LL+1.600 x WLX

207 1.200 x DL+1.000 x LL+1.600 x WLZ

208 1.200 x DL+1.000 x LL+1.000 x ELX

209 1.200 x DL+1.000 x LL+1.000 x ELZ

210 1.200 x DL+1.600 x WLX

211 1.200 x DL+1.600 x WLZ

212 1.200 x DL+1.000 x ELX

213 1.200 x DL+1.000 x ELZ


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

101 8661.264 -21.119 584.358 0.016 0.964

102 8849.825 -20.736 609.412 0.020 0.977

103 8802.685 -20.832 603.148 0.019 0.974

104 5680.307 1383.753 236.955 -0.028 -61.063

105 31299.688 -1031.955 5610.064 0.763 46.325

106 9417.908 -384.107 462.533 -0.005 -14.134

107 17361.076 -44.994 -991.666 -0.217 0.029

108 6566.968 1032.823 342.596 -0.014 -45.546

109 25781.502 -778.958 4372.428 0.579 34.994

110 9370.169 -293.073 511.780 0.003 -10.350

111 15327.545 -38.737 -578.869 -0.156 0.273


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

201 12125.769 -29.567 818.101 0.023 1.349

202 10695.215 -24.730 741.316 0.026 1.177

203 10582.078 -24.960 726.283 0.023 1.170

204 8008.751 1098.555 423.307 -0.016 -48.464

205 28504.255 -834.012 4721.794 0.616 37.445

206 5812.548 2222.837 170.439 -0.047 -98.073

207 46803.553 -1642.297 8767.414 1.217 73.747

208 11662.999 -543.514 552.249 -0.008 -20.399

209 23010.380 -59.066 -1525.179 -0.310 -0.166

210 5623.986 2222.453 145.385 -0.051 -98.086

211 46614.993 -1642.680 8742.360 1.214 73.734



Final Footing Size


If Au




212 11474.437 -543.897 527.195 -0.011 -20.412

213 22821.819 -59.449 -1550.233 -0.314 -0.179



Area from initial length and width, Ao

=Lo

X Wo

= 1.032 m2

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

= 0.489 m2

Note: Amin

is an initial estimation.





Area (A2) = 4.088 m2

Load Case

Pressure atcorner 1

(q1)

(kgf/m2)

Pressure atcorner 2

(q2)

(kgf/m2)

Pressure atcorner 3

(q3)

(kgf/m2)

Pressure atcorner 4

(q4)

(kgf/m2)

Area of footingin uplift (A

u)

(m2)

107 10352.6467 10185.3761 7225.9542 7393.2248 0.000

104 -1912.8829 13080.0054 13776.4494 -1216.4389 0.425

105 9514.2209 -1795.6500 14884.1066 26193.9775 0.033

105 9514.2209 -1795.6500 14884.1066 26193.9775 0.033

Load Case


(kgf/m2)


(kgf/m2)


(kgf/m2)


(kgf/m2)

107 10352.6467 10185.3761 7225.9542 7393.2248

104 0.0000 13145.7473 13953.2170 0.0000

105 9516.4780 0.0000 14887.7510 26226.1155

105 9516.4780 0.0000 14887.7510 26226.1155








overturning

Load CaseNo.

Along X-Direction

Along Z-Direction

About X-Direction

About Z-Direction

101 644.638 23.298 23.116 170.764

102 661.104 22.495 22.314 171.401

103 656.931 22.689 22.508 171.242

104 8.762 51.165 51.103 2.374

105 24.161 4.444 4.388 6.472

106 36.429 30.252 30.070 44.341

107 399.260 18.115 17.820 315.272

108 12.168 36.682 36.509 3.298

109 28.467 5.071 5.008 7.621

110 47.663 27.294 27.109 64.504

111 437.494 29.277 28.734 269.621














Governing Overturning Moment : -91.594 kNm





Shear Calculation


Effective depth, deff

, increased until 0.75XVc

Punching Shear Force


Along X Direction



> Vux

where Vux





= D - Ccover



From ACI Cl.11.12.2.1, bo for column= 3.993 m

Equation 11-33, Vc1

= 458811.711kgf

Equation 11-34, Vc2 = 534647.648kgf

Equation 11-35, Vc3

= 305874.474kgf

Punching shear strength, Vc = 0.75 X minimum of (Vc1, Vc2, Vc3) = 229405.856kgf



= 70038.607kgf


x= 1.866 m



about the X axis.

One-Way Shear Check

Along Z Direction



> Vuz

where Vuz



about the Z axis.










= 85602.742 kgf



Critical load case for Vuz is # 207 8973.180 kgf








From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200



a distance, Dx =0.664 m



= 122.622 kNm

Required = 0.00054

Since OK



Minimum spacing allowed (Smin) = = 2.000 in


Smin

<= S <= Smax






#3 @ 2.000 in o.c.



=0.588 m



= 32


= Nbar


deff

= D - Ccover

- 0.5 X (dia. of one bar)

=

0.519 m



d=


2.633 in











From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200



a distance, Dz =0.868 m



= 196.775 kNm

Required = 0.00111

Since OK




) = 2.000 in


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















#3 @ 2.000 in o.c.



=0.588 m


Number of bars required, Nbar = 28

Total reinforcement area, As_total = Nbar X (Area of one bar) = 3.080 in2

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

=

0.506 m


From ACI Cl.7.6.1, minimum req'd cleardistance between bars, Cd =


2.431 in


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200














Required = 0.00019

Since OK




) = 2.000 in


Smin

<= S <= Smax






#5 @ 8 in o.c.


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606









From ACI Cl.7.12.2, = 0.00200






Required = 0.00011

Since OK


= 3.453 in2



) = 2.000 in


Smin

<= S <= Smax






#3 @ 2 in o.c.


Bar size : # 5

Number of Bars : 24



Cc = 39398.844 kgf

Mc

= 88.063 kNm


db 0.084 m








as

-37927652.494

kgf/m2

0.0016

as

0.000 kgf/m2

-7585.515

kgf

-12.338 kNm


= -64756.423

kgf


25357.579kgf



Bar size : # 5

Number of Bars : 24



Cc = 39398.844 kgf

Mc

= 88.063 kNm


db 0.084 m



as

-37927652.494

kgf/m2

0.0016

as

kgf/m2

-7585.515

kgf

-12.338 kNm

Total Bar Capacity, Cs = -64756.423

kgf

Capacity of Column =-

kgf



Isolated Footing 5

Input Values

Footing Geomtery

Cc + Cs = 25357.579




Design Moment Mnx

= 1.267 kNm

Design Moment Mnz

= 2877.644 kNm

Total Moment Mox

= 9385.357 kNm

Total Moment Moz

= 9385.357 kNm

if Mnx or Mnz = 0, then = 1.0

otherwise, = 1.24









Column Dimensions

Pedestal

Design Parameters


Soil Properties


Design Calculations

Footing Size



























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








101 1.000 x DL

102 1.000 x DL+1.000 x LL

103 1.000 x DL+0.750 x LL

104 1.000 x DL+1.000 x WLX

105 1.000 x DL+1.000 x WLZ

106 1.000 x DL+0.700 x ELX

107 1.000 x DL+0.700 x ELZ

108 1.000 x DL+0.750 x LL+0.750 x WLX

109 1.000 x DL+0.750 x LL+0.750 x WLZ

110 1.000 x DL+0.750 x LL+0.525 x ELX

111 1.000 x DL+0.750 x LL+0.525 x ELZ




201 1.400 x DL

202 1.200 x DL+1.600 x LL

203 1.200 x DL+1.000 x LL

204 1.200 x DL+0.800 x WLX

205 1.200 x DL+0.800 x WLZ

206 1.200 x DL+1.000 x LL+1.600 x WLX

207 1.200 x DL+1.000 x LL+1.600 x WLZ

208 1.200 x DL+1.000 x LL+1.000 x ELX

209 1.200 x DL+1.000 x LL+1.000 x ELZ

210 1.200 x DL+1.600 x WLX

211 1.200 x DL+1.600 x WLZ

212 1.200 x DL+1.000 x ELX

213 1.200 x DL+1.000 x ELZ


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

101 4388.587 -13.808 17.880 0.258 0.594

102 4389.679 -11.631 18.219 0.265 0.529

103 4389.406 -12.175 18.134 0.263 0.545

104 2650.467 1253.655 1.266 0.019 -53.550

105 4525.944 -971.365 36.701 0.930 40.994

106 4639.584 -181.299 17.218 0.243 -7.420

107 4745.298 -28.917 5.922 -0.033 0.028

108 3085.815 938.422 5.674 0.084 -40.062

109 4492.423 -730.343 32.250 0.767 30.846

110 4577.653 -137.794 17.637 0.251 -5.465

111 4656.939 -23.507 9.165 0.045 0.121


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

201 6144.022 -19.331 25.032 0.361 0.831

202 5268.051 -13.087 21.999 0.320 0.609

203 5267.396 -14.393 21.795 0.316 0.648

204 3875.808 997.401 8.165 0.118 -42.602

205 5376.190 -782.615 36.513 0.847 33.033

206 2486.403 2013.549 -4.787 -0.066 -85.982

207 5487.167 -1546.483 51.908 1.392 65.288

208 5625.962 -253.666 20.849 0.294 -10.799

209 5776.983 -35.976 4.711 -0.100 -0.160

210 2485.311 2011.372 -5.126 -0.073 -85.917

211 5486.076 -1548.660 51.569 1.385 65.353

212 5624.870 -255.843 20.510 0.288 -10.735

213 5775.892 -38.153 4.373 -0.106 -0.096




Final Footing Size


If Au






Area from initial length and width, Ao =Lo X Wo = 1.032 m2

Min. area required from bearing pressure, Amin

=P / qmax = 0.130 m2

Note: Amin is an initial estimation.

P = Critical Factored Axial Load(without self weight/buoyancy/soil).q

max= Respective Factored Bearing Capacity.




Area (A2) = 3.884 m2

Load Case

Pressure atcorner 1

(q1)

(kgf/m2)

Pressure atcorner 2

(q2)

(kgf/m2)

Pressure atcorner 3

(q3)

(kgf/m2)

Pressure atcorner 4

(q4)

(kgf/m2)

Area of footingin uplift (Au)

(m2)

105 11116.8081 54.6521 305.6068 11367.7628 0.000

104 -1970.4713 12420.3215 12427.1067 -1963.6861 0.466

104 -1970.4713 12420.3215 12427.1067 -1963.6861 0.466

105 11116.8081 54.6521 305.6068 11367.7628 0.000

Load Case


(kgf/m2)


(kgf/m2)


(kgf/m2)


(kgf/m2)

105 11116.8081 54.6521 305.6068 11367.7628

104 0.0000 12645.0738 12654.9993 0.0000

104 0.0000 12645.0738 12654.9993 0.0000

105 11116.8081 54.6521 305.6068 11367.7628





Shear Calculation



overturning

Load CaseNo.

Along X-Direction

Along Z-Direction

About X-Direction

About Z-Direction

101 798.241 616.438 361.963 213.941

102 947.688 605.003 354.242 244.581

103 905.316 607.821 356.141 236.127

104 8.099 8017.982 4623.300 2.180

105 11.418 302.193 136.548 3.098

106 61.487 647.453 383.671 56.844

107 387.338 1891.443 2462.198 293.217

108 11.051 1827.783 1062.714 2.976

109 15.163 343.381 160.426 4.112

110 80.676 630.286 371.757 79.952

111 474.600 1217.210 968.142 304.070
























Along X Direction


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.



= D - Ccover



From ACI Cl.11.12.2.1, bo

for column= 3.993 m

Equation 11-33, Vc1

= 458811.711kgf

Equation 11-34, Vc2

= 534647.648kgf

Equation 11-35, Vc3 = 305874.474kgf




= 68093.091kgf


x= 1.841 m

From above calculations, 0.75 X Vc

= 51069.818 kgf



One-Way Shear Check

Along Z Direction



> Vuz

where Vuz



about the Z axis.









= 83657.226 kgf



= 62742.919 kgf

Critical load case for Vuz

is # 211 4325.558 kgf



From ACI Cl. 10.3.2, = 0.02142







From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200



a distance, Dx

=0.639 m



= 104.148 kNm

Required = 0.00047

Since OK




) = = 2.000 in


Smin

<= S <= Smax






#4 @ 4.000 in o.c.



=0.563 m



= 17


= Nbar


deff

= D - Ccover


=

0.517 m



d=


4.969 in











From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200



a distance, Dz

=0.842 m



= 50.842 kNm

Required = 0.00030

Since OK


= 3.289 in2




Smin

<= S <= Smax















#3 @ 2.000 in o.c.



=0.563 m



= 27


= Nbar


deff

= D - Ccover


=

0.503 m



d=


2.447 in


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200














Required = 0.00018

Since OK


= 2.677 in2



) = 2.000 in


Smin

<= S <= Smax






#3 @ 2 in o.c.


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200














Required = 0.00010

Since OK




) = 2.000 in


Smin

<= S <= Smax






#4 @ 4 in o.c.


Bar size : # 3

Number of Bars : 24



Cc = 47843.900 kgf

Mc

= 104.719 kNm


db 0.084 m








as

-20436179.438

kgf/m2

0.0016

as

0.000 kgf/m2

-4087.227

kgf

-6.648 kNm


kgf

Capacity of Column = Cc

+ Cs

=-

6417.661kgf

Total Bar Moment, Ms

= 21.044 kNm

Total Moment = Mc

+ Ms

= 125.764 kNm

Bar size : # 3

Number of Bars : 24



Cc

= 47843.900 kgf

Mc = 104.719 kNm


db 0.084 m



as

-20436179.438

kgf/m2

0.0016

as

kgf/m2

-4087.227

kgf

-6.648 kNm


kgf


6417.661kgf




Isolated Footing 2351

Input Values

Footing Geomtery

Column Dimensions



Design Moment Mnx

= 0.792 kNm

Design Moment Mnz

= 20.068 kNm

Total Moment Mox

= 12824.569 kNm

Total Moment Moz

= 12824.569 kNm


otherwise, = 1.24









Pedestal

Design Parameters


Soil Properties


Design Calculations

Footing Size



























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






101 1.000 x DL

102 1.000 x DL+1.000 x LL

103 1.000 x DL+0.750 x LL



104 1.000 x DL+1.000 x WLX

105 1.000 x DL+1.000 x WLZ

106 1.000 x DL+0.700 x ELX

107 1.000 x DL+0.700 x ELZ

108 1.000 x DL+0.750 x LL+0.750 x WLX

109 1.000 x DL+0.750 x LL+0.750 x WLZ

110 1.000 x DL+0.750 x LL+0.525 x ELX

111 1.000 x DL+0.750 x LL+0.525 x ELZ




201 1.400 x DL

202 1.200 x DL+1.600 x LL

203 1.200 x DL+1.000 x LL

204 1.200 x DL+0.800 x WLX

205 1.200 x DL+0.800 x WLZ

206 1.200 x DL+1.000 x LL+1.600 x WLX

207 1.200 x DL+1.000 x LL+1.600 x WLZ

208 1.200 x DL+1.000 x LL+1.000 x ELX

209 1.200 x DL+1.000 x LL+1.000 x ELZ

210 1.200 x DL+1.600 x WLX

211 1.200 x DL+1.600 x WLZ

212 1.200 x DL+1.000 x ELX

213 1.200 x DL+1.000 x ELZ


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

101 8010.615 328.059 -751.474 0.043 -6.156

102 16650.700 617.464 -1293.364 0.152 -12.959

103 14490.679 545.113 -1157.891 0.124 -11.258

104 7252.085 1111.415 -802.095 0.069 -39.690

105 -19436.578 1115.404 4689.678 0.655 -38.790

106 8417.253 -144.567 -830.229 0.033 -24.702

107 16120.994 308.062 -2241.784 -0.128 -6.708

108 13921.781 1132.630 -1195.857 0.144 -36.409

109 -6094.716 1135.622 2922.973 0.584 -35.734

110 14795.658 190.643 -1216.957 0.118 -25.168

111 20573.462 530.115 -2275.624 -0.004 -11.673


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

201 11214.862 459.283 -1052.064 0.060 -8.618

202 23436.874 856.719 -1768.792 0.226 -18.272

203 18252.823 683.076 -1443.659 0.160 -14.190

204 9005.915 1020.355 -942.266 0.072 -34.214

205 -12345.015 1023.547 3451.153 0.541 -33.494

206 17039.175 1936.445 -1524.652 0.202 -67.846

207 -25662.685 1942.828 7262.186 1.140 -66.405

208 18833.734 7.896 -1556.165 0.147 -40.685

209 29839.079 654.508 -3572.673 -0.084 -14.980

210 8399.091 1647.040 -982.762 0.093 -61.042

211 -34302.768 1653.423 7804.075 1.031 -59.601

212 10193.649 -281.509 -1014.275 0.038 -33.881

213 21198.994 365.103 -3030.783 -0.193 -8.176





=P / qmax = 0.344 m2



Final Footing Size


If Au










Area (A2) = 7.634 m2

Load Case

Pressure atcorner 1

(q1)

(kgf/m2)

Pressure atcorner 2

(q2)

(kgf/m2)

Pressure atcorner 3

(q3)

(kgf/m2)

Pressure atcorner 4

(q4)

(kgf/m2)


u)

(m2)

111 7847.5499 9293.5059 6561.5845 5115.6286 0.000

111 7847.5499 9293.5059 6561.5845 5115.6286 0.000

105 -2830.8344 1091.9853 6757.2626 2834.4429 1.368

111 7847.5499 9293.5059 6561.5845 5115.6286 0.000

Load Case

Pressure atcorner 1 (q

1)

(kgf/m2)


2)

(kgf/m2)


3)

(kgf/m2)


4)

(kgf/m2)

111 7847.5499 9293.5059 6561.5845 5115.6286

111 7847.5499 9293.5059 6561.5845 5115.6286

105 0.0000 0.0000 8351.9046 2451.6504

111 7847.5499 9293.5059 6561.5845 5115.6286





Shear Calculation



overturning

Load CaseNo.

Along X-Direction

Along Z-Direction

About X-Direction

About Z-Direction

101 64.673 28.233 37.069 40.246

102 41.357 19.744 25.994 24.407

103 44.865 21.122 27.795 26.684

104 18.749 25.979 34.153 8.245

105 6.718 1.598 2.079 3.003

106 148.167 25.800 33.848 25.298

107 82.035 11.273 14.725 47.542

108 21.342 20.213 26.615 10.002

109 12.473 4.846 6.289 5.920

110 129.085 20.222 26.598 21.285

111 51.872 12.084 15.823 29.895
























Along X Direction



about the X axis.



= D - Ccover




for column= 3.993 m

Equation 11-33, Vc1

= 458811.711kgf

Equation 11-34, Vc2

= 534647.648kgf

Equation 11-35, Vc3 = 305874.474kgf




= 99221.361kgf


x= 0.725 m


= 74416.020 kgf



One-Way Shear Check

Along Z Direction



> Vuz

where Vuz



about the Z axis.









= 112839.979 kgf



= 84629.984 kgf


is # 206 15215.757 kgf



From ACI Cl. 10.3.2, = 0.02142







From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200



a distance, Dx

=1.045 m



= 162.174 kNm

Required = 0.00054

Since OK




) = = 2.000 in


Smin

<= S <= Smax






#4 @ 4.000 in o.c.



=0.969 m



= 23


= Nbar


deff

= D - Ccover


=

0.517 m



d=


4.977 in











From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200



a distance, Dz

=1.223 m



= 210.563 kNm

Required = 0.00085

Since OK


= 4.436 in2




Smin

<= S <= Smax















#3 @ 2.000 in o.c.



=0.969 m



= 38


= Nbar


deff

= D - Ccover


=

0.503 m



d=


2.584 in


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200














Required = 0.00038

Since OK


= 3.900 in2



) = 2.000 in


Smin

<= S <= Smax






#3 @ 2 in o.c.


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200














Required = 0.00026

Since OK




) = 2.000 in


Smin

<= S <= Smax






#4 @ 4 in o.c.


Bar size : # 4

Number of Bars : 24



Cc = 40125.398 kgf

Mc

= 89.527 kNm


db 0.084 m








as

-36133337.630

kgf/m2

0.0016

as

0.000 kgf/m2

-7226.653

kgf

-11.754 kNm


kgf


+ Cs

=-

23554.439kgf


= 5.725 kNm

Total Moment = Mc

+ Ms

= 95.252 kNm

Bar size : # 4

Number of Bars : 24



Cc

= 40125.398 kgf

Mc = 89.527 kNm


db 0.084 m



as

-36133337.630

kgf/m2

0.0016

as

kgf/m2

-7226.653

kgf

-11.754 kNm


kgf


23554.439kgf





Input Values

Footing Geomtery

Column Dimensions



Design Moment Mnx

= 15.649 kNm

Design Moment Mnz

= 5578.264 kNm

Total Moment Mox

= 9713.192 kNm

Total Moment Moz

= 9713.192 kNm


otherwise, = 1.24









Pedestal

Design Parameters


Soil Properties


Design Calculations

Footing Size



























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






101 1.000 x DL

102 1.000 x DL+1.000 x LL

103 1.000 x DL+0.750 x LL



104 1.000 x DL+1.000 x WLX

105 1.000 x DL+1.000 x WLZ

106 1.000 x DL+0.700 x ELX

107 1.000 x DL+0.700 x ELZ

108 1.000 x DL+0.750 x LL+0.750 x WLX

109 1.000 x DL+0.750 x LL+0.750 x WLZ

110 1.000 x DL+0.750 x LL+0.525 x ELX

111 1.000 x DL+0.750 x LL+0.525 x ELZ




201 1.400 x DL

202 1.200 x DL+1.600 x LL

203 1.200 x DL+1.000 x LL

204 1.200 x DL+0.800 x WLX

205 1.200 x DL+0.800 x WLZ

206 1.200 x DL+1.000 x LL+1.600 x WLX

207 1.200 x DL+1.000 x LL+1.600 x WLZ

208 1.200 x DL+1.000 x LL+1.000 x ELX

209 1.200 x DL+1.000 x LL+1.000 x ELZ

210 1.200 x DL+1.600 x WLX

211 1.200 x DL+1.600 x WLZ

212 1.200 x DL+1.000 x ELX

213 1.200 x DL+1.000 x ELZ


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

101 11379.871 246.315 783.037 -0.187 -8.106

102 19681.750 617.937 1341.153 -0.476 -23.117

103 17606.279 525.031 1201.624 -0.404 -19.364

104 9031.872 1232.370 433.075 -0.026 -49.967

105 33472.524 1237.935 5769.972 0.496 -50.506

106 12019.358 -284.923 696.469 -0.201 -30.264

107 19325.367 228.594 -692.243 -0.354 -8.656

108 15845.280 1264.573 939.152 -0.283 -50.760

109 34175.766 1268.746 4941.825 0.109 -51.164

110 18085.896 126.603 1136.698 -0.414 -35.983

111 23565.402 511.741 95.164 -0.529 -19.776


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

201 15931.820 344.841 1096.252 -0.262 -11.348

202 26938.851 890.173 1832.631 -0.687 -33.744

203 21957.725 667.200 1497.761 -0.514 -24.738

204 11777.446 1084.422 659.675 -0.096 -43.216

205 31329.966 1088.874 4929.192 0.322 -43.647

206 18200.925 2244.888 937.820 -0.256 -91.716

207 57305.966 2253.792 9476.856 0.580 -92.578

208 22871.278 -91.711 1374.091 -0.533 -56.392

209 33308.435 641.884 -609.783 -0.752 -25.523

210 9899.047 1873.266 379.704 0.033 -76.705

211 49004.087 1882.171 8918.740 0.869 -77.568

212 14569.400 -463.333 815.976 -0.244 -41.382

213 25006.556 270.263 -1167.899 -0.463 -10.512





=P / qmax = 0.528 m2



Final Footing Size


If Au










Area (A2) = 3.040 m2

Load Case

Pressure atcorner 1

(q1)

(kgf/m2)

Pressure atcorner 2

(q2)

(kgf/m2)

Pressure atcorner 3

(q3)

(kgf/m2)

Pressure atcorner 4

(q4)

(kgf/m2)


u)

(m2)

107 10802.0732 14303.6747 11044.9960 7543.3945 0.000

108 -2405.3124 17700.9965 21962.8460 1856.5371 0.102

105 -7693.3984 12197.8595 38847.8269 18956.5691 0.170

105 -7693.3984 12197.8595 38847.8269 18956.5691 0.170

Load Case


1)

(kgf/m2)


2)

(kgf/m2)


3)

(kgf/m2)


4)

(kgf/m2)

107 10802.0732 14303.6747 11044.9960 7543.3945

108 0.0000 17676.1079 22074.6042 1778.9737

105 0.0000 11914.1094 39570.9607 18734.9028

105 0.0000 11914.1094 39570.9607 18734.9028





Shear Calculation



overturning

Load CaseNo.

Along X-Direction

Along Z-Direction

About X-Direction

About Z-Direction

101 51.280 16.131 13.991 14.406

102 27.158 12.513 10.911 7.052

103 29.987 13.102 11.415 7.856

104 9.297 26.455 22.760 2.293

105 19.126 4.104 3.507 4.699

106 45.454 18.595 16.165 8.341

107 72.634 23.985 20.113 18.717

108 11.754 15.827 13.767 2.918

109 18.939 4.862 4.168 4.688

110 126.253 14.062 12.267 6.366

111 36.588 196.753 225.654 9.307
























Along X Direction



about the X axis.



= D - Ccover




for column= 3.993 m

Equation 11-33, Vc1

= 458811.711kgf

Equation 11-34, Vc2

= 534647.648kgf

Equation 11-35, Vc3 = 305874.474kgf




= 60311.023kgf


x= 1.714 m


= 45233.267 kgf



One-Way Shear Check

Along Z Direction



> Vuz

where Vuz



about the Z axis.









= 73929.641 kgf



= 55447.231 kgf


is # 207 1643.412 kgf



From ACI Cl. 10.3.2, = 0.02142







From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200



a distance, Dx

=0.537 m



= 127.511 kNm

Required = 0.00065

Since OK




) = = 2.000 in


Smin

<= S <= Smax






#4 @ 4.000 in o.c.



=0.461 m



= 15


= Nbar


deff

= D - Ccover


=

0.517 m



d=


4.964 in











From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200



a distance, Dz

=0.715 m



= 191.521 kNm

Required = 0.00127

Since OK


= 2.906 in2




Smin

<= S <= Smax















#3 @ 2.000 in o.c.



=0.461 m



= 24


= Nbar


deff

= D - Ccover


=

0.503 m



d=


2.418 in


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200














Required = 0.00013

Since OK


= 2.371 in2



) = 2.000 in


Smin

<= S <= Smax






#4 @ 5 in o.c.


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200














Required = 0.00007

Since OK




) = 2.000 in


Smin

<= S <= Smax






#4 @ 4 in o.c.


Bar size : # 5

Number of Bars : 24



Cc = 38445.584 kgf

Mc

= 86.134 kNm


db 0.084 m








as

-40384710.295

kgf/m2

0.0016

as

0.000 kgf/m2

-8076.925

kgf

-13.137 kNm


kgf


+ Cs

=-

27785.071kgf


= 1.576 kNm

Total Moment = Mc

+ Ms

= 87.710 kNm

Bar size : # 5

Number of Bars : 24



Cc

= 38445.584 kgf

Mc = 86.134 kNm


db 0.084 m



as

-40384710.295

kgf/m2

0.0016

as

kgf/m2

-8076.925

kgf

-13.137 kNm


kgf


27785.071kgf





Input Values

Footing Geomtery

Column Dimensions



Design Moment Mnx

= 16.539 kNm

Design Moment Mnz

= 2193.588 kNm

Total Moment Mox

= 8944.094 kNm

Total Moment Moz

= 8944.094 kNm


otherwise, = 1.24









Pedestal

Design Parameters


Soil Properties


Design Calculations

Footing Size



























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






101 1.000 x DL

102 1.000 x DL+1.000 x LL

103 1.000 x DL+0.750 x LL



104 1.000 x DL+1.000 x WLX

105 1.000 x DL+1.000 x WLZ

106 1.000 x DL+0.700 x ELX

107 1.000 x DL+0.700 x ELZ

108 1.000 x DL+0.750 x LL+0.750 x WLX

109 1.000 x DL+0.750 x LL+0.750 x WLZ

110 1.000 x DL+0.750 x LL+0.525 x ELX

111 1.000 x DL+0.750 x LL+0.525 x ELZ




201 1.400 x DL

202 1.200 x DL+1.600 x LL

203 1.200 x DL+1.000 x LL

204 1.200 x DL+0.800 x WLX

205 1.200 x DL+0.800 x WLZ

206 1.200 x DL+1.000 x LL+1.600 x WLX

207 1.200 x DL+1.000 x LL+1.600 x WLZ

208 1.200 x DL+1.000 x LL+1.000 x ELX

209 1.200 x DL+1.000 x LL+1.000 x ELZ

210 1.200 x DL+1.600 x WLX

211 1.200 x DL+1.600 x WLZ

212 1.200 x DL+1.000 x ELX

213 1.200 x DL+1.000 x ELZ


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

101 5909.234 126.717 24.610 0.274 -5.257

102 12330.327 557.035 15.037 0.124 -24.840

103 10725.053 449.455 17.430 0.162 -19.945

104 5326.912 1174.801 4.592 0.077 -47.359

105 6236.483 1201.035 47.373 0.974 -48.114

106 6223.717 -156.944 22.722 0.252 -18.861

107 6319.274 110.777 13.047 0.024 -5.882

108 10288.312 1235.518 2.417 0.014 -51.521

109 10970.490 1255.194 34.502 0.687 -52.087

110 10960.915 236.709 16.015 0.145 -30.148

111 11032.583 437.500 8.758 -0.026 -20.413


LCAxial(kgf)

Shear X(kgf)

Shear Z(kgf)

Moment X(kNm)

Moment Z(kNm)

201 8272.927 177.404 34.454 0.384 -7.360

202 17364.829 840.569 14.215 0.089 -37.642

203 13512.174 582.378 19.959 0.179 -25.892

204 6625.223 990.528 13.518 0.172 -39.990

205 7352.880 1011.515 47.742 0.889 -40.594

206 12580.459 2259.312 -12.069 -0.136 -93.255

207 14035.772 2301.287 56.379 1.299 -94.463

208 13961.435 177.147 17.262 0.148 -45.326

209 14097.945 559.606 3.441 -0.178 -26.784

210 6159.365 1828.995 -2.496 0.014 -73.672

211 7614.679 1870.969 65.952 1.449 -74.880

212 7540.342 -253.170 26.835 0.298 -25.743

213 7676.852 129.288 13.014 -0.028 -7.201





=P / qmax = 0.233 m2



Final Footing Size


If Au










Area (A2) = 3.303 m2

Load Case

Pressure atcorner 1

(q1)

(kgf/m2)

Pressure atcorner 2

(q2)

(kgf/m2)

Pressure atcorner 3

(q3)

(kgf/m2)

Pressure atcorner 4

(q4)

(kgf/m2)


u)

(m2)

107 5494.8206 7392.2378 7449.1811 5551.7639 0.000

109 -1342.4664 16838.6901 17102.6402 -1078.5163 0.259

109 -1342.4664 16838.6901 17102.6402 -1078.5163 0.259

107 5494.8206 7392.2378 7449.1811 5551.7639 0.000

Load Case


1)

(kgf/m2)


2)

(kgf/m2)


3)

(kgf/m2)


4)

(kgf/m2)

107 5494.8206 7392.2378 7449.1811 5551.7639

109 0.0000 16874.4277 17164.5923 0.0000

109 0.0000 16874.4277 17164.5923 0.0000

107 5494.8206 7392.2378 7449.1811 5551.7639





Shear Calculation



overturning

Load CaseNo.

Along X-Direction

Along Z-Direction

About X-Direction

About Z-Direction

101 82.737 426.010 255.627 20.754

102 24.585 910.722 598.522 5.880

103 28.684 739.630 470.273 6.882

104 8.676 2219.549 1136.120 2.217

105 8.866 224.766 105.073 2.275

106 67.804 468.323 281.368 11.017

107 96.494 819.263 681.942 20.466

108 10.258 5243.348 3746.663 2.565

109 10.369 377.215 179.127 2.601

110 54.962 812.384 520.003 5.864

111 29.819 1489.538 1551.264 6.917
























Along X Direction



about the X axis.



= D - Ccover




for column= 3.993 m

Equation 11-33, Vc1

= 458811.711kgf

Equation 11-34, Vc2

= 534647.648kgf

Equation 11-35, Vc3 = 305874.474kgf




= 62256.540kgf


x= 1.764 m


= 46692.405 kgf



One-Way Shear Check

Along Z Direction



> Vuz

where Vuz



about the Z axis.









= 77820.675 kgf



= 58365.506 kgf


is # 202 2090.783 kgf



From ACI Cl. 10.3.2, = 0.02142







From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200



a distance, Dx

=0.563 m



= 106.063 kNm

Required = 0.00051

Since OK




) = = 2.000 in


Smin

<= S <= Smax






#3 @ 2.000 in o.c.



=0.487 m



= 29


= Nbar


deff

= D - Ccover


=

0.519 m



d=


2.629 in











From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200



a distance, Dz

=0.766 m



= 59.975 kNm

Required = 0.00038

Since OK


= 3.079 in2




Smin

<= S <= Smax















#3 @ 2.000 in o.c.



=0.487 m



= 25


= Nbar


deff

= D - Ccover


=

0.506 m



d=


2.401 in


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl. 7.12.2, = 0.00200














Required = 0.00015

Since OK


= 2.463 in2



) = 2.000 in


Smin

<= S <= Smax






#5 @ 8 in o.c.


From ACI Cl. 10.3.2, = 0.02142

From ACI Cl. 10.3.3, = 0.01606

From ACI Cl.7.12.2, = 0.00200














Required = 0.00008

Since OK




) = 2.000 in


Smin

<= S <= Smax






#3 @ 2 in o.c.


Bar size : # 5

Number of Bars : 12



Cc = 46811.497 kgf

Mc

= 102.725 kNm


db 0.084 m








as

-22235895.929

kgf/m2

0.0016

as

0.000 kgf/m2

-4447.170

kgf

-7.233 kNm


kgf


+ Cs

=-

8529.892kgf


= 19.288 kNm

Total Moment = Mc

+ Ms

= 122.013 kNm

Bar size : # 5

Number of Bars : 12



Cc

= 46811.497 kgf

Mc = 102.725 kNm


db 0.084 m



as

-22235895.929

kgf/m2

0.0016

as

kgf/m2

-4447.170

kgf

-7.233 kNm


kgf


8529.892kgf






Design Moment Mnx

= 10.326 kNm

Design Moment Mnz

= 27.001 kNm

Total Moment Mox

= 12442.112 kNm

Total Moment Moz

= 12442.112 kNm


otherwise, = 1.24

Print Calculation Sheet



Fundaciones B-2 Salida Staad Foundation

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