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Desain Pondasi

This document provides assumptions and design calculations for a foundation to support a node located at x=0, y=500 using the SANSPRO V.5.10 foundation design utility. Key assumptions include load combinations considered, soil stress patterns allowed, minimum rebar ratios, and temporary and earthquake loading factors. The design calculates requirements for a spread footing foundation to support the node, checking for punching shear, axial capacity, bending, and soil stress limits. Reinforcing ratios are determined for the footing to resist bending stresses.

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0% found this document useful (0 votes)

80 views156 pages

Desain Pondasi

Uploaded by

Herliansyah Herry

We take content rights seriously. If you suspect this is your content, claim it here.

Available Formats

Download as PDF, TXT or read online on Scribd

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SANSPRO V.5.

10 Foundation Design Utility

(C) Nathan Madutujuh, 1988-2018
Code: ACI-318-2011, PBI-91, PBI-2002, PBI-2013
Licensee: Ir. Herliansyah, Jl. Padat Karya, Blok Giok Raya 111, BANJARMASIN

A. ASSUMPTIONS:

1. Reactions Forces

- Reactions are taken Automatically from Load Cases and combined into design group
- User Load Factors will not be used for combinations
- Live Load Reduction Factors use user defined live load reductions:
- Live Load Reduction Factor for Storey Number LLRF1 = 1.0
- Live Load Reduction Factor for Temporer Load LLRF2 = 1.0
- Load combinations for maximum tension/uplift use 0.9*DL
- Load combinations selected = ALL
- Use Vertical Earthquake, Av = 0.13
- Earthquake Magnification, Rho = 1.300

- Forces Included: N,Vx,Vz,Mux,Muz (Axial and Biaxial Bending)

- Axial forces used : Nmin, Nmax to accomodate compression and tension
- Foundation capacity is increased by 130.0 % for temporary loading

2. Spread Footing

- Three Conditions of Soil Stress Pattern (no tension allowed)

- Uplift Force is resisted by slab weight and soil weight
- Rebar Minimum uses value given by user (rho >= 0.15%)
- Slab Thickness is checked for punching shear
- Slab Rebar is calculated for compression and tension condition

3. Pile Foundation

- Pile configuration is from standard/optimum configuration

- Pile to pile/edge distance ratio are determined by user
- Pile min/max force is determined using rigid slab assumption
- Rebar Minimum uses value given by user (rho >= 0.15%)
- Tension pile rebar is determined using max tension force

- Capacity Design Method used

- OmegaFacX = 3.00
- OmegaFacZ = 3.00
- RR1FAC = 0: Pile capacity is not increased, P = 1.0 x P
- RR1FAC = 1: Pile capacity P = P x LFTEMP1 for temporary load (Default = 1.2)
(moderate earthquake case)
- RR1FAC > 0: Pile capacity P = P x LFTEMP2 for temporary load (Default = 1.56)
(strong earthquake case, capacity design)

- Pile capacity is NOT reduced by pile self-weight

- Pile axial capacity is reduced by pile group efficiency
theta = ArcTan(D/s)
eff = 1.0 - theta * ((n-1)*m+(m-1)*n)/(0.5*Pi*m*n)
- Pile lateral capacity reduction factor for 1x1 pile : 1.0
- Pile lateral capacity reduction factor for 2x2 pile : 0.75
- Pile lateral capacity reduction factor for > 3x3 pile : 0.5

4. Pilecap Design

- Pilecap size is from standard/optimum configuration

- Pilecap Thickness is checked for punching shear from column and group block
- Punching shear from column is neglected if d > 1.1*(2*dp-bcol)
- Mininum Thickness from punching shear of column is 1.1*(2*dp-bcol)
- Pilecap Thickness is checked for punching shear from pile
- Pilecap rebar is designed for nett bending (beam action)
- Pilecap rebar is designed differently for top and bottom rebar
- Minimum Pilecap rebar ratio is 0.18% to 0.25% depends on Fy or user defined
- Top and Bottom Concrete Cover can be different values
- Segment of pile embedded to pilecap is included in calculation
- Bending Moment Mx = cmbx * P1, My = cmby * P1
- Where P1 = Single Pile Compression Capacity
- Where cmbx, cmby are properties of pilecap configuration

5. Tie Beam/Sloof Design

- Longitudinal rebar is designed for tension and bending

- Tension is calculated from 10% of maximum column compression
- Bending is calculated from self-weight and uplift force (LxW area)

6. Cost Calculation

- Pile cost is unit cost per pile (for total length of pile)
- Cost includes pilecap, excludes tie beam/sloof and basement slab
- Only detail calculation for foundations with minimum cost are displayed
- Unit price of concrete = 800000 / m3
- Unit price of rebar = 9500 / kg

B. FOUNDATION DESIGN CALCULATION:

**************************************************************************
1. SUPPORT NO. 1, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 27178.8, 25502.2, 27178.8, 27178.8 kg
Minimum Axial, Pu = 14314.6, 14314.6, 14314.6, 14314.6 kg.cm
Moment, X-Dir, Mux = 84583.5, 81470.2, 84583.5, 84583.5 kg.cm
Moment, Y-Dir, Muy = 24558.9, 24357.2, 24558.9, 24558.9 kg.cm
Horiz Force, Vux = 1110.2, 1067.7, 1110.2, 1110.2 kg
Horiz Force, Vuy = 76.1, 76.1, 72.3, 72.3 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Slab Area needed (Temporary Load), A = 5893.28406 cm2
Slab Area needed (Temp Load, f1*f2), A = 4911.07005 cm2
Slab Area needed from Axial Load, A = 6860.74878 cm2
Approximate Spread Footing Size, a = 83.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 21814.64381 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 84583.54918 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 21074.62249 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.60774 kg/cm2
Soil Stress, Maximum, qs,max = 0.64831 kg/cm2
Soil Stress, Minimum, qs,min = 0.56717 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.77 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=30483.8078392137, by=250, Lsx=0
Soil Stress, qs,max = 0.64821 kg/cm2 -> OK
Soil Stress, qs,min = 0.56727 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1231724.52742 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=30483.8078392137, bx=250, Lsy=0
Soil Stress, qs,max = 0.61782 kg/cm2 -> OK
Soil Stress, qs,min = 0.59766 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1231724.52742 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.48774 kg/cm2
Soil Stress, Maximum, qs,max = 0.52831 kg/cm2
Soil Stress, Minimum, qs,min = 0.44717 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00
Eccentricity ex = 3.68 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=22983.8078392137, by=250, Lsx=0
Soil Stress, qs,max = 0.53082 kg/cm2 -> OK
Soil Stress, qs,min = 0.44466 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1004542.13719 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=22983.8078392137, bx=250, Lsy=0
Soil Stress, qs,max = 0.49847 kg/cm2 -> OK
Soil Stress, qs,min = 0.47701 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1004542.13719 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Slab Area needed (Temporary Load), A = 5893.28406 cm2
Slab Area needed (Temp Load, f1*f2), A = 4661.24868 cm2
Slab Area needed from Axial Load, A = 10161.26928 cm2
Approximate Spread Footing Size, a = 101.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4
Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.60774 kg/cm2
Soil Stress, Maximum, qs,max = 0.64831 kg/cm2
Soil Stress, Minimum, qs,min = 0.56717 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 3.68 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=22983.8078392137, by=250, Lsx=0
Soil Stress, qs,max = 0.53082 kg/cm2 -> OK
Soil Stress, qs,min = 0.44466 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1004542.13719 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Tie Beam / Sloof Length, L = 8.00 m
Tie Beam / Sloof Tributary Width, W = 8.00 m
Distributed Load on Tie Beam, qL = 16000.00 kg/m
Distributed Weight on Tie Beam, qsw = 768.00 kg/m
Bending Moment, Mql = 9748480.00 kg.cm
Shear Force, Vql = 60928.00 kg
Req. Rebar for Bending Moment, Bottom = 24.54 cm2
Req. Rebar for Bending Moment, Top = 44.18 cm2

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
2. SUPPORT NO. 2, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4
Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.48774 kg/cm2
Soil Stress, Maximum, qs,max = 0.52831 kg/cm2
Soil Stress, Minimum, qs,min = 0.44717 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
3. SUPPORT NO. 3, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Factored Axial Force, Pu = 27.17883 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 4.58424 kg/cm2 -> OK
Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg
Minimum Unfactored Axial Force + Slab Wgt, Pu = 21814.64381 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 84583.54918 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 21074.62249 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
4. SUPPORT NO. 4, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 22983.8, 20582.2, 22983.8, 22983.8 kg
Minimum Axial, Pu = 14314.6, 14314.6, 14314.6, 14314.6 kg.cm
Moment, X-Dir, Mux = 72019.1, 64826.2, 72019.1, 72019.1 kg.cm
Moment, Y-Dir, Muy = 21074.6, 19079.9, 21074.6, 21074.6 kg.cm
Horiz Force, Vux = 944.9, 850.3, 944.9, 944.9 kg
Horiz Force, Vuy = 63.1, 57.8, 63.1, 63.1 kg
Factored forces: all(f1*f2), static, temporary (f1*f2), temporary (f1*f2=1)
Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 27178.8, 25502.2, 27178.8, 27178.8 kg
Minimum Axial, Pu = 14314.6, 14314.6, 14314.6, 14314.6 kg.cm
Moment, X-Dir, Mux = 84583.5, 81470.2, 84583.5, 84583.5 kg.cm
Moment, Y-Dir, Muy = 24558.9, 24357.2, 24558.9, 24558.9 kg.cm
Horiz Force, Vux = 1110.2, 1067.7, 1110.2, 1110.2 kg
Horiz Force, Vuy = 76.1, 76.1, 72.3, 72.3 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm
CASE 1: e <= B/6
Puu=30483.8078392137, bx=250, Lsy=0
Soil Stress, qs,max = 0.61782 kg/cm2 -> OK
Soil Stress, qs,min = 0.59766 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1231724.52742 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
5. SUPPORT NO. 5, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

fc1 = 291.0 kg/cm2 fy = 3900.0 kg/cm2
fyv = 3900.0 kg/cm2 fys = 2400.0 kg/cm2
s,ratio = 3.00 s1,ratio = 1.50
col,bx = 35.00 cm col,bz = 35.00 cm
sloof db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
pilecap db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
foot db=2.50 cm, pile embeded=7.5 cm
Unfactored forces: all(f1*f2), static, temporary (f1*f2), temporary (f1*f2=1)
Maximum Axial, Pu = 22983.8, 20582.2, 22983.8, 22983.8 kg
Minimum Axial, Pu = 14314.6, 14314.6, 14314.6, 14314.6 kg.cm
Moment, X-Dir, Mux = 72019.1, 64826.2, 72019.1, 72019.1 kg.cm
Moment, Y-Dir, Muy = 21074.6, 19079.9, 21074.6, 21074.6 kg.cm
Horiz Force, Vux = 944.9, 850.3, 944.9, 944.9 kg
Horiz Force, Vuy = 63.1, 57.8, 63.1, 63.1 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
6. SUPPORT NO. 6, Node= 27, Location: x= 0.00000, y= 500.00000
phi,m = 0.80 phi,v = 0.60
fc1 = 291.0 kg/cm2 fy = 3900.0 kg/cm2
fyv = 3900.0 kg/cm2 fys = 2400.0 kg/cm2
s,ratio = 3.00 s1,ratio = 1.50
col,bx = 35.00 cm col,bz = 35.00 cm
sloof db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
pilecap db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
foot db=2.50 cm, pile embeded=7.5 cm

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK
Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
7. SUPPORT NO. 7, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
8. SUPPORT NO. 8, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
9. SUPPORT NO. 9, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
10. SUPPORT NO. 10, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK
AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
11. SUPPORT NO. 11, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
12. SUPPORT NO. 12, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4
Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.48774 kg/cm2
Soil Stress, Maximum, qs,max = 0.52831 kg/cm2
Soil Stress, Minimum, qs,min = 0.44717 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
13. SUPPORT NO. 13, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00
Eccentricity ex = 2.77 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=30483.8078392137, by=250, Lsx=0
Soil Stress, qs,max = 0.64821 kg/cm2 -> OK
Soil Stress, qs,min = 0.56727 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1231724.52742 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90
**************************************************************************
14. SUPPORT NO. 14, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
15. SUPPORT NO. 15, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton
Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm
CASE 1: e <= B/6
Puu=22983.8078392137, bx=250, Lsy=0
Soil Stress, qs,max = 0.49847 kg/cm2 -> OK
Soil Stress, qs,min = 0.47701 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1004542.13719 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
16. SUPPORT NO. 16, Node= 27, Location: x= 0.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 6860.74878 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10161.26928 cm2

Thickness needed for punching, t1 = 21.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 30483.80784 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.94494 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 10.66933 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 11.29098 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.69 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.26604 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.16493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.92 cm, max = B/6 = 41.67 cm

Soil Stress, Maximum, qs,max = 1.02929 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.92167 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 27178.83 ton
10% of Factored Axial Load, Tu = 2717.88 ton
Required Rebar for Tension, Ast = 0.87 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
17. SUPPORT NO. 17, Node= 12, Location: x= 0.00000, y= 1400.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 18005.4, 16061.5, 18005.4, 18005.4 kg
Minimum Axial, Pu = 11586.8, 11586.8, 11586.8, 11586.8 kg.cm
Moment, X-Dir, Mux = 63177.2, 56824.2, 63177.2, 63177.2 kg.cm
Moment, Y-Dir, Muy = 48979.2, 43744.0, 48979.2, 48979.2 kg.cm
Horiz Force, Vux = 978.5, 880.4, 978.5, 978.5 kg
Horiz Force, Vuy = 447.1, 397.2, 447.1, 447.1 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 21401.1, 19684.8, 21401.1, 21401.1 kg
Minimum Axial, Pu = 11586.8, 11586.8, 11586.8, 11586.8 kg.cm
Moment, X-Dir, Mux = 74274.4, 71265.5, 74274.4, 74274.4 kg.cm
Moment, Y-Dir, Muy = 58123.8, 53795.1, 58123.8, 58123.8 kg.cm
Horiz Force, Vux = 1149.8, 1105.2, 1149.8, 1149.8 kg
Horiz Force, Vuy = 534.2, 481.2, 534.2, 534.2 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 5353.84083 cm2

Slab Area needed (Temporary Load), A = 4616.77981 cm2
Slab Area needed (Temp Load, f1*f2), A = 3847.31651 cm2
Slab Area needed from Axial Load, A = 5353.84083 cm2
Approximate Spread Footing Size, a = 73.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm
Thickness needed for punching, t1 = 19.00000 cm
Maximum Factored Axial Force, Pu = 21.40106 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 3.60971 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 25505.44127 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 19086.83832 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 74274.44624 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 48979.16174 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.97846 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 8.92690 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 9.12347 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.52809 kg/cm2
Soil Stress, Maximum, qs,max = 0.57542 kg/cm2
Soil Stress, Minimum, qs,min = 0.48076 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.91 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=25505.441266868, by=250, Lsx=0
Soil Stress, qs,max = 0.56500 kg/cm2 -> OK
Soil Stress, qs,min = 0.49118 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1072920.82769 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.92 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=25505.441266868, bx=250, Lsy=0
Soil Stress, qs,max = 0.55243 kg/cm2 -> OK
Soil Stress, qs,min = 0.50375 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1072920.82769 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.11742 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.99493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.40809 kg/cm2
Soil Stress, Maximum, qs,max = 0.45542 kg/cm2
Soil Stress, Minimum, qs,min = 0.36076 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 4.13 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=18005.441266868, by=250, Lsx=0
Soil Stress, qs,max = 0.44849 kg/cm2 -> OK
Soil Stress, qs,min = 0.36769 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 847077.74865 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 2.72 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=18005.441266868, bx=250, Lsy=0
Soil Stress, qs,max = 0.43473 kg/cm2 -> OK
Soil Stress, qs,min = 0.38144 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 847077.74865 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.88322 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.74913 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 8501.81376 cm2

Slab Area needed (Temporary Load), A = 4616.77981 cm2
Slab Area needed (Temp Load, f1*f2), A = 4078.38426 cm2
Slab Area needed from Axial Load, A = 8501.81376 cm2
Approximate Spread Footing Size, a = 92.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 19.00000 cm

Maximum Factored Axial Force, Pu = 21.40106 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 3.60971 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 25505.44127 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.97846 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 8.92690 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 9.12347 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.92 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.11742 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.99493 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 2.72 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.88322 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.74913 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 21401.06 ton
10% of Factored Axial Load, Tu = 2140.11 ton
Required Rebar for Tension, Ast = 0.69 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
18. SUPPORT NO. 18, Node= 13, Location: x= 500.00000, y= 1400.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 25525.4, 22820.0, 25525.4, 25525.4 kg
Minimum Axial, Pu = 16125.7, 16125.7, 16125.7, 16125.7 kg.cm
Moment, X-Dir, Mux = 73439.3, 66178.4, 73439.3, 73439.3 kg.cm
Moment, Y-Dir, Muy = 105577.0, 95146.8, 105577.0, 105577.0 kg.cm
Horiz Force, Vux = 901.6, 812.3, 901.6, 901.6 kg
Horiz Force, Vuy = 1312.2, 1182.5, 1312.2, 1312.2 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 30251.2, 28142.7, 30251.2, 30251.2 kg
Minimum Axial, Pu = 16125.7, 16125.7, 16125.7, 16125.7 kg.cm
Moment, X-Dir, Mux = 86122.7, 83423.1, 86122.7, 86122.7 kg.cm
Moment, Y-Dir, Muy = 123796.2, 119968.5, 123796.2, 123796.2 kg.cm
Horiz Force, Vux = 1057.5, 1023.5, 1057.5, 1057.5 kg
Horiz Force, Vuy = 1538.8, 1490.6, 1538.8, 1538.8 kg
SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 7606.68057 cm2

Slab Area needed (Temporary Load), A = 6544.98677 cm2
Slab Area needed (Temp Load, f1*f2), A = 5454.15564 cm2
Slab Area needed from Axial Load, A = 7606.68057 cm2
Approximate Spread Footing Size, a = 87.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Factored Axial Force, Pu = 30.25123 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 5.10246 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 33025.44839 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 23625.73025 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 73439.33484 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 105576.96867 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.31218 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.55891 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 8.80895 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.64841 kg/cm2
Soil Stress, Maximum, qs,max = 0.71715 kg/cm2
Soil Stress, Minimum, qs,min = 0.57966 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.22 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=33025.4483865943, by=250, Lsx=0
Soil Stress, qs,max = 0.68301 kg/cm2 -> OK
Soil Stress, qs,min = 0.61380 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1301180.03734 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 3.20 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=33025.4483865943, bx=250, Lsy=0
Soil Stress, qs,max = 0.69816 kg/cm2 -> OK
Soil Stress, qs,min = 0.59866 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1301180.03734 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.38117 kg/cm2 -> OK
Soil Stress, Minimum, qs,min = 1.21246 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.52841 kg/cm2
Soil Stress, Maximum, qs,max = 0.59715 kg/cm2
Soil Stress, Minimum, qs,min = 0.45966 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.88 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=25525.4483865943, by=250, Lsx=0
Soil Stress, qs,max = 0.56489 kg/cm2 -> OK
Soil Stress, qs,min = 0.49192 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1072900.12544 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 4.14 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=25525.4483865943, bx=250, Lsy=0
Soil Stress, qs,max = 0.58086 kg/cm2 -> OK
Soil Stress, qs,min = 0.47595 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1072900.12544 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.14575 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.96787 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 11008.48280 cm2

Slab Area needed (Temporary Load), A = 6544.98677 cm2
Slab Area needed (Temp Load, f1*f2), A = 5048.23296 cm2
Slab Area needed from Axial Load, A = 11008.48280 cm2
Approximate Spread Footing Size, a = 105.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 33025.44839 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.31218 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.55891 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 8.80895 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 3.20 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.38117 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.21246 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 4.14 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.14575 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.96787 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 30251.23 ton
10% of Factored Axial Load, Tu = 3025.12 ton
Required Rebar for Tension, Ast = 0.97 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
19. SUPPORT NO. 19, Node= 14, Location: x= 750.00000, y= 1400.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 25681.4, 22960.3, 25681.4, 25681.4 kg
Minimum Axial, Pu = 16219.2, 16219.2, 16219.2, 16219.2 kg.cm
Moment, X-Dir, Mux = 30215.7, 27171.2, 30215.7, 30215.7 kg.cm
Moment, Y-Dir, Muy = 100459.1, 90497.5, 100459.1, 100459.1 kg.cm
Horiz Force, Vux = 524.9, 472.3, 524.9, 524.9 kg
Horiz Force, Vuy = 1284.9, 1157.4, 1284.9, 1284.9 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 30434.6, 28318.6, 30434.6, 30434.6 kg
Minimum Axial, Pu = 16219.2, 16219.2, 16219.2, 16219.2 kg.cm
Moment, X-Dir, Mux = 35533.8, 34055.7, 35533.8, 35533.8 kg.cm
Moment, Y-Dir, Muy = 117859.9, 113979.0, 117859.9, 117859.9 kg.cm
Horiz Force, Vux = 616.6, 593.1, 616.6, 616.6 kg
Horiz Force, Vuy = 1507.5, 1457.6, 1507.5, 1507.5 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 7653.43404 cm2

Slab Area needed (Temporary Load), A = 6584.97110 cm2
Slab Area needed (Temp Load, f1*f2), A = 5487.47591 cm2
Slab Area needed from Axial Load, A = 7653.43404 cm2
Approximate Spread Footing Size, a = 87.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Factored Axial Force, Pu = 30.43455 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 5.13338 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 33181.38728 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 23719.18278 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 35533.76551 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 100459.07222 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.28486 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.61349 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 9.03875 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.65090 kg/cm2
Soil Stress, Maximum, qs,max = 0.70312 kg/cm2
Soil Stress, Minimum, qs,min = 0.59868 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.07 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=33181.3872775992, by=250, Lsx=0
Soil Stress, qs,max = 0.66763 kg/cm2 -> OK
Soil Stress, qs,min = 0.63417 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1278958.25576 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 3.03 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=33181.3872775992, bx=250, Lsy=0
Soil Stress, qs,max = 0.69820 kg/cm2 -> OK
Soil Stress, qs,min = 0.60361 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1278958.25576 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.36583 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.23778 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.53090 kg/cm2
Soil Stress, Maximum, qs,max = 0.58312 kg/cm2
Soil Stress, Minimum, qs,min = 0.47868 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.38 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=25681.3872775992, by=250, Lsx=0
Soil Stress, qs,max = 0.54853 kg/cm2 -> OK
Soil Stress, qs,min = 0.51327 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1049195.06821 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 3.91 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=25681.3872775992, bx=250, Lsy=0
Soil Stress, qs,max = 0.58074 kg/cm2 -> OK
Soil Stress, qs,min = 0.48106 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1049195.06821 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.12928 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.99433 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 11060.46243 cm2

Slab Area needed (Temporary Load), A = 6584.97110 cm2
Slab Area needed (Temp Load, f1*f2), A = 5068.20145 cm2
Slab Area needed from Axial Load, A = 11060.46243 cm2
Approximate Spread Footing Size, a = 105.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 33181.38728 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.28486 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.61349 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 9.03875 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 3.03 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.36583 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.23778 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 3.91 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.12928 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.99433 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 30434.55 ton
10% of Factored Axial Load, Tu = 3043.46 ton
Required Rebar for Tension, Ast = 0.98 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
20. SUPPORT NO. 20, Node= 15, Location: x= 1250.00000, y= 1400.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 18999.3, 16952.1, 18999.3, 18999.3 kg
Minimum Axial, Pu = 12202.2, 12202.2, 12202.2, 12202.2 kg.cm
Moment, X-Dir, Mux = 100073.4, 90130.0, 100073.4, 100073.4 kg.cm
Moment, Y-Dir, Muy = 52735.5, 46742.9, 52735.5, 52735.5 kg.cm
Horiz Force, Vux = 1268.1, 1141.9, 1268.1, 1268.1 kg
Horiz Force, Vuy = 714.3, 633.2, 714.3, 714.3 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 22575.2, 20790.3, 22575.2, 22575.2 kg
Minimum Axial, Pu = 12202.2, 12202.2, 12202.2, 12202.2 kg.cm
Moment, X-Dir, Mux = 117442.4, 113447.2, 117442.4, 117442.4 kg.cm
Moment, Y-Dir, Muy = 63203.4, 56249.9, 63203.4, 63203.4 kg.cm
Horiz Force, Vux = 1488.5, 1436.7, 1488.5, 1488.5 kg
Horiz Force, Vuy = 856.1, 762.0, 856.1, 856.1 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 5650.69797 cm2

Slab Area needed (Temporary Load), A = 4871.60419 cm2
Slab Area needed (Temp Load, f1*f2), A = 4059.67016 cm2
Slab Area needed from Axial Load, A = 5650.69797 cm2
Approximate Spread Footing Size, a = 75.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 19.00000 cm

Maximum Factored Axial Force, Pu = 22.57522 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 3.80775 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 26499.25635 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 19702.22805 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 100073.39128 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 52735.49872 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.48853 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 9.27474 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 6.23080 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.54399 kg/cm2
Soil Stress, Maximum, qs,max = 0.60267 kg/cm2
Soil Stress, Minimum, qs,min = 0.48531 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 3.78 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=26499.2563541777, by=250, Lsx=0
Soil Stress, qs,max = 0.59329 kg/cm2 -> OK
Soil Stress, qs,min = 0.49468 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1122289.16005 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.99 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=26499.2563541777, bx=250, Lsy=0
Soil Stress, qs,max = 0.56997 kg/cm2 -> OK
Soil Stress, qs,min = 0.51801 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1122289.16005 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.16326 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.01269 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.42399 kg/cm2
Soil Stress, Maximum, qs,max = 0.48267 kg/cm2
Soil Stress, Minimum, qs,min = 0.36531 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 5.27 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=18999.2563541777, by=250, Lsx=0
Soil Stress, qs,max = 0.47759 kg/cm2 -> OK
Soil Stress, qs,min = 0.37039 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 897655.54575 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 2.78 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=18999.2563541777, bx=250, Lsy=0
Soil Stress, qs,max = 0.45223 kg/cm2 -> OK
Soil Stress, qs,min = 0.39574 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 897655.54575 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.92982 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.76613 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 8833.08545 cm2
Slab Area needed (Temporary Load), A = 4871.60419 cm2
Slab Area needed (Temp Load, f1*f2), A = 4209.87779 cm2
Slab Area needed from Axial Load, A = 8833.08545 cm2
Approximate Spread Footing Size, a = 94.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 19.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 26499.25635 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.48853 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 9.27474 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 6.23080 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.99 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.16326 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.01269 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 2.78 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.92982 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.76613 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 22575.22 ton
10% of Factored Axial Load, Tu = 2257.52 ton
Required Rebar for Tension, Ast = 0.72 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
21. SUPPORT NO. 21, Node= 8, Location: x= 0.00000, y= 900.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 34533.2, 30859.1, 34533.2, 34533.2 kg
Minimum Axial, Pu = 21899.7, 21899.7, 21899.7, 21899.7 kg.cm
Moment, X-Dir, Mux = 66874.5, 60082.5, 66874.5, 66874.5 kg.cm
Moment, Y-Dir, Muy = 214645.1, 192472.1, 214645.1, 214645.1 kg.cm
Horiz Force, Vux = 943.1, 847.3, 943.1, 943.1 kg
Horiz Force, Vuy = 2726.9, 2443.9, 2726.9, 2726.9 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 40951.1, 38008.4, 40951.1, 40951.1 kg
Minimum Axial, Pu = 21899.7, 21899.7, 21899.7, 21899.7 kg.cm
Moment, X-Dir, Mux = 78738.6, 75120.4, 78738.6, 78738.6 kg.cm
Moment, Y-Dir, Muy = 253376.9, 239361.1, 253376.9, 253376.9 kg.cm
Horiz Force, Vux = 1110.4, 1059.4, 1110.4, 1110.4 kg
Horiz Force, Vuy = 3221.2, 3034.8, 3221.2, 3221.2 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10286.36430 cm2

Slab Area needed (Temporary Load), A = 8854.66760 cm2
Slab Area needed (Temp Load, f1*f2), A = 7378.88967 cm2
Slab Area needed from Axial Load, A = 10286.36430 cm2
Approximate Spread Footing Size, a = 101.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 26.00000 cm

Maximum Factored Axial Force, Pu = 40.95111 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 6.90721 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 42033.20364 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 29399.74588 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 78738.62417 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 214645.14104 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 2.72690 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 14.71162 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 5.39500 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.79253 kg/cm2
Soil Stress, Maximum, qs,max = 0.90519 kg/cm2
Soil Stress, Minimum, qs,min = 0.67987 kg/cm2
BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.87 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=42033.2036420338, by=250, Lsx=0
Soil Stress, qs,max = 0.82816 kg/cm2 -> OK
Soil Stress, qs,min = 0.75690 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1580319.63113 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 5.11 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=42033.2036420338, bx=250, Lsy=0
Soil Stress, qs,max = 0.88966 kg/cm2 -> OK
Soil Stress, qs,min = 0.69540 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1580319.63113 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.71782 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.45230 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.67253 kg/cm2
Soil Stress, Maximum, qs,max = 0.78519 kg/cm2
Soil Stress, Minimum, qs,min = 0.55987 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.28 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=34533.2036420338, by=250, Lsx=0
Soil Stress, qs,max = 0.70933 kg/cm2 -> OK
Soil Stress, qs,min = 0.63573 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1350966.15720 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 6.22 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=34533.2036420338, bx=250, Lsy=0
Soil Stress, qs,max = 0.77286 kg/cm2 -> OK
Soil Stress, qs,min = 0.57221 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1350966.15720 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.48219 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.20794 kg/cm2 -> OK
Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 14011.06788 cm2

Slab Area needed (Temporary Load), A = 8854.66760 cm2
Slab Area needed (Temp Load, f1*f2), A = 6281.99698 cm2
Slab Area needed from Axial Load, A = 14011.06788 cm2
Approximate Spread Footing Size, a = 118.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 26.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 42033.20364 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 2.72690 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 14.71162 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 5.39500 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 5.11 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.71782 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.45230 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 6.22 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.48219 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.20794 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 40951.11 ton
10% of Factored Axial Load, Tu = 4095.11 ton
Required Rebar for Tension, Ast = 1.31 cm2

Nett Uplift Height, Hw = 2.00 m

**************************************************************************
22. SUPPORT NO. 22, Node= 9, Location: x= 500.00000, y= 900.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 37087.4, 33328.7, 37087.4, 37087.4 kg
Minimum Axial, Pu = 22404.3, 22404.3, 22404.3, 22404.3 kg.cm
Moment, X-Dir, Mux = 60712.4, 54420.2, 60712.4, 60712.4 kg.cm
Moment, Y-Dir, Muy = 6992.1, 6992.1, 6992.1, 6992.1 kg.cm
Horiz Force, Vux = 812.7, 728.4, 812.7, 812.7 kg
Horiz Force, Vuy = 218.5, 188.6, 218.5, 218.5 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 43653.2, 41697.9, 43653.2, 43653.2 kg
Minimum Axial, Pu = 22404.3, 22404.3, 22404.3, 22404.3 kg.cm
Moment, X-Dir, Mux = 71703.5, 67607.0, 71703.5, 71703.5 kg.cm
Moment, Y-Dir, Muy = 7704.9, 6992.1, 7704.9, 7704.9 kg.cm
Horiz Force, Vux = 959.9, 904.7, 959.9, 959.9 kg
Horiz Force, Vuy = 270.9, 209.1, 270.9, 270.9 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 11109.56215 cm2

Slab Area needed (Temporary Load), A = 9509.59999 cm2
Slab Area needed (Temp Load, f1*f2), A = 7924.66666 cm2
Slab Area needed from Axial Load, A = 11109.56215 cm2
Approximate Spread Footing Size, a = 105.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 27.00000 cm

Maximum Factored Axial Force, Pu = 43.65319 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 7.36297 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 44587.43997 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 29904.26406 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 60712.42246 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 7704.89786 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.95987 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 15.60560 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 16.25798 -> OK
AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.83340 kg/cm2
Soil Stress, Maximum, qs,max = 0.85967 kg/cm2
Soil Stress, Minimum, qs,min = 0.80713 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.36 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=44587.4399747598, by=250, Lsx=0
Soil Stress, qs,max = 0.86063 kg/cm2 -> OK
Soil Stress, qs,min = 0.80616 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1646339.21331 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.17 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=44587.4399747598, bx=250, Lsy=0
Soil Stress, qs,max = 0.83686 kg/cm2 -> OK
Soil Stress, qs,min = 0.82994 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1646339.21331 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.69749 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.63611 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.71340 kg/cm2
Soil Stress, Maximum, qs,max = 0.73967 kg/cm2
Soil Stress, Minimum, qs,min = 0.68713 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.64 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=37087.4399747598, by=250, Lsx=0
Soil Stress, qs,max = 0.74143 kg/cm2 -> OK
Soil Stress, qs,min = 0.68537 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1416413.23560 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.21 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=37087.4399747598, bx=250, Lsy=0
Soil Stress, qs,max = 0.71696 kg/cm2 -> OK
Soil Stress, qs,min = 0.70984 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1416413.23560 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.45838 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.39521 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 14862.47999 cm2

Slab Area needed (Temporary Load), A = 9509.59999 cm2
Slab Area needed (Temp Load, f1*f2), A = 6389.80001 cm2
Slab Area needed from Axial Load, A = 14862.47999 cm2
Approximate Spread Footing Size, a = 122.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 27.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 44587.43997 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.95987 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 15.60560 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 16.25798 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.17 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.69749 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.63611 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.21 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.45838 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.39521 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 43653.19 ton
10% of Factored Axial Load, Tu = 4365.32 ton
Required Rebar for Tension, Ast = 1.40 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
23. SUPPORT NO. 23, Node= 10, Location: x= 750.00000, y= 900.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 37463.4, 33675.2, 37463.4, 37463.4 kg
Minimum Axial, Pu = 22579.9, 22579.9, 22579.9, 22579.9 kg.cm
Moment, X-Dir, Mux = 51919.4, 46525.6, 51919.4, 51919.4 kg.cm
Moment, Y-Dir, Muy = 17163.6, 14803.3, 17163.6, 17163.6 kg.cm
Horiz Force, Vux = 737.3, 660.8, 737.3, 737.3 kg
Horiz Force, Vuy = 333.8, 291.7, 333.8, 333.8 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 44080.6, 42161.1, 44080.6, 44080.6 kg
Minimum Axial, Pu = 22579.9, 22579.9, 22579.9, 22579.9 kg.cm
Moment, X-Dir, Mux = 61341.2, 57754.8, 61341.2, 61341.2 kg.cm
Moment, Y-Dir, Muy = 21286.5, 16383.5, 21286.5, 21286.5 kg.cm
Horiz Force, Vux = 871.0, 820.4, 871.0, 871.0 kg
Horiz Force, Vuy = 407.4, 336.3, 407.4, 407.4 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 11225.05379 cm2

Slab Area needed (Temporary Load), A = 9605.99606 cm2
Slab Area needed (Temp Load, f1*f2), A = 8004.99671 cm2
Slab Area needed from Axial Load, A = 11225.05379 cm2
Approximate Spread Footing Size, a = 106.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 27.00000 cm

Maximum Factored Axial Force, Pu = 44.08062 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 7.43506 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 44963.38462 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 30079.92005 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 61341.17605 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 21286.54576 kg.cm
NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.73731 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 15.73718 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 21.34393 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.83941 kg/cm2
Soil Stress, Maximum, qs,max = 0.87114 kg/cm2
Soil Stress, Minimum, qs,min = 0.80769 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.36 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=44963.3846150635, by=250, Lsx=0
Soil Stress, qs,max = 0.86690 kg/cm2 -> OK
Soil Stress, qs,min = 0.81193 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1658300.93555 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.47 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=44963.3846150635, bx=250, Lsy=0
Soil Stress, qs,max = 0.84895 kg/cm2 -> OK
Soil Stress, qs,min = 0.82988 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1658300.93555 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.71585 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.64181 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.71941 kg/cm2
Soil Stress, Maximum, qs,max = 0.75114 kg/cm2
Soil Stress, Minimum, qs,min = 0.68769 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.64 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=37463.3846150635, by=250, Lsx=0
Soil Stress, qs,max = 0.74768 kg/cm2 -> OK
Soil Stress, qs,min = 0.69114 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1428365.19107 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.57 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=37463.3846150635, bx=250, Lsy=0
Soil Stress, qs,max = 0.72922 kg/cm2 -> OK
Soil Stress, qs,min = 0.70960 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1428365.19107 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.47691 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.40075 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 14987.79487 cm2

Slab Area needed (Temporary Load), A = 9605.99606 cm2
Slab Area needed (Temp Load, f1*f2), A = 6427.33334 cm2
Slab Area needed from Axial Load, A = 14987.79487 cm2
Approximate Spread Footing Size, a = 122.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 27.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 44963.38462 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.73731 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 15.73718 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 21.34393 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00
Eccentricity ex = 1.36 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=44963.3846150635, by=250, Lsx=0
Soil Stress, qs,max = 0.86690 kg/cm2 -> OK
Soil Stress, qs,min = 0.81193 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1658300.93555 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.47 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.71585 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.64181 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.57 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.47691 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.40075 kg/cm2 -> OK
TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 44080.62 ton
10% of Factored Axial Load, Tu = 4408.06 ton
Required Rebar for Tension, Ast = 1.41 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
24. SUPPORT NO. 24, Node= 11, Location: x= 1250.00000, y= 900.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 25412.0, 22631.1, 25412.0, 25412.0 kg
Minimum Axial, Pu = 16575.9, 16575.9, 16575.9, 16575.9 kg.cm
Moment, X-Dir, Mux = 88493.7, 79646.2, 88493.7, 88493.7 kg.cm
Moment, Y-Dir, Muy = 18559.2, 16448.8, 18559.2, 18559.2 kg.cm
Horiz Force, Vux = 1195.0, 1075.5, 1195.0, 1195.0 kg
Horiz Force, Vuy = 266.8, 236.4, 266.8, 266.8 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 30269.7, 27606.7, 30269.7, 30269.7 kg
Minimum Axial, Pu = 16575.9, 16575.9, 16575.9, 16575.9 kg.cm
Moment, X-Dir, Mux = 103948.4, 100063.6, 103948.4, 103948.4 kg.cm
Moment, Y-Dir, Muy = 22245.6, 19789.5, 22245.6, 22245.6 kg.cm
Horiz Force, Vux = 1403.6, 1351.4, 1403.6, 1403.6 kg
Horiz Force, Vuy = 319.8, 284.4, 319.8, 319.8 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 7543.69567 cm2

Slab Area needed (Temporary Load), A = 6515.90302 cm2
Slab Area needed (Temp Load, f1*f2), A = 5429.91919 cm2
Slab Area needed from Axial Load, A = 7543.69567 cm2
Approximate Spread Footing Size, a = 87.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Factored Axial Force, Pu = 30.26973 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 5.10558 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 32912.02179 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 24075.91992 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 88493.69672 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 22245.55658 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.40361 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.51921 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 8.20684 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.64659 kg/cm2
Soil Stress, Maximum, qs,max = 0.68912 kg/cm2
Soil Stress, Minimum, qs,min = 0.60407 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.69 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=32912.0217945091, by=250, Lsx=0
Soil Stress, qs,max = 0.68832 kg/cm2 -> OK
Soil Stress, qs,min = 0.60487 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1308450.08413 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.68 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=32912.0217945091, bx=250, Lsy=0
Soil Stress, qs,max = 0.65708 kg/cm2 -> OK
Soil Stress, qs,min = 0.63610 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1308450.08413 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.34540 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.24097 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.52659 kg/cm2
Soil Stress, Maximum, qs,max = 0.56912 kg/cm2
Soil Stress, Minimum, qs,min = 0.48407 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00
Eccentricity ex = 3.48 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=25412.0217945091, by=250, Lsx=0
Soil Stress, qs,max = 0.57060 kg/cm2 -> OK
Soil Stress, qs,min = 0.48258 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1080780.55824 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.88 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=25412.0217945091, bx=250, Lsy=0
Soil Stress, qs,max = 0.53766 kg/cm2 -> OK
Soil Stress, qs,min = 0.51553 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1080780.55824 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.10826 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.99811 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10970.67393 cm2

Slab Area needed (Temporary Load), A = 6515.90302 cm2
Slab Area needed (Temp Load, f1*f2), A = 5144.42733 cm2
Slab Area needed from Axial Load, A = 10970.67393 cm2
Approximate Spread Footing Size, a = 105.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 32912.02179 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.40361 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.51921 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 8.20684 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4
Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.64659 kg/cm2
Soil Stress, Maximum, qs,max = 0.68912 kg/cm2
Soil Stress, Minimum, qs,min = 0.60407 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.68 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.34540 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.24097 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 3.48 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=25412.0217945091, by=250, Lsx=0
Soil Stress, qs,max = 0.57060 kg/cm2 -> OK
Soil Stress, qs,min = 0.48258 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1080780.55824 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.88 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.10826 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.99811 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 30269.73 ton
10% of Factored Axial Load, Tu = 3026.97 ton
Required Rebar for Tension, Ast = 0.97 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
25. SUPPORT NO. 25, Node= 5, Location: x= 500.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 30668.8, 27587.0, 30668.8, 30668.8 kg
Minimum Axial, Pu = 18369.7, 18369.7, 18369.7, 18369.7 kg.cm
Moment, X-Dir, Mux = 43772.4, 39191.0, 43772.4, 43772.4 kg.cm
Moment, Y-Dir, Muy = 39954.5, 34908.0, 39954.5, 39954.5 kg.cm
Horiz Force, Vux = 648.5, 581.1, 648.5, 648.5 kg
Horiz Force, Vuy = 409.1, 353.5, 409.1, 409.1 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 36052.2, 34605.1, 36052.2, 36052.2 kg
Minimum Axial, Pu = 18369.7, 18369.7, 18369.7, 18369.7 kg.cm
Moment, X-Dir, Mux = 51775.0, 48532.9, 51775.0, 51775.0 kg.cm
Moment, Y-Dir, Muy = 48769.9, 40240.7, 48769.9, 48769.9 kg.cm
Horiz Force, Vux = 766.2, 721.3, 766.2, 766.2 kg
Horiz Force, Vuy = 506.3, 393.5, 506.3, 506.3 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 9195.65375 cm2

Slab Area needed (Temporary Load), A = 7863.80635 cm2
Slab Area needed (Temp Load, f1*f2), A = 6553.17196 cm2
Slab Area needed from Axial Load, A = 9195.65375 cm2
Approximate Spread Footing Size, a = 96.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 24.00000 cm

Maximum Factored Axial Force, Pu = 36.05225 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 6.08092 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 38168.84477 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 25869.74189 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 43772.37010 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 39954.54745 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.76625 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 13.35910 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 17.43440 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.73070 kg/cm2
Soil Stress, Maximum, qs,max = 0.76285 kg/cm2
Soil Stress, Minimum, qs,min = 0.69855 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.15 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=38168.8447736645, by=250, Lsx=0
Soil Stress, qs,max = 0.75081 kg/cm2 -> OK
Soil Stress, qs,min = 0.71059 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1437768.85056 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.05 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=38168.8447736645, bx=250, Lsy=0
Soil Stress, qs,max = 0.74906 kg/cm2 -> OK
Soil Stress, qs,min = 0.71234 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1437768.85056 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.49987 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.42293 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4
Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.61070 kg/cm2
Soil Stress, Maximum, qs,max = 0.64285 kg/cm2
Soil Stress, Minimum, qs,min = 0.57855 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.43 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=30668.8447736645, by=250, Lsx=0
Soil Stress, qs,max = 0.63162 kg/cm2 -> OK
Soil Stress, qs,min = 0.58978 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1207865.03908 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.30 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=30668.8447736645, bx=250, Lsy=0
Soil Stress, qs,max = 0.62980 kg/cm2 -> OK
Soil Stress, qs,min = 0.59161 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1207865.03908 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.26142 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.18139 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 12722.94826 cm2

Slab Area needed (Temporary Load), A = 7863.80635 cm2
Slab Area needed (Temp Load, f1*f2), A = 5527.72263 cm2
Slab Area needed from Axial Load, A = 12722.94826 cm2
Approximate Spread Footing Size, a = 113.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 24.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 38168.84477 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.76625 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 13.35910 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 17.43440 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.05 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.49987 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.42293 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.61070 kg/cm2
Soil Stress, Maximum, qs,max = 0.64285 kg/cm2
Soil Stress, Minimum, qs,min = 0.57855 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ey = 1.30 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.26142 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.18139 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 36052.25 ton
10% of Factored Axial Load, Tu = 3605.22 ton
Required Rebar for Tension, Ast = 1.16 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
26. SUPPORT NO. 26, Node= 6, Location: x= 750.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 31162.7, 28036.0, 31162.7, 31162.7 kg
Minimum Axial, Pu = 18636.5, 18636.5, 18636.5, 18636.5 kg.cm
Moment, X-Dir, Mux = 63768.1, 57278.6, 63768.1, 63768.1 kg.cm
Moment, Y-Dir, Muy = 31065.7, 26831.9, 31065.7, 31065.7 kg.cm
Horiz Force, Vux = 831.4, 746.4, 831.4, 831.4 kg
Horiz Force, Vuy = 329.9, 289.8, 329.9, 329.9 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 36624.2, 35185.2, 36624.2, 36624.2 kg
Minimum Axial, Pu = 18636.5, 18636.5, 18636.5, 18636.5 kg.cm
Moment, X-Dir, Mux = 75103.8, 71570.1, 75103.8, 75103.8 kg.cm
Moment, Y-Dir, Muy = 38461.1, 29833.7, 38461.1, 38461.1 kg.cm
Horiz Force, Vux = 979.8, 931.5, 979.8, 979.8 kg
Horiz Force, Vuy = 414.8, 299.7, 414.8, 414.8 kg
SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 9345.34638 cm2

Slab Area needed (Temporary Load), A = 7990.42810 cm2
Slab Area needed (Temp Load, f1*f2), A = 6658.69009 cm2
Slab Area needed from Axial Load, A = 9345.34638 cm2
Approximate Spread Footing Size, a = 97.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 24.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 38662.66961 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 26136.45860 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 75103.84554 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 31065.67992 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.83140 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 13.53193 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 16.27613 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.73860 kg/cm2
Soil Stress, Maximum, qs,max = 0.77937 kg/cm2
Soil Stress, Minimum, qs,min = 0.69783 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 1.94 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=38662.6696077448, by=250, Lsx=0
Soil Stress, qs,max = 0.77304 kg/cm2 -> OK
Soil Stress, qs,min = 0.70417 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1474642.43661 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.80 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=38662.6696077448, bx=250, Lsy=0
Soil Stress, qs,max = 0.75285 kg/cm2 -> OK
Soil Stress, qs,min = 0.72436 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1474642.43661 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.52588 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.42853 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.61860 kg/cm2
Soil Stress, Maximum, qs,max = 0.65937 kg/cm2
Soil Stress, Minimum, qs,min = 0.57783 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.41 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=31162.6696077448, by=250, Lsx=0
Soil Stress, qs,max = 0.65438 kg/cm2 -> OK
Soil Stress, qs,min = 0.58282 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1245553.18812 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.00 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=31162.6696077448, bx=250, Lsy=0
Soil Stress, qs,max = 0.63340 kg/cm2 -> OK
Soil Stress, qs,min = 0.60380 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1245553.18812 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.28779 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.18662 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 12887.55654 cm2

Slab Area needed (Temporary Load), A = 7990.42810 cm2
Slab Area needed (Temp Load, f1*f2), A = 5584.71338 cm2
Slab Area needed from Axial Load, A = 12887.55654 cm2
Approximate Spread Footing Size, a = 114.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 24.00000 cm

Maximum Factored Axial Force, Pu = 36.62424 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 6.17740 kg/cm2 -> OK
Maximum Unfactored Axial Force + Slab Wgt, Pu = 38662.66961 kg
Minimum Unfactored Axial Force + Slab Wgt, Pu = 26136.45860 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 75103.84554 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 31065.67992 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.83140 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 13.53193 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 16.27613 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.80 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.52588 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.42853 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.00 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.28779 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.18662 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 36624.24 ton
10% of Factored Axial Load, Tu = 3662.42 ton
Required Rebar for Tension, Ast = 1.17 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
27. SUPPORT NO. 27, Node= 7, Location: x= 1250.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 25399.8, 22618.0, 25399.8, 25399.8 kg
Minimum Axial, Pu = 16581.3, 16581.3, 16581.3, 16581.3 kg.cm
Moment, X-Dir, Mux = 75020.1, 67510.4, 75020.1, 75020.1 kg.cm
Moment, Y-Dir, Muy = 22007.5, 19463.6, 22007.5, 22007.5 kg.cm
Horiz Force, Vux = 1078.5, 970.8, 1078.5, 1078.5 kg
Horiz Force, Vuy = 291.5, 257.8, 291.5, 291.5 kg
Factored forces: all(f1*f2), static, temporary (f1*f2), temporary (f1*f2=1)
Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 30259.1, 27582.9, 30259.1, 30259.1 kg
Minimum Axial, Pu = 16581.3, 16581.3, 16581.3, 16581.3 kg.cm
Moment, X-Dir, Mux = 88137.9, 84785.0, 88137.9, 88137.9 kg.cm
Moment, Y-Dir, Muy = 26451.3, 23271.8, 26451.3, 26451.3 kg.cm
Horiz Force, Vux = 1266.7, 1220.2, 1266.7, 1266.7 kg
Horiz Force, Vuy = 350.3, 308.2, 350.3, 350.3 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 7539.32403 cm2

Slab Area needed (Temporary Load), A = 6512.77380 cm2
Slab Area needed (Temp Load, f1*f2), A = 5427.31150 cm2
Slab Area needed from Axial Load, A = 7539.32403 cm2
Approximate Spread Footing Size, a = 87.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Factored Axial Force, Pu = 30.25912 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 5.10379 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 32899.81782 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 24081.34957 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 75020.10090 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 22007.51834 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.26666 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.51494 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 9.09082 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.64640 kg/cm2
Soil Stress, Maximum, qs,max = 0.68366 kg/cm2
Soil Stress, Minimum, qs,min = 0.60914 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.28 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=32899.8178177626, by=250, Lsx=0
Soil Stress, qs,max = 0.68177 kg/cm2 -> OK
Soil Stress, qs,min = 0.61102 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1298472.48714 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.67 cm, max = B/6 = 41.67 cm
CASE 1: e <= B/6
Puu=32899.8178177626, bx=250, Lsy=0
Soil Stress, qs,max = 0.65677 kg/cm2 -> OK
Soil Stress, qs,min = 0.63602 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1298472.48714 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.33855 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.24704 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.52640 kg/cm2
Soil Stress, Maximum, qs,max = 0.56366 kg/cm2
Soil Stress, Minimum, qs,min = 0.48914 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.95 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=25399.8178177626, by=250, Lsx=0
Soil Stress, qs,max = 0.56371 kg/cm2 -> OK
Soil Stress, qs,min = 0.48908 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1070279.34313 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.87 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=25399.8178177626, bx=250, Lsy=0
Soil Stress, qs,max = 0.53734 kg/cm2 -> OK
Soil Stress, qs,min = 0.51545 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1070279.34313 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.10105 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.00453 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 10966.60594 cm2

Slab Area needed (Temporary Load), A = 6512.77380 cm2
Slab Area needed (Temp Load, f1*f2), A = 5145.58751 cm2
Slab Area needed from Axial Load, A = 10966.60594 cm2
Approximate Spread Footing Size, a = 105.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 32899.81782 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.26666 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.51494 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 9.09082 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.67 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=32899.8178177626, bx=250, Lsy=0
Soil Stress, qs,max = 0.65677 kg/cm2 -> OK
Soil Stress, qs,min = 0.63602 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1298472.48714 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.33855 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.24704 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.87 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.10105 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.00453 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 30259.12 ton
10% of Factored Axial Load, Tu = 3025.91 ton
Required Rebar for Tension, Ast = 0.97 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
28. SUPPORT NO. 28, Node= 1, Location: x= 0.00000, y= 0.00000

phi,m = 0.80 phi,v = 0.60

fc1 = 291.0 kg/cm2 fy = 3900.0 kg/cm2
fyv = 3900.0 kg/cm2 fys = 2400.0 kg/cm2
s,ratio = 3.00 s1,ratio = 1.50
col,bx = 35.00 cm col,bz = 35.00 cm
sloof db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
pilecap db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
foot db=2.50 cm, pile embeded=7.5 cm
Unfactored forces: all(f1*f2), static, temporary (f1*f2), temporary (f1*f2=1)
Maximum Axial, Pu = 26183.2, 23452.7, 26183.2, 26183.2 kg
Minimum Axial, Pu = 16274.9, 16274.9, 16274.9, 16274.9 kg.cm
Moment, X-Dir, Mux = 101206.2, 91169.0, 101206.2, 101206.2 kg.cm
Moment, Y-Dir, Muy = 364365.0, 327402.6, 364365.0, 364365.0 kg.cm
Horiz Force, Vux = 1260.4, 1134.9, 1260.4, 1260.4 kg
Horiz Force, Vuy = 5241.1, 4710.3, 5241.1, 5241.1 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 30952.7, 29077.5, 30952.7, 30952.7 kg
Minimum Axial, Pu = 16274.9, 16274.9, 16274.9, 16274.9 kg.cm
Moment, X-Dir, Mux = 118739.1, 114819.5, 118739.1, 118739.1 kg.cm
Moment, Y-Dir, Muy = 428930.5, 409498.0, 428930.5, 428930.5 kg.cm
Horiz Force, Vux = 1479.5, 1427.9, 1479.5, 1479.5 kg
Horiz Force, Vuy = 6168.3, 5894.4, 6168.3, 6168.3 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 7817.57507 cm2

Slab Area needed (Temporary Load), A = 6713.63181 cm2
Slab Area needed (Temp Load, f1*f2), A = 5594.69317 cm2
Slab Area needed from Axial Load, A = 7817.57507 cm2
Approximate Spread Footing Size, a = 88.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Factored Axial Force, Pu = 30.95267 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 5.22077 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 33683.16405 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 23774.93586 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 118739.12723 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 428930.52261 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 6.16834 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.78911 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 1.91123 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.65893 kg/cm2
Soil Stress, Maximum, qs,max = 0.86924 kg/cm2
Soil Stress, Minimum, qs,min = 0.44863 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 3.53 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=33683.1640468346, by=250, Lsx=0
Soil Stress, qs,max = 0.71468 kg/cm2 -> OK
Soil Stress, qs,min = 0.60318 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1353416.12830 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 12.73 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=33683.1640468346, bx=250, Lsy=0
Soil Stress, qs,max = 0.86031 kg/cm2 -> OK
Soil Stress, qs,min = 0.45755 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1353416.12830 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.57499 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.06073 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.53893 kg/cm2
Soil Stress, Maximum, qs,max = 0.74924 kg/cm2
Soil Stress, Minimum, qs,min = 0.32863 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 4.53 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=26183.1640468346, by=250, Lsx=0
Soil Stress, qs,max = 0.59759 kg/cm2 -> OK
Soil Stress, qs,min = 0.48027 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1126688.04189 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 16.38 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=26183.1640468346, bx=250, Lsy=0
Soil Stress, qs,max = 0.75082 kg/cm2 -> OK
Soil Stress, qs,min = 0.32704 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1126688.04189 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.34841 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.80732 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 11227.72135 cm2

Slab Area needed (Temporary Load), A = 6713.63181 cm2
Slab Area needed (Temp Load, f1*f2), A = 5080.11450 cm2
Slab Area needed from Axial Load, A = 11227.72135 cm2
Approximate Spread Footing Size, a = 106.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 33683.16405 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 6.16834 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.78911 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 1.91123 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 12.73 cm, max = B/6 = 41.67 cm

Soil Stress, Maximum, qs,max = 1.57499 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.06073 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 16.38 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.34841 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.80732 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 30952.67 ton
10% of Factored Axial Load, Tu = 3095.27 ton
Required Rebar for Tension, Ast = 0.99 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
29. SUPPORT NO. 29, Node= 2, Location: x= 500.00000, y= 0.00000
phi,m = 0.80 phi,v = 0.60
fc1 = 291.0 kg/cm2 fy = 3900.0 kg/cm2
fyv = 3900.0 kg/cm2 fys = 2400.0 kg/cm2
s,ratio = 3.00 s1,ratio = 1.50
col,bx = 35.00 cm col,bz = 35.00 cm
sloof db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
pilecap db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
foot db=2.50 cm, pile embeded=7.5 cm

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 26627.7, 23783.2, 26627.7, 26627.7 kg
Minimum Axial, Pu = 16954.7, 16954.7, 16954.7, 16954.7 kg.cm
Moment, X-Dir, Mux = 22742.5, 20359.6, 22742.5, 22742.5 kg.cm
Moment, Y-Dir, Muy = 22822.7, 19817.8, 22822.7, 22822.7 kg.cm
Horiz Force, Vux = 445.3, 399.9, 445.3, 445.3 kg
Horiz Force, Vuy = 454.8, 399.6, 454.8, 454.8 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 31596.4, 29253.5, 31596.4, 31596.4 kg
Minimum Axial, Pu = 16954.7, 16954.7, 16954.7, 16954.7 kg.cm
Moment, X-Dir, Mux = 26905.1, 25203.3, 26905.1, 26905.1 kg.cm
Moment, Y-Dir, Muy = 28071.5, 22412.6, 28071.5, 28071.5 kg.cm
Horiz Force, Vux = 524.8, 499.1, 524.8, 524.8 kg
Horiz Force, Vuy = 551.2, 468.7, 551.2, 551.2 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 7927.73545 cm2

Slab Area needed (Temporary Load), A = 6827.61082 cm2
Slab Area needed (Temp Load, f1*f2), A = 5689.67568 cm2
Slab Area needed from Axial Load, A = 7927.73545 cm2
Approximate Spread Footing Size, a = 89.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 23.00000 cm

Maximum Factored Axial Force, Pu = 31.59639 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 5.32935 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 34127.68219 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 24454.65990 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 22742.54896 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 28071.54318 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.55116 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.94469 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 21.67201 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.66604 kg/cm2
Soil Stress, Maximum, qs,max = 0.68556 kg/cm2
Soil Stress, Minimum, qs,min = 0.64653 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 0.67 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=34127.6821874482, by=250, Lsx=0
Soil Stress, qs,max = 0.67670 kg/cm2 -> OK
Soil Stress, qs,min = 0.65539 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1298932.16277 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.82 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=34127.6821874482, bx=250, Lsy=0
Soil Stress, qs,max = 0.67919 kg/cm2 -> OK
Soil Stress, qs,min = 0.65289 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1298932.16277 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.35589 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.30829 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.54604 kg/cm2
Soil Stress, Maximum, qs,max = 0.56556 kg/cm2
Soil Stress, Minimum, qs,min = 0.52653 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 0.85 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=26627.6821874482, by=250, Lsx=0
Soil Stress, qs,max = 0.55724 kg/cm2 -> OK
Soil Stress, qs,min = 0.53485 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1068624.47513 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.05 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=26627.6821874482, bx=250, Lsy=0
Soil Stress, qs,max = 0.55986 kg/cm2 -> OK
Soil Stress, qs,min = 0.53223 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1068624.47513 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.11709 kg/cm2 -> OK
Soil Stress, Minimum, qs,min = 1.06708 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 11375.89406 cm2

Slab Area needed (Temporary Load), A = 6827.61082 cm2
Slab Area needed (Temp Load, f1*f2), A = 5225.35468 cm2
Slab Area needed from Axial Load, A = 11375.89406 cm2
Approximate Spread Footing Size, a = 107.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 23.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 34127.68219 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.55116 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.94469 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 21.67201 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.82 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.35589 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.30829 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.05 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.11709 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.06708 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 31596.39 ton
10% of Factored Axial Load, Tu = 3159.64 ton
Required Rebar for Tension, Ast = 1.01 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
30. SUPPORT NO. 30, Node= 3, Location: x= 750.00000, y= 0.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 26197.0, 23393.6, 26197.0, 26197.0 kg
Minimum Axial, Pu = 16709.5, 16709.5, 16709.5, 16709.5 kg.cm
Moment, X-Dir, Mux = 74085.0, 66774.7, 74085.0, 74085.0 kg.cm
Moment, Y-Dir, Muy = 23246.3, 20213.3, 23246.3, 23246.3 kg.cm
Horiz Force, Vux = 887.2, 799.2, 887.2, 887.2 kg
Horiz Force, Vuy = 417.5, 366.1, 417.5, 417.5 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 31093.8, 28757.4, 31093.8, 31093.8 kg
Minimum Axial, Pu = 16709.5, 16709.5, 16709.5, 16709.5 kg.cm
Moment, X-Dir, Mux = 86854.4, 84224.9, 86854.4, 86854.4 kg.cm
Moment, Y-Dir, Muy = 28544.4, 22958.5, 28544.4, 28544.4 kg.cm
Horiz Force, Vux = 1040.7, 1006.8, 1040.7, 1040.7 kg
Horiz Force, Vuy = 507.3, 426.8, 507.3, 507.3 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 7797.86979 cm2

Slab Area needed (Temporary Load), A = 6717.16948 cm2
Slab Area needed (Temp Load, f1*f2), A = 5597.64124 cm2
Slab Area needed from Axial Load, A = 7797.86979 cm2
Approximate Spread Footing Size, a = 88.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Factored Axial Force, Pu = 31.09383 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 5.24458 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 33696.96098 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 24209.53659 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 86854.36201 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 28544.35878 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.88716 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.79394 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 13.29409 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.65915 kg/cm2
Soil Stress, Maximum, qs,max = 0.70346 kg/cm2
Soil Stress, Minimum, qs,min = 0.61484 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.58 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=33696.9609818241, by=250, Lsx=0
Soil Stress, qs,max = 0.69993 kg/cm2 -> OK
Soil Stress, qs,min = 0.61838 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1331202.95151 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.85 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=33696.9609818241, bx=250, Lsy=0
Soil Stress, qs,max = 0.67255 kg/cm2 -> OK
Soil Stress, qs,min = 0.64575 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1331202.95151 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.37248 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.26413 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.53915 kg/cm2
Soil Stress, Maximum, qs,max = 0.58346 kg/cm2
Soil Stress, Minimum, qs,min = 0.49484 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 3.32 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=26196.9609818241, by=250, Lsx=0
Soil Stress, qs,max = 0.58205 kg/cm2 -> OK
Soil Stress, qs,min = 0.49625 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1103291.16123 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.09 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=26196.9609818241, bx=250, Lsy=0
Soil Stress, qs,max = 0.55325 kg/cm2 -> OK
Soil Stress, qs,min = 0.52505 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1103291.16123 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.13530 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.02130 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 11232.32033 cm2

Slab Area needed (Temporary Load), A = 6717.16948 cm2
Slab Area needed (Temp Load, f1*f2), A = 5172.97790 cm2
Slab Area needed from Axial Load, A = 11232.32033 cm2
Approximate Spread Footing Size, a = 106.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 22.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 33696.96098 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.88716 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 11.79394 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 13.29409 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.85 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.37248 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.26413 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.09 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 1.13530 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.02130 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 31093.83 ton
10% of Factored Axial Load, Tu = 3109.38 ton
Required Rebar for Tension, Ast = 1.00 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
31. SUPPORT NO. 31, Node= 4, Location: x= 1250.00000, y= 0.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 18759.9, 16734.7, 18759.9, 18759.9 kg
Minimum Axial, Pu = 12071.1, 12071.1, 12071.1, 12071.1 kg.cm
Moment, X-Dir, Mux = 59779.3, 53727.1, 59779.3, 59779.3 kg.cm
Moment, Y-Dir, Muy = 47815.2, 42347.2, 47815.2, 47815.2 kg.cm
Horiz Force, Vux = 955.0, 859.0, 955.0, 955.0 kg
Horiz Force, Vuy = 669.4, 592.8, 669.4, 669.4 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 22297.5, 20510.6, 22297.5, 22297.5 kg
Minimum Axial, Pu = 12071.1, 12071.1, 12071.1, 12071.1 kg.cm
Moment, X-Dir, Mux = 70351.2, 67240.4, 70351.2, 70351.2 kg.cm
Moment, Y-Dir, Muy = 57366.5, 50840.0, 57366.5, 57366.5 kg.cm
Horiz Force, Vux = 1122.7, 1077.5, 1122.7, 1122.7 kg
Horiz Force, Vuy = 803.1, 711.7, 803.1, 803.1 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 5578.24739 cm2

Slab Area needed (Temporary Load), A = 4810.23349 cm2
Slab Area needed (Temp Load, f1*f2), A = 4008.52791 cm2
Slab Area needed from Axial Load, A = 5578.24739 cm2
Approximate Spread Footing Size, a = 75.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 19.00000 cm

Maximum Factored Axial Force, Pu = 22.29746 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 255.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 3.76090 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 26259.91060 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 19571.13163 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 59779.28042 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 57366.51243 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.12266 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 9.19097 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 8.18677 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.54016 kg/cm2
Soil Stress, Maximum, qs,max = 0.58514 kg/cm2
Soil Stress, Minimum, qs,min = 0.49517 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 2.28 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=26259.9106030275, by=250, Lsx=0
Soil Stress, qs,max = 0.56967 kg/cm2 -> OK
Soil Stress, qs,min = 0.51065 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 1084987.47212 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 2.18 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=26259.9106030275, bx=250, Lsy=0
Soil Stress, qs,max = 0.56848 kg/cm2 -> OK
Soil Stress, qs,min = 0.51184 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 1084987.47212 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.13815 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.02249 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.42016 kg/cm2
Soil Stress, Maximum, qs,max = 0.46514 kg/cm2
Soil Stress, Minimum, qs,min = 0.37517 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

Eccentricity ex = 3.19 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=18759.9106030275, by=250, Lsx=0
Soil Stress, qs,max = 0.45229 kg/cm2 -> OK
Soil Stress, qs,min = 0.38803 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 857825.39628 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 3.06 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=18759.9106030275, bx=250, Lsy=0
Soil Stress, qs,max = 0.45099 kg/cm2 -> OK
Soil Stress, qs,min = 0.38932 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 857825.39628 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.90329 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.77735 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 8753.30353 cm2

Slab Area needed (Temporary Load), A = 4810.23349 cm2
Slab Area needed (Temp Load, f1*f2), A = 4181.86573 cm2
Slab Area needed from Axial Load, A = 8753.30353 cm2
Approximate Spread Footing Size, a = 94.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 19.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 26259.91060 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 1.12266 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 9.19097 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 8.18677 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 2.18 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 1.13815 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 1.02249 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 107.50, Ly= 107.50, colx= 35.00, coly= 35.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 3.06 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.90329 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.77735 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 22297.46 ton
10% of Factored Axial Load, Tu = 2229.75 ton
Required Rebar for Tension, Ast = 0.71 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
32. SUPPORT NO. 32, Node= 35, Location: x= 250.00000, y= -100.00000

phi,m = 0.80 phi,v = 0.60

fc1 = 291.0 kg/cm2 fy = 3900.0 kg/cm2
fyv = 3900.0 kg/cm2 fys = 2400.0 kg/cm2
s,ratio = 3.00 s1,ratio = 1.50
col,bx = 20.00 cm col,bz = 20.00 cm
sloof db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
pilecap db=2.50 cm, dbv=1.30 cm, dbs=1.20 cm
foot db=2.50 cm, pile embeded=7.5 cm

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 2616.3, 2346.1, 2616.3, 2616.3 kg
Minimum Axial, Pu = 1610.7, 1610.7, 1610.7, 1610.7 kg.cm
Moment, X-Dir, Mux = 5086.6, 4611.3, 5086.6, 5086.6 kg.cm
Moment, Y-Dir, Muy = 1312.2, 1188.3, 1312.2, 1312.2 kg.cm
Horiz Force, Vux = 54.0, 49.0, 54.0, 54.0 kg
Horiz Force, Vuy = 37.7, 34.0, 37.7, 37.7 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 3088.4, 2917.8, 3088.4, 3088.4 kg
Minimum Axial, Pu = 1610.7, 1610.7, 1610.7, 1610.7 kg.cm
Moment, X-Dir, Mux = 5917.0, 5907.6, 5917.0, 5917.0 kg.cm
Moment, Y-Dir, Muy = 1528.6, 1518.1, 1528.6, 1528.6 kg.cm
Horiz Force, Vux = 63.0, 63.0, 62.8, 62.8 kg
Horiz Force, Vuy = 44.0, 43.3, 44.0, 44.0 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 782.03543 cm2

Slab Area needed (Temporary Load), A = 670.85403 cm2
Slab Area needed (Temp Load, f1*f2), A = 559.04503 cm2
Slab Area needed from Axial Load, A = 782.03543 cm2
Approximate Spread Footing Size, a = 28.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 13.00000 cm

Maximum Factored Axial Force, Pu = 3.08836 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 195.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 0.68119 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 10116.33074 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 9110.68819 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 5916.96463 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 1528.56891 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.05405 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.54072 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 65.51005 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.28186 kg/cm2
Soil Stress, Maximum, qs,max = 0.28472 kg/cm2
Soil Stress, Minimum, qs,min = 0.27900 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 0.58 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=10116.3307351327, by=250, Lsx=0
Soil Stress, qs,max = 0.28582 kg/cm2 -> OK
Soil Stress, qs,min = 0.27790 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 627984.44595 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.15 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=10116.3307351327, bx=250, Lsy=0
Soil Stress, qs,max = 0.28288 kg/cm2 -> OK
Soil Stress, qs,min = 0.28084 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 627984.44595 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.56870 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.55874 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.16186 kg/cm2
Soil Stress, Maximum, qs,max = 0.16472 kg/cm2
Soil Stress, Minimum, qs,min = 0.15900 kg/cm2
BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 2.26 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=2616.33073513272, by=250, Lsx=0
Soil Stress, qs,max = 0.17065 kg/cm2 -> OK
Soil Stress, qs,min = 0.15308 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 371679.88486 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.58 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=2616.33073513272, bx=250, Lsy=0
Soil Stress, qs,max = 0.16413 kg/cm2 -> OK
Soil Stress, qs,min = 0.15959 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 371679.88486 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.33478 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.31267 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 3372.11025 cm2

Slab Area needed (Temporary Load), A = 670.85403 cm2
Slab Area needed (Temp Load, f1*f2), A = 1946.72825 cm2
Slab Area needed from Axial Load, A = 3372.11025 cm2
Approximate Spread Footing Size, a = 58.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 13.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 10116.33074 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.05405 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.54072 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 65.51005 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.15 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.56870 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.55874 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.58 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.33478 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.31267 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 3088.36 ton
10% of Factored Axial Load, Tu = 308.84 ton
Required Rebar for Tension, Ast = 0.10 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
33. SUPPORT NO. 33, Node= 36, Location: x= 500.00000, y= -100.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 2715.3, 2458.0, 2715.3, 2715.3 kg
Minimum Axial, Pu = 1533.6, 1533.6, 1533.6, 1533.6 kg.cm
Moment, X-Dir, Mux = 2305.9, 2088.0, 2305.9, 2305.9 kg.cm
Moment, Y-Dir, Muy = 1022.5, 946.9, 1022.5, 1022.5 kg.cm
Horiz Force, Vux = 15.8, 14.3, 15.8, 15.8 kg
Horiz Force, Vuy = 2.6, 2.6, 2.6, 2.6 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 3164.7, 3136.9, 3164.7, 3164.7 kg
Minimum Axial, Pu = 1533.6, 1533.6, 1533.6, 1533.6 kg.cm
Moment, X-Dir, Mux = 2686.4, 2666.9, 2686.4, 2686.4 kg.cm
Moment, Y-Dir, Muy = 1281.2, 1281.2, 1154.5, 1154.5 kg.cm
Horiz Force, Vux = 18.4, 18.4, 18.3, 18.3 kg
Horiz Force, Vuy = 2.6, 2.6, 2.6, 2.6 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 819.33990 cm2

Slab Area needed (Temporary Load), A = 696.23215 cm2
Slab Area needed (Temp Load, f1*f2), A = 580.19346 cm2
Slab Area needed from Axial Load, A = 819.33990 cm2
Approximate Spread Footing Size, a = 29.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 13.00000 cm

Maximum Factored Axial Force, Pu = 3.16473 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 195.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 0.69804 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 10215.30539 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 9033.56596 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 2686.36754 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 1022.47695 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.01578 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.57536 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 226.56443 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.28344 kg/cm2
Soil Stress, Maximum, qs,max = 0.28487 kg/cm2
Soil Stress, Minimum, qs,min = 0.28202 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 0.26 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=10215.3053938296, by=250, Lsx=0
Soil Stress, qs,max = 0.28523 kg/cm2 -> OK
Soil Stress, qs,min = 0.28166 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 627795.96130 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.10 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=10215.3053938296, bx=250, Lsy=0
Soil Stress, qs,max = 0.28413 kg/cm2 -> OK
Soil Stress, qs,min = 0.28276 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 627795.96130 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.56936 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.56442 kg/cm2 -> OK
AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.16344 kg/cm2
Soil Stress, Maximum, qs,max = 0.16487 kg/cm2
Soil Stress, Minimum, qs,min = 0.16202 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 0.99 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=2715.30539382955, by=250, Lsx=0
Soil Stress, qs,max = 0.16733 kg/cm2 -> OK
Soil Stress, qs,min = 0.15956 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 366846.41865 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.38 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=2715.30539382955, bx=250, Lsy=0
Soil Stress, qs,max = 0.16492 kg/cm2 -> OK
Soil Stress, qs,min = 0.16197 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 366846.41865 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.33225 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.32153 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 3405.10180 cm2

Slab Area needed (Temporary Load), A = 696.23215 cm2
Slab Area needed (Temp Load, f1*f2), A = 1930.24914 cm2
Slab Area needed from Axial Load, A = 3405.10180 cm2
Approximate Spread Footing Size, a = 58.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 13.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 10215.30539 kg

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.01578 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.57536 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 226.56443 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.10 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.56936 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.56442 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.38 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.33225 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.32153 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 3164.73 ton
10% of Factored Axial Load, Tu = 316.47 ton
Required Rebar for Tension, Ast = 0.10 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
34. SUPPORT NO. 34, Node= 37, Location: x= 750.00000, y= -100.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 2934.4, 2655.7, 2934.4, 2934.4 kg
Minimum Axial, Pu = 1661.5, 1661.5, 1661.5, 1661.5 kg.cm
Moment, X-Dir, Mux = 4508.1, 4071.9, 4508.1, 4508.1 kg.cm
Moment, Y-Dir, Muy = 228.5, 228.5, 228.5, 228.5 kg.cm
Horiz Force, Vux = 46.1, 41.6, 46.1, 46.1 kg
Horiz Force, Vuy = 12.5, 10.9, 12.5, 12.5 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 3421.4, 3386.7, 3421.4, 3421.4 kg
Minimum Axial, Pu = 1661.5, 1661.5, 1661.5, 1661.5 kg.cm
Moment, X-Dir, Mux = 5270.2, 5165.4, 5270.2, 5270.2 kg.cm
Moment, Y-Dir, Muy = 228.5, 228.5, 228.5, 228.5 kg.cm
Horiz Force, Vux = 53.9, 52.7, 53.9, 53.9 kg
Horiz Force, Vuy = 15.2, 12.6, 15.2, 15.2 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 885.22576 cm2

Slab Area needed (Temporary Load), A = 752.41866 cm2
Slab Area needed (Temp Load, f1*f2), A = 627.01555 cm2
Slab Area needed from Axial Load, A = 885.22576 cm2
Approximate Spread Footing Size, a = 30.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 13.00000 cm

Maximum Factored Axial Force, Pu = 3.42136 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 195.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 0.75464 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 10434.43276 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 9161.53784 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 5270.20873 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 228.54430 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.04609 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.65205 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 79.24177 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.28695 kg/cm2
Soil Stress, Maximum, qs,max = 0.28906 kg/cm2
Soil Stress, Minimum, qs,min = 0.28484 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 0.51 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=10434.4327627482, by=250, Lsx=0
Soil Stress, qs,max = 0.29043 kg/cm2 -> OK
Soil Stress, qs,min = 0.28347 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 638391.20871 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.02 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=10434.4327627482, bx=250, Lsy=0
Soil Stress, qs,max = 0.28710 kg/cm2 -> OK
Soil Stress, qs,min = 0.28680 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 638391.20871 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.57753 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.57027 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.16695 kg/cm2
Soil Stress, Maximum, qs,max = 0.16906 kg/cm2
Soil Stress, Minimum, qs,min = 0.16484 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 1.80 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=2934.43276274824, by=250, Lsx=0
Soil Stress, qs,max = 0.17415 kg/cm2 -> OK
Soil Stress, qs,min = 0.15975 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 380201.12670 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.08 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=2934.43276274824, bx=250, Lsy=0
Soil Stress, qs,max = 0.16726 kg/cm2 -> OK
Soil Stress, qs,min = 0.16664 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 380201.12670 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.34141 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.32639 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 3478.14425 cm2

Slab Area needed (Temporary Load), A = 752.41866 cm2
Slab Area needed (Temp Load, f1*f2), A = 1957.59356 cm2
Slab Area needed from Axial Load, A = 3478.14425 cm2
Approximate Spread Footing Size, a = 59.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 13.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 10434.43276 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.04609 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.65205 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 79.24177 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.02 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.57753 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.57027 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00
Eccentricity ex = 1.80 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=2934.43276274824, by=250, Lsx=0
Soil Stress, qs,max = 0.17415 kg/cm2 -> OK
Soil Stress, qs,min = 0.15975 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 380201.12670 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.08 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.34141 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.32639 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 3421.36 ton
10% of Factored Axial Load, Tu = 342.14 ton
Required Rebar for Tension, Ast = 0.11 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
35. SUPPORT NO. 35, Node= 38, Location: x= 1000.00000, y= -100.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 2536.9, 2274.2, 2536.9, 2536.9 kg
Minimum Axial, Pu = 1566.0, 1566.0, 1566.0, 1566.0 kg.cm
Moment, X-Dir, Mux = 1326.2, 1186.0, 1326.2, 1326.2 kg.cm
Moment, Y-Dir, Muy = 3499.7, 3164.0, 3499.7, 3499.7 kg.cm
Horiz Force, Vux = 2.4, 2.4, 2.4, 2.4 kg
Horiz Force, Vuy = 54.0, 48.8, 54.0, 54.0 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 2995.8, 2826.0, 2995.8, 2995.8 kg
Minimum Axial, Pu = 1566.0, 1566.0, 1566.0, 1566.0 kg.cm
Moment, X-Dir, Mux = 1571.0, 1464.0, 1571.0, 1571.0 kg.cm
Moment, Y-Dir, Muy = 4086.0, 4024.1, 4086.0, 4086.0 kg.cm
Horiz Force, Vux = 3.0, 2.4, 3.0, 3.0 kg
Horiz Force, Vuy = 63.1, 61.9, 63.1, 63.1 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 758.06991 cm2

Slab Area needed (Temporary Load), A = 650.49449 cm2
Slab Area needed (Temp Load, f1*f2), A = 542.07874 cm2
Slab Area needed from Axial Load, A = 758.06991 cm2
Approximate Spread Footing Size, a = 28.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 13.00000 cm

Maximum Factored Axial Force, Pu = 2.99584 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 195.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 0.66079 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 10036.92850 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 9065.95009 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 1570.99601 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 4085.97649 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.06306 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.51292 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 55.70689 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.28059 kg/cm2
Soil Stress, Maximum, qs,max = 0.28276 kg/cm2
Soil Stress, Minimum, qs,min = 0.27842 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 0.16 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=10036.9284961461, by=250, Lsx=0
Soil Stress, qs,max = 0.28164 kg/cm2 -> OK
Soil Stress, qs,min = 0.27954 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 620257.94499 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.41 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=10036.9284961461, bx=250, Lsy=0
Soil Stress, qs,max = 0.28333 kg/cm2 -> OK
Soil Stress, qs,min = 0.27785 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 620257.94499 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.56498 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.55739 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.16059 kg/cm2
Soil Stress, Maximum, qs,max = 0.16276 kg/cm2
Soil Stress, Minimum, qs,min = 0.15842 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 0.62 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=2536.92849614611, by=250, Lsx=0
Soil Stress, qs,max = 0.16298 kg/cm2 -> OK
Soil Stress, qs,min = 0.15820 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 358019.74881 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.61 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=2536.92849614611, bx=250, Lsy=0
Soil Stress, qs,max = 0.16680 kg/cm2 -> OK
Soil Stress, qs,min = 0.15438 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 358019.74881 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.32978 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.31259 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 3345.64283 cm2

Slab Area needed (Temporary Load), A = 650.49449 cm2
Slab Area needed (Temp Load, f1*f2), A = 1937.16882 cm2
Slab Area needed from Axial Load, A = 3345.64283 cm2
Approximate Spread Footing Size, a = 58.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 13.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 10036.92850 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.06306 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.51292 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 55.70689 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.41 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.56498 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.55739 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4
Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.16059 kg/cm2
Soil Stress, Maximum, qs,max = 0.16276 kg/cm2
Soil Stress, Minimum, qs,min = 0.15842 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.61 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.32978 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.31259 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 2995.84 ton
10% of Factored Axial Load, Tu = 299.58 ton
Required Rebar for Tension, Ast = 0.10 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************
36. SUPPORT NO. 36, Node= 41, Location: x= -100.00000, y= 900.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 2026.6, 1800.1, 2026.6, 2026.6 kg
Minimum Axial, Pu = 1350.0, 1350.0, 1350.0, 1350.0 kg.cm
Moment, X-Dir, Mux = 3204.8, 2850.2, 3204.8, 3204.8 kg.cm
Moment, Y-Dir, Muy = 15924.8, 14377.3, 15924.8, 15924.8 kg.cm
Horiz Force, Vux = 46.5, 41.4, 46.5, 46.5 kg
Horiz Force, Vuy = 193.1, 174.4, 193.1, 193.1 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 2422.2, 2179.6, 2422.2, 2422.2 kg
Minimum Axial, Pu = 1350.0, 1350.0, 1350.0, 1350.0 kg.cm
Moment, X-Dir, Mux = 3824.2, 3463.5, 3824.2, 3824.2 kg.cm
Moment, Y-Dir, Muy = 18627.9, 18216.5, 18627.9, 18627.9 kg.cm
Horiz Force, Vux = 55.5, 50.4, 55.5, 55.5 kg
Horiz Force, Vuy = 225.9, 221.0, 225.9, 225.9 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 600.04069 cm2

Slab Area needed (Temporary Load), A = 519.64216 cm2
Slab Area needed (Temp Load, f1*f2), A = 433.03513 cm2
Slab Area needed from Axial Load, A = 600.04069 cm2
Approximate Spread Footing Size, a = 24.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 12.00000 cm

Maximum Factored Axial Force, Pu = 2.42222 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 195.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 0.53426 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 9526.60443 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 8849.96093 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 3824.17037 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 15924.80072 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.19311 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.33431 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 17.26602 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.27243 kg/cm2
Soil Stress, Maximum, qs,max = 0.28001 kg/cm2
Soil Stress, Minimum, qs,min = 0.26484 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00
Eccentricity ex = 0.40 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=9526.60442779491, by=250, Lsx=0
Soil Stress, qs,max = 0.27505 kg/cm2 -> OK
Soil Stress, qs,min = 0.26980 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 604926.02705 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.67 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=9526.60442779491, bx=250, Lsy=0
Soil Stress, qs,max = 0.28336 kg/cm2 -> OK
Soil Stress, qs,min = 0.26150 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 604926.02705 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.55841 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.53130 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.15243 kg/cm2
Soil Stress, Maximum, qs,max = 0.16001 kg/cm2
Soil Stress, Minimum, qs,min = 0.14484 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 1.89 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=2026.60442779491, by=250, Lsx=0
Soil Stress, qs,max = 0.15933 kg/cm2 -> OK
Soil Stress, qs,min = 0.14552 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 347687.40463 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 7.86 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=2026.60442779491, bx=250, Lsy=0
Soil Stress, qs,max = 0.18117 kg/cm2 -> OK
Soil Stress, qs,min = 0.12368 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 347687.40463 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.34050 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.26920 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 3175.53481 cm2

Slab Area needed (Temporary Load), A = 519.64216 cm2
Slab Area needed (Temp Load, f1*f2), A = 1891.01729 cm2
Slab Area needed from Axial Load, A = 3175.53481 cm2
Approximate Spread Footing Size, a = 56.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 12.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 9526.60443 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.19311 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.33431 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 17.26602 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 0.40 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=9526.60442779491, by=250, Lsx=0
Soil Stress, qs,max = 0.27505 kg/cm2 -> OK
Soil Stress, qs,min = 0.26980 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 604926.02705 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 1.67 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.55841 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.53130 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 7.86 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.34050 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.26920 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 2422.22 ton
10% of Factored Axial Load, Tu = 242.22 ton
Required Rebar for Tension, Ast = 0.08 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90
**************************************************************************
37. SUPPORT NO. 37, Node= 42, Location: x= -100.00000, y= 500.00000

phi,m = 0.80 phi,v = 0.60

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Maximum Axial, Pu = 1353.7, 1203.3, 1353.7, 1353.7 kg
Minimum Axial, Pu = 896.3, 896.3, 896.3, 896.3 kg.cm
Moment, X-Dir, Mux = 2708.7, 2430.4, 2708.7, 2708.7 kg.cm
Moment, Y-Dir, Muy = 2833.8, 2583.4, 2833.8, 2833.8 kg.cm
Horiz Force, Vux = 32.4, 29.0, 32.4, 32.4 kg
Horiz Force, Vuy = 65.0, 59.0, 65.0, 65.0 kg

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 1616.3, 1460.1, 1616.3, 1616.3 kg
Minimum Axial, Pu = 896.3, 896.3, 896.3, 896.3 kg.cm
Moment, X-Dir, Mux = 3194.8, 3027.7, 3194.8, 3194.8 kg.cm
Moment, Y-Dir, Muy = 3359.0, 3359.0, 3271.2, 3271.2 kg.cm
Horiz Force, Vux = 38.2, 36.0, 38.2, 38.2 kg
Horiz Force, Vuy = 76.0, 76.0, 75.5, 75.5 kg

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 401.10046 cm2

Slab Area needed (Temporary Load), A = 347.09538 cm2
Slab Area needed (Temp Load, f1*f2), A = 289.24615 cm2
Slab Area needed from Axial Load, A = 401.10046 cm2
Approximate Spread Footing Size, a = 20.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 12.00000 cm

Maximum Factored Axial Force, Pu = 1.61634 ton
Allowable Punching Stress, vc = 18.09492 kg/cm2, fc1 = 291.00000
Perimeter of Punching Stress, Kp = 195.00000 cm
Spread Footing Slab Thickness, tp = 50.00000 cm
Punching Stress, vc = 0.35651 kg/cm2 -> OK

Maximum Unfactored Axial Force + Slab Wgt, Pu = 8853.67199 kg

Minimum Unfactored Axial Force + Slab Wgt, Pu = 8396.29252 kg
Depth of Foundation Slab, L = 0.00000 cm
Unfactored Bending Moment, Slab Level, Mux = 3194.78059 kg.cm
Unfactored Bending Moment, Slab Level, Muy = 3358.97103 kg.cm

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.07596 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.09879 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 40.79527 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4
Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.26166 kg/cm2
Soil Stress, Maximum, qs,max = 0.26418 kg/cm2
Soil Stress, Minimum, qs,min = 0.25914 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 0.36 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=8853.67199312839, by=250, Lsx=0
Soil Stress, qs,max = 0.26392 kg/cm2 -> OK
Soil Stress, qs,min = 0.25939 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 580585.41033 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 0.38 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=8853.67199312839, bx=250, Lsy=0
Soil Stress, qs,max = 0.26404 kg/cm2 -> OK
Soil Stress, qs,min = 0.25928 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 580585.41033 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.52797 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.51867 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.14166 kg/cm2
Soil Stress, Maximum, qs,max = 0.14418 kg/cm2
Soil Stress, Minimum, qs,min = 0.13914 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ex = 2.36 cm, max = 41.67 cm
CASE 1: e <= B/6
Puu=1353.67199312839, by=250, Lsx=0
Soil Stress, qs,max = 0.14968 kg/cm2 -> OK
Soil Stress, qs,min = 0.13363 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, Mx,max = 325857.62666 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, X-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, X-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 2.48 cm, max = B/6 = 41.67 cm

CASE 1: e <= B/6
Puu=1353.67199312839, bx=250, Lsy=0
Soil Stress, qs,max = 0.15009 kg/cm2 -> OK
Soil Stress, qs,min = 0.13322 kg/cm2 -> OK
Max Factored Bending Moment at Column Face, My,max = 325857.62666 kg.cm
Concrete Slab Design Status = OK
Rebar Spacing, Y-Dir, Bottom = d25- 30.0 cm ( 0.42%)
Rebar Spacing, Y-Dir, Top = d25- 40.0 cm ( 0.32%)

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.29978 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.26686 kg/cm2 -> OK

Optimum Foundation Selected, Index = 1

Spread Footing, Qa= 3.00 kg/cm2, fr=0.35

SPREAD FOOTING DESIGN

Slab Area needed (Static Load), A = 2951.22400 cm2

Slab Area needed (Temporary Load), A = 347.09538 cm2
Slab Area needed (Temp Load, f1*f2), A = 1794.07960 cm2
Slab Area needed from Axial Load, A = 2951.22400 cm2
Approximate Spread Footing Size, a = 54.00000 cm
Initial Spread Footing Size, bx = 250.00000 cm
Initial Spread Footing Size, by = 250.00000 cm

Thickness needed for punching, t1 = 12.00000 cm

Maximum Unfactored Axial Force + Slab Wgt, Pu = 8853.67199 kg

NO TENSION FORCE -> OK

DESIGN FOR HORIZONTAL SHEAR FORCE:

Maximum Unfactored Horizontal Shear Force, Vu = 0.07596 ton

Friction Ratio, (Vn = fr*Nmax) fr = 0.35000
Resisting Force, Vn = 3.09879 ton
Minimum Safety Factor for Horizontal, SF = 1.50000
Available Safety Factor for Horizontal, SF = 40.79527 -> OK

AXIAL COMPRESSION DESIGN (STATIC LOAD ONLY):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

Moment of Inertia of Slab, Iy = 325520833.33333 cm4
Allowable Soil Stress, Qa,max = 3.00000 kg/cm2
Soil Stress, Average, qs,avg = 0.26166 kg/cm2
Soil Stress, Maximum, qs,max = 0.26418 kg/cm2
Soil Stress, Minimum, qs,min = 0.25914 kg/cm2

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

Eccentricity ey = 0.38 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (STATIC LOAD)

Soil Stress, Maximum, qs,max = 0.52797 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.51867 kg/cm2 -> OK

AXIAL COMPRESSION DESIGN (ALL LOADING COMBINATION):

Moment of Inertia of Slab, Ix = 325520833.33333 cm4

BENDING MOMENT IN X-DIRECTION:

Lx= 115.00, Ly= 115.00, colx= 20.00, coly= 20.00

BENDING MOMENT IN Y-DIRECTION:

Eccentricity ey = 2.48 cm, max = B/6 = 41.67 cm

BENDING IN X AND Y DIRECTION: (ALL LOAD COMB)

Soil Stress, Maximum, qs,max = 0.29978 kg/cm2 -> OK

Soil Stress, Minimum, qs,min = 0.26686 kg/cm2 -> OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 40.00 cm

Tie Beam / Sloof Width, H = 80.00 cm
Factored Maximum Column Axial Load, Pu = 1616.34 ton
10% of Factored Axial Load, Tu = 161.63 ton
Required Rebar for Tension, Ast = 0.05 cm2

Nett Uplift Height, Hw = 2.00 m

Longitudinal Rebar, at Support = 5 d25 / 9 d25

Longitudinal Rebar, at Midspan = 9 d25 / 5 d25
Shear Reinforcement Spacing at Support = d13 - 7.90

**************************************************************************

C. COST COMPARISON:

Foundation Type Table:

----------------------------------------------------------------------------
No. Foundation Type a=b=D Spun,Tp L,Depth Qa P,capa. Unit Price
(cm) (cm) (m) (kg/cm2 (ton) per pile
----------------------------------------------------------------------------
1 Spread Footing 250.00 40.0 0.0 3.000 0.0
----------------------------------------------------------------------------

Foundation Design Summary:

Design for Axial and Bending: P,Mx,My
------------------------------------------------------------------------------------------------------
Support Found No. of Cost1 Cost2 Tot.Cost Concrete Steel Pmax Pmin
Index Type Pile (Rp) (Rp) (Rp) (m3) (kg) (kg) (kg)
------------------------------------------------------------------------------------------------------
1 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
2 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
3 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
4 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
5 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
6 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
7 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
8 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
9 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
10 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
11 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
12 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
13 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
14 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
15 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
16 1 0 0.0 5318732.6 5318732.6 3.1 296.7 22983.8 14314.6
17 1 0 0.0 5318732.6 5318732.6 3.1 296.7 18005.4 11586.8
18 1 0 0.0 5318732.6 5318732.6 3.1 296.7 25525.4 16125.7
19 1 0 0.0 5318732.6 5318732.6 3.1 296.7 25681.4 16219.2
20 1 0 0.0 5318732.6 5318732.6 3.1 296.7 18999.3 12202.2
21 1 0 0.0 5318732.6 5318732.6 3.1 296.7 34533.2 21899.7
22 1 0 0.0 5318732.6 5318732.6 3.1 296.7 37087.4 22404.3
23 1 0 0.0 5318732.6 5318732.6 3.1 296.7 37463.4 22579.9
24 1 0 0.0 5318732.6 5318732.6 3.1 296.7 25412.0 16575.9
25 1 0 0.0 5318732.6 5318732.6 3.1 296.7 30668.8 18369.7
26 1 0 0.0 5318732.6 5318732.6 3.1 296.7 31162.7 18636.5
27 1 0 0.0 5318732.6 5318732.6 3.1 296.7 25399.8 16581.3
28 1 0 0.0 5318732.6 5318732.6 3.1 296.7 26183.2 16274.9
29 1 0 0.0 5318732.6 5318732.6 3.1 296.7 26627.7 16954.7
30 1 0 0.0 5318732.6 5318732.6 3.1 296.7 26197.0 16709.5
31 1 0 0.0 5318732.6 5318732.6 3.1 296.7 18759.9 12071.1
32 1 0 0.0 5318732.6 5318732.6 3.1 296.7 2616.3 1610.7
33 1 0 0.0 5318732.6 5318732.6 3.1 296.7 2715.3 1533.6
34 1 0 0.0 5318732.6 5318732.6 3.1 296.7 2934.4 1661.5
35 1 0 0.0 5318732.6 5318732.6 3.1 296.7 2536.9 1566.0
36 1 0 0.0 5318732.6 5318732.6 3.1 296.7 2026.6 1350.0
37 1 0 0.0 5318732.6 5318732.6 3.1 296.7 1353.7 896.3
------------------------------------------------------------------------------------------------------

Pilecap or Footing Size and Rebar Design

------------------------------------------------------------------------------------------
Support Foundation Wid,x Wid,y Thick db spx,top spx,bot spy,top spy,bot
Index Type & npile cm) (cm) (cm) (cm) (cm) (cm) (cm) (cm)
------------------------------------------------------------------------------------------
1 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
2 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
3 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
4 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
5 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
6 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
7 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
8 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
9 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
10 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
11 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
12 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
13 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
14 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
15 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
16 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
17 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
18 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
19 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
20 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
21 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
22 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
23 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
24 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
25 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
26 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
27 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
28 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
29 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
30 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
31 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
32 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
33 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
34 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
35 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
36 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
37 1 250.00 250.00 50.00 2.50 40.00 30.00 40.00 30.00
------------------------------------------------------------------------------------------

Total Number of Piles/Footing = 37

Total Pile Cost (Only piles) = 0.0
Total Slab or Pilecap Cost = 196793108.0
Total Cost (Piles+Slab/Pilecap) = 196793108.0

Total Slab/Pilecap Concrete Volume = 115.6 m3

Total Slab/Pilecap Rebar Weight = 10978.2 kg

1. 1(Spread Footing), a= 250.0 cm, qa= 3.000 kg/cm2

Spread Footing = 0 units

Spread Footing = 37 units

END OF FOUNDATION DESIGN.

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