example foundation calculation by afes
DESCRIPTION
Example Foundation calculation by AfesTRANSCRIPT
FOUNDATION CALCULATION SHEET
One-Stop Solution for Foundation
TITLE DESCRIPTION
PROJECT/JOB NO. Panithi
PROJECT/JOB NAME ACI
CLIENT NAME MKS
SITE NAME 5-6
DOCUMENT NO.
REFERENCE NO.
STRUCTURE NAME F-450
LOAD COMBINATION GROUP
REV DATE DESCRIPTION PREP'D CHK'D APPR'D APPR'D
Copyright (c) GS E&C. All Rights Reserved
Page 1
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
FOUNDATION LISTS
Group Name No. Description No. Description
ISO-1 1 F1
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 2
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
CONTENTS
1. GENERAL
1.1 CODE & STANDARD
1.2 MATERIALS & UNIT WEIGHT
1.3 SUBSOIL CONDITION & SAFETY FACTORS
1.4 LOAD COMBINATION
2. DRAWING
2.1 LOCATION PLAN & DETAIL SKETCH
3. FOUNDATION DATA
3.1 FOOTING AND SECTION DATA
3.2 PIER DATA
3.3 LOAD CASE
3.4 LOAD COMBINATION
4. CHECK OF STABILITY
4.1 CHECK OF PILE REACTION
5. DESIGN OF FOOTING
5.1 DESIGN MOMENT AND SHEAR FORCE
5.2 REQUIRED REINFORCEMENT
5.3 ONE WAY SHEAR FORCE
5.4 TWO WAY SHEAR FORCE
5.5 PILE PUNCHING SHEAR FORCE
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 3
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
1. GENERAL
1.1 CODE & STANDARD
Items Description
Design Code American Concrete Institute (ACI 318) [Metric]
Horizontal Force for Wind AMERICAN SOCIETY OF CIVIL ENGINEERS [ASCE 7-02]
Horizontal Force for Seismic AMERICAN SOCIETY CIVIL ENGINEERS [ASCE 7-02]
Unit System Input : MKS, Output : MKS, Calculation Unit : IMPERIAL
1.2 MATERIALS & UNIT WEIGHT
Items Value
Concrete (f'c : compressive strength)
Lean Concrete (Lf'c : compressive strength)
Rs (Soil unit weight)
Rc (Concrete unit weight)
Es (Steel Modulus of Elasticity)
Ec (Concrete Modulus of Elasticity)
- Pile Capacity
Items Value
Pile Name PHC Pile-50
Footing List F1
Diameter 500 mm
Length 21 m
Thick 20 mm
Shape Circle
Capacity ( Ha , Ua , Va ) 2 , 10 , 50 tonf
1.3 SUBSOIL CONDITION & SAFETY FACTORS
Items Description
Allowable Increase of Soil (Wind) 0 %
Allowable Increase of Soil (Seismic) 0 %
Allowable Increase of Soil (Test) 0 %
Allowable Increase of Pile Horizontal (Wind) 0 %
Allowable Increase of Pile Horizontal (Seismic) 0 %
Allowable Increase of Pile Horizontal (Test) 0 %
Allowable Increase of Pile Vertical (Wind) 0 %
Allowable Increase of Pile Vertical (Seismic) 0 %
Allowable Increase of Pile Vertical (Test) 0 %
Allowable Increase of Pile Uplift (Wind) 0 %
Allowable Increase of Pile Uplift (Seismic) 0 %
Allowable Increase of Pile Uplift (Test) 0 %
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Reinforcement (D9 ~ D16 , yield strength)
Reinforcement (D19 ~ , yield strength)
173.000 kgf/cm2
0.000 kgf/cm2
3000.000 kgf/cm2
3000.000 kgf/cm2
2.000 ton/m3
2.400 ton/m3
2.000 106 kgf/cm2
250998.000 kgf/cm2
Page 4
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
Safety factor against overturning for OVM1(FO1) 2
Safety factor against overturning for OVM2(FO2) 2
Safety factor against overturning for OVM3(FO3) 2
Safety factor against overturning for OVM4(FO4) 2
Safety factor against sliding for the SL1(FS1) 1.5
Safety factor against sliding for the SL2(FS2) 1.5
Safety factor against sliding for the SL3(FS3) 1.5
Safety factor against sliding for the SL4(FS4) 1.5
.35
1.4 LOAD COMBINATION
Index Load Case Name Load Case Description
1 DL DEAD LOAD
2 LL LIVE LOAD
Comb . ID Load Combination for stability
1 1.0 SW + 1.0 DL + 1.0 LL
2 1.0 SW + .75 DL + .75 LL + .75 WL
Comb . ID Load Combination for Reinforcement
101 1.4 SW + 1.4 DL + 1.7 LL
102 1.05 SW + 1.05 DL + 1.275 LL + 1.275 WL
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Friction factor (m)
2. DRAWING REFERENCE DWGSNO. DWG NO. DWG TITLE
N O T E S
* OUTPUT UNIT : mm
ACI PROJECT
FOUNDATION LOCATION PLAN
F-450
SQ
UA
D C
HE
CK
PROCESS PIPING VESSELS STRUCT. ELEC. INST.
SCALE
AS SHOWN
JOB NO.
Panithi
MICROFILM NO.
F1
1
A01
01
Z X
Y
4/5/2555 Page 5
Copyright (c) GS E&C. All Rights Reserved
OUTPUT UNIT : mm
4/5/2555 Page 6
Copyright (c) GS E&C. All Rights Reserved
REFERENCE DWGSNO. DWG NO. DWG TITLE
N O T E S
* PILE
4-??500 PHC Pile-50
* OUTPUT UNIT : mm
ACI PROJECT
FOUNDATION DETAIL FOR
F1
SQ
UA
D C
HE
CK
PROCESS PIPING VESSELS STRUCT. ELEC. INST.
SCALE
AS SHOWN
JOB NO.
Panithi
MICROFILM NO.
REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD
500300
1200500
50
01
50
05
00
1250
12
50
2500
25
00
15-D20
15
-D2
0
50
TY
P.
LC FOOTING
FOUNDATION PLAN FOOTING REINF. PLAN
LEAN CONC. 50 THK
25 G
R.
1000
900
TOG EL. + 1000
150
7510
0D
12
@20
010
0
D19
SECTION
50TYP.
D12
36-D19
300
400
PEDESTAL
4/5/2555 Page 7
Copyright (c) GS E&C. All Rights Reserved
Page 8
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
3. FOUNDATION DATA
3.1 FOOTING AND SECTION DATA
300 400
2500
2500
The Origin coordinate
The Center of Gravity (0,0) mm
The Center of Pile (75,0) mm
900
1000
( mm ) Ft. Name F1
Ft. Type
Area
Ft. Thickness 900.00 mm
Ft. Volume
Ft. Weight 13.500 tonf
Soil Height 0.00 mm
Soil Volume
Soil Weight 0.000 tonf
Buoyancy Not Consider
Self Weight (except Pr.SW) 13.500 tonf
Section Data
( mm ) Ft.Name Direction Ft. Volume Soil Volume Pier Wt
F1 All Direct
Sec.Name Section Area Ft. Weight Soil Weight Total Weight
S1
3.2 PIER DATAOff X , Off Y is offset position from the Center of the footing
If Pier Shape is Circle or Circle wall, Pl is a Diameter. and Pw is a Inner Diameter
Area is pier concrete area
Weight is pier and inner soil weight in case circle wall except Tank1 Type(Circle Ring Footing Shape)
Unit( Length : mm , Weight : tonf , Area : m2 )
Ft.Name Pr.Name Shape Pl Pw Ph Area Weight Off X Off Y
F1 1 Rectangle 300.000 400.000 1000.000 0.288 0.000 0.000
3.3 LOAD CASE
Input the point loads in the global coordinate system direction. Positive directions of moments (shown in the sketch) are based on the right hand rule.
Fx
FyFz
Mx
My
Mz
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
ISO
6.250 m2
5.625 m3
0.000 m3
6.250 m2
5.625 m3
13.500 tonf
0.000 m3
0.000 tonf
0.288 tonf
13.788 tonf
0.120
Page 9
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
Index Load Case Name Load Case Description
1 DL DEAD LOAD
2 LL LIVE LOAD
Unit( tonf , tonf-m )
Ft.Name Pr.Name Load Case Fx Fy Fz Mx My
F11
1 0 0 -70 0 0
2 0 0 -90 0 0
Footing SW 0.000 0.000 -13.500 0.000 0.000
3.4 LOAD COMBINATION
In Pier Top
without Self Weight
In Footing Bottom
with Pier Self Weight,
But without Footing Self Weight,
In Footing Bottom Center
with Pier & Footing Self Weight & Soil Weight,
Case PileType
in centroid of Pile Group
Case NonPileType
in centroid of Footing
3.4.1 Load Combination in Pier Top (Without SW)Unit( tonf , tonf-m )
Ft.Name Pr.Name L.Comb.
1
1 0.000 0.000 -160.000 0.000 0.000
2 0.000 0.000 -120.000 0.000 0.000
101 0.000 0.000 -251.000 0.000 0.000
102 0.000 0.000 -188.250 0.000 0.000
3.4.2 Load Combination in Footing Bottom (With Pier SW)Unit( tonf , tonf-m )
Ft.Name Pr.Name L.Comb.
1
1 0.000 0.000 -160.000 0.000 0.000
2 0.000 0.000 -120.000 0.000 0.000
101 0.000 0.000 -251.000 0.000 0.000
102 0.000 0.000 -188.250 0.000 0.000
3.4.3 Load Combination in Footing Bottom Center (With Pier & Footing SW)
Load Combination of Elastic Condition
p : PileType
- C.G. of Load is coordinate from left bottom. Unit : mm Unit( tonf , tonf-m )
Ft.Name L.Comb. C.G. of Loads
1 0.000 0.000 -173.500 0.000 -13.012 1250.0 , 1250.0
2 0.000 0.000 -133.500 0.000 -10.012 1250.0 , 1250.0
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
SFx SFy SFz SMx SMy
F1
SFx SFy SFz SMx SMy
F1
SFx SFy SFz SMx SMy
F1 p
Page 10
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
Load Combination of Ultimate Condition
p : PileType
- C.G. of Load is coordinate from left bottom. Unit : mm Unit( tonf , tonf-m )
Ft.Name Sec.Na L.Comb. C.G. of Loads
S1101 0.000 0.000 -251.000 0.000 -18.825 1250.0 , 1250.0
102 0.000 0.000 -188.250 0.000 -14.119 1250.0 , 1250.0
3.4.4 Pile Reaction Table
1 2
3 4
2500
2500
Footing Name F1
Section Name -
Pile Name PHC Pile-50
Pile Shape Circle
Pile Number 4 EA
Pile Diameter 500 mm
LC Type Stability
Origin Point (0,0) mm
The Center of Gravity (0,0) mm
The Center of Pile (75,0) mm
Vertical Critical LC : 1
LC : 1, ( 1.0 SW + 1.0 DL + 1.0 LL ) Unit (mm,tonf)
No. NamePile Geometry Bi-Axial Shear (Hor)
Ra Ua HaX Y XY-Dir. XY-Dir.
1 PHC Pile-50 -450 750 47.03 0 50 10 2
2 PHC Pile-50 750 750 38.67 0 50 10 2
3 PHC Pile-50 -750 -750 49.12 0 50 10 2
4 PHC Pile-50 750 -750 38.67 0 50 10 2
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
SFx SFy SFz SMx SMy
F1 p
Page 11
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
4. CHECK OF STABILITY
4.1 CHECK OF PILE REACTION (Bi-Axial)
4.1.1 Formula
if footing is checked in Buoyancy SFz means SFz - Fb
a. Vertical - Bi Axial : R = SFz
Np
SMy X
S Xi2
SMx Y
S Yi2
- Ru = Rmax
- Uf = Min[ 0 , Rmin ]
- Ru < Va -> OK
b. Horizontal - Hmax = (SHxi
2 + SHyi
2)
Np < Ha -> OK
c. Uplift - Uf < Ua -> OK
Ver. / Uf. = Vertical / Uplift
4.1.2 Check of Vertical & Uplift Reaction
Ft.Name Np(EA) Fl (mm) Fw (mm)
F1 4 2500 2500 1.87 2.25
Unit( tonf )
Ft.Name L.Comb. Pile Result
F11 PHC Pile- 49.123 38.672 49.123 0 50 10
2 PHC Pile- 37.798 29.756 37.798 0 50 10
4.1.3 Check Of Horizontal Reaction
Ft.Name L.Comb. Pile Hmax (tonf) Ha (tonf) Result
F1 2PHC Pile-
500 2
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
SXi2 (m
2) SYi
2 (m
2)
R Max R Min Ru Uf Ra Ua
OK
OK
OK
Page 12
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
5. DESIGN OF FOOTING
5.1 DESIGN MOMENT AND SHEAR FORCEFooting design is in accordance with unltimate strength method at footing bottom.
Calculated total pier load as
SQ = SFz - Self Weight Factor (Soil Weight + Footing Weight)
Ft.Name : Footing Name , Sec.Name : Strip Name for Footing Reinforcement Design
Dir. : Direction , L.Comb. : Load Combination Index , Sl or Sw : Strip X or Y width
5.1.1 Data Unit( mm , tonf , tonf-m )
Ft.Name Sec.Na Dir. L.Comb. Fl or Fw Sl or Sw
S1 X101 2500.00 2500.00 251.000 -18.83 251.000
102 2500.00 2500.00 188.250 -14.12 188.250
S1 Y101 2500.00 2500.00 251.000 0.000 251.000
102 2500.00 2500.00 188.250 0.000 188.250
5.1.2 Design Parameters
Yield Strength - D9 ~ D16 : fy1 , D19 ~ : fy2
f_cl : Clear Cover for edge of footing reinforcement
f_clt : Clear Cover for top of footing reinforcement
fp_clb : Clear Cover for bottom of footing reinforcement (Pile Foundation)
Loc. : Location of Critical Point from left side of footing
Unit(kgf/cm2,mm)
f'c fy1 fy2 f_cl f_clt fp_clb
.9 .85 173.00 3000.00 3000.00 50.0 50.0
5.2 REQUIRED REINFORCEMENT
5.2.1 Reinforcement Formula
- Shrinkage and temperature reinforcement ---- ACI CODE 7.12.2
As = fac b h , fac = following
Area of shrinkage and temperature reinforcement shall provide at least the following ratio
of reinforcement area to gross concrete area, but not less than 0.0014
(a) Slabs where Grade 40 or 50 deformed bars are used .....................................................................0.0020
(b) Slabs where Grade 60 deformed bars or welded wire reinforcement are used.................................0.0018
(c) Slabs where reinforcement with yield stress exeeding 60,000 psi measured at a yield
strain of 0.35 percent is used ....................................................................................................0.0018 60,000
fy
- Required Reinforcement by Analysis
As As2
- At every section of flexural members where tensile reinforcement is required
As As5 As4 ---- ACI Eq (10-3)
- The requirements of Eq (10-3) need not be applied, if every section As provided is
at least one -third greater then that required by analysis ---- ACI CODE 10.5.3
As2 = r.req b d
As3 = 1.333 r.req b d
As4 = 200
fyb d
As5 = 3 fck
fyb d
Asmax = 0.75 rb b d
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
SFz SM SQ
F1 p
150.0
f(Flexure) f(Shear)
Page 13
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
rb = 0.85 b1 fck
fy
0.003 Es
0.003 Es + fy
Selected As = Max ( As1 , As2 , Min ( As3 , Max ( As4 , As5 ) ) )
If Selected As < Using As < Asmax , then OK!!
Note : The reinforcement is calculated bases on the maximum moment under the foundation in each direction.
But, the 'ISO' , 'OCT' , 'HEX' , 'COMB' , 'TANK1' foundations are calaulated as face pier
Where,
Rn = Mu
fbd2 , f = .9 , r.req =
0.85 fck
fy ( 1 - 1 -
2Rn
0.85fck )
5.2.2 Check of Footing Reinforcement
Footing Name : F1 GroupType : Isolated
- X direction (All Width)
Sec.Nam L.Comb. Using Bar (mm) Width b (m) d (cm)
S1102 top 1.250 2.500 85.000 0.000
101 botom 1.400 2.500 74.000 47.124
Sec.Nam L.Comb.
S1102 top - -
101 bottom 5.449 0.0019
Sec.Nam L.Comb.
S1102 top - - - - - -
101 bottom 45.000 34.248 45.653 86.712 64.520 385.394
Sec.Nam L.Comb. Result
S1102 top - - -
101 bottom 47.124 45.653
- Y direction (All Width)
Sec.Nam L.Comb. Using Bar (mm) Width b (m) d (cm)
S1102 top 1.250 2.500 83.000 0.000
101 botom 1.450 2.500 72.000 47.124
Sec.Nam L.Comb.
S1102 top - -
101 bottom 5.918 0.0020
Sec.Nam L.Comb.
S1102 top - - - - - -
101 bottom 45.000 36.252 48.324 84.368 62.776 374.978
Sec.Nam L.Comb. Result
S1102 top - - -
101 bottom 47.124 48.324
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Loc. (m) As (cm2)
Not Used
15 - D20 @ 171.43
Mu (tonf-m) Rn r.Req
-
67.135
As1(cm2) As2(cm
2) As3(cm
2) As4(cm
2) As5(cm
2) Asmax(cm
2)
Select As(cm2)Using As(cm
2)
OK
Loc. (m) As (cm2)
Not Used
15 - D20 @ 171.43
Mu (tonf-m) Rn r.Req
-
69.025
As1(cm2) As2(cm
2) As3(cm
2) As4(cm
2) As5(cm
2) Asmax(cm
2)
Select As(cm2)Using As(cm
2)
NG
Page 14
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
2500
25
00 1 2
3 4
Title
Foundation name Section name Direction L/C ID
Analysis Method
SFz SMy Moment intia
Area Contact Area Critical Point Method
Critical Value
Bending Moment DiagramF1 S1 X 101
Conventional Rigid Method with reaction (Method 1)
-251.000 tonf -18.825 tonf-m 3.2552 m4
6.250 m2
Critical Max Point
Mubottom = 67.135 tonf-m , Mutop = 0 tonf-m
[ mm ]
0 500
800
1100
1400
2000
247525
00
[Loading]
[ tonf , tonf/m ]
68.04271.066
111.892
[B.M.D] [ tonf-m ]
-67.1
-50.4
-33.6
-16.8
0
16.8
33.6
50.4
67.167.14
[B/L.M.D] [ tonf-m / ft ]
-26.9
-20.1
-13.4
-6.7
0
6.7
13.4
20.1
26.926.85
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 15
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
2500
25
00 1 2
3 4
Title
Foundation name Section name Direction L/C ID
Analysis Method
SFz SMy Moment intia
Area Contact Area Critical Point Method
Critical Value
Bending Moment DiagramF1 S1 X 102
Conventional Rigid Method with reaction (Method 1)
-188.250 tonf -14.119 tonf-m 3.2552 m4
6.250 m2
Critical Max Point
Mubottom = 50.351 tonf-m , Mutop = 0 tonf-m
[ mm ]
0 500
800
1100
1400
2000
247525
00
[Loading]
[ tonf , tonf/m ]
51.03253.3
83.919
[B.M.D] [ tonf-m ]
-50.4
-37.8
-25.2
-12.6
0
12.6
25.2
37.8
50.450.35
[B/L.M.D] [ tonf-m / ft ]
-20.1
-15.1
-10.1
-5
0
5
10.1
15.1
20.120.14
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 16
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
2500
25
00 1 2
3 4
Title
Foundation name Section name Direction L/C ID
Analysis Method
SFz SMx Moment intia
Area Contact Area Critical Point Method
Critical Value
Bending Moment DiagramF1 S1 Y 101
Conventional Rigid Method with reaction (Method 1)
-251.000 tonf 0.000 tonf-m 3.2552 m4
6.250 m2
Critical Max Point
Mubottom = 69.025 tonf-m , Mutop = 0 tonf-m
[ mm ]
0 500
1050
1450
2000
247525
00
[Loading]
[ tonf , tonf/m ]
125.5 125.5
[B.M.D] [ tonf-m ]
-69
-51.8
-34.5
-17.3
0
17.3
34.5
51.8
6969.03
[B/L.M.D] [ tonf-m / ft ]
-27.6
-20.7
-13.8
-6.9
0
6.9
13.8
20.7
27.627.61
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 17
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
2500
25
00 1 2
3 4
Title
Foundation name Section name Direction L/C ID
Analysis Method
SFz SMx Moment intia
Area Contact Area Critical Point Method
Critical Value
Bending Moment DiagramF1 S1 Y 102
Conventional Rigid Method with reaction (Method 1)
-188.250 tonf 0.000 tonf-m 3.2552 m4
6.250 m2
Critical Max Point
Mubottom = 51.769 tonf-m , Mutop = 0 tonf-m
[ mm ]
0 500
1050
1450
2000
247525
00
[Loading]
[ tonf , tonf/m ]
94.125 94.125
[B.M.D] [ tonf-m ]
-51.8
-38.8
-25.9
-12.9
0
12.9
25.9
38.8
51.851.77
[B/L.M.D] [ tonf-m / ft ]
-20.7
-15.5
-10.4
-5.2
0
5.2
10.4
15.5
20.720.71
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 18
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
5.3 ONE WAY SHEAR FORCE
5.3.1 One-Way Shear Formula
ACI 318-05 CODE 11.3.1.1
- For members subject to shear and flexure only.
- f Vc = .85 2 fck B'w d (eq 11-3)
- Vu <= f Vc , then OK!!
5.3.2 Check of One-Way Shear
Footing Name : F1 GroupType : Isolated PileType : True
2500
2500
2475
2475
Unit : mm
- X direction One-Way Shear (All Width)
Sec.Nam L.Comb. Result
S1 101 2475 740 2500 109.682 0 OK
- Y direction One-Way Shear (All Width)
Sec.Nam L.Comb. Result
S1 101 2475 720 2500 106.718 0 OK
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Loc. (mm) d (mm) Bw (mm) fVc (tonf) Vu (tonf)
Loc. (mm) d (mm) Bw (mm) fVc (tonf) Vu (tonf)
Page 19
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
2500
25
00 1 2
3 4
Title
Foundation name Section name Direction L/C ID
Analysis Method
SFz SMy Moment intia
Area Contact Area Critical Point Method
Critical Value
Shear Force DiagramF1 S1 X 101
Conventional Rigid Method with reaction (Method 1)
-251.000 tonf -18.825 tonf-m 3.2552 m4
6.250 m2
Critical Max Point
Vu = 0 tonf
[ mm ]
0 500
800
1100
1400
2000
247525
00
[Loading]
[ tonf , tonf/m ]
68.04271.066
111.892
[S.F.D] [ tonf ]
139.1
104.3
69.6
34.8
0
-34.8
-69.6
-104.3
-139.1
[S/L.F.D] [ tonf / ft ]
55.6
41.7
27.8
13.9
0
-13.9
-27.8
-41.7
-55.6
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 20
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
2500
25
00 1 2
3 4
Title
Foundation name Section name Direction L/C ID
Analysis Method
SFz SMy Moment intia
Area Contact Area Critical Point Method
Critical Value
Shear Force DiagramF1 S1 X 102
Conventional Rigid Method with reaction (Method 1)
-188.250 tonf -14.119 tonf-m 3.2552 m4
6.250 m2
Critical Max Point
Vu = 0 tonf
[ mm ]
0 500
800
1100
1400
2000
247525
00
[Loading]
[ tonf , tonf/m ]
51.03253.3
83.919
[S.F.D] [ tonf ]
104.3
78.2
52.2
26.1
0
-26.1
-52.2
-78.2
-104.3
[S/L.F.D] [ tonf / ft ]
41.7
31.3
20.9
10.4
0
-10.4
-20.9
-31.3
-41.7
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 21
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
2500
25
00 1 2
3 4
Title
Foundation name Section name Direction L/C ID
Analysis Method
SFz SMx Moment intia
Area Contact Area Critical Point Method
Critical Value
Shear Force DiagramF1 S1 Y 101
Conventional Rigid Method with reaction (Method 1)
-251.000 tonf 0.000 tonf-m 3.2552 m4
6.250 m2
Critical Max Point
Vu = 0 tonf
[ mm ]
0 500
1050
1450
2000
247525
00
[Loading]
[ tonf , tonf/m ]
125.5 125.5
[S.F.D] [ tonf ]
125.5
94.1
62.8
31.4
0
-31.4
-62.8
-94.1
-125.5
[S/L.F.D] [ tonf / ft ]
50.2
37.6
25.1
12.5
0
-12.5
-25.1
-37.6
-50.2
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 22
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
2500
25
00 1 2
3 4
Title
Foundation name Section name Direction L/C ID
Analysis Method
SFz SMx Moment intia
Area Contact Area Critical Point Method
Critical Value
Shear Force DiagramF1 S1 Y 102
Conventional Rigid Method with reaction (Method 1)
-188.250 tonf 0.000 tonf-m 3.2552 m4
6.250 m2
Critical Max Point
Vu = 0 tonf
[ mm ]
0 500
1050
1450
2000
247525
00
[Loading]
[ tonf , tonf/m ]
94.125 94.125
[S.F.D] [ tonf ]
94.1
70.6
47.1
23.5
0
-23.5
-47.1
-70.6
-94.1
[S/L.F.D] [ tonf / ft ]
37.6
28.2
18.8
9.4
0
-9.4
-18.8
-28.2
-37.6
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
Page 23
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
5.4 TWO WAY SHEAR FORCE
5.4.1 Two-Way Shear Formula
Vu = SFz Shade Ratio
(a) f Vc1 = .85 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1
(b) f Vc2 = .85 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2
(c) f Vc3 = .85 4 fck bo d (eq 11-35) <- Vc3
f Vc = Min(f Vc1 , f Vc2 , f Vc3) ACI 318-05 CODE 11.12.2.1
Vu f Vc , then OK
where
b = ratio of long side to short side of the column, concentrated load or reaction area
as = 40 for interior colimns
= 30 for edge columns
= 20 for corner columns
bo = perimeter of critical section
Shade Ratio = Footing Area - Punching Area
Footing Area
5.4.2 Check of Two-WayShear
2500
25
00
1
Ft.Name F1 Punching Area
Pr.Name 1 Pile effect
Shape Rectangle
L.Comb. 101
Pl 300 mm
Pw 400 mm
bo / d 4360 / 740 mm Vu
1.333333 / 40 Result
5.5 PILE PUNCHING SHEAR FORCE
5.5.1 Pile Punching Shear Formula Vu = SFz Shade Ratio
(a) f Vc1 = .85 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1
(b) f Vc2 = .85 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2
(c) f Vc3 = .85 4 fck bo d (eq 11-35) <- Vc3
f Vc = Min(f Vc1 , f Vc2 , f Vc3) ACI 318-05 CODE 11.12.2.1
Vu f Vc , then OK
where
b = ratio of long side to short side of the column, concentrated load or reaction area
as = 40 for interior colimns
= 30 for edge columns
= 20 for corner columns
b o = perimeter of critical section
Shade Ratio = Footing Area - Punching Area
Footing Area
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
bc / as
f Vc1
f Vc2
f Vc3
f Vc
11856.000 cm2
3.937 / 4
478.214 tonf
840.604 tonf
382.571 tonf
382.571 tonf
247.018 tonf
OK
Page 24
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : Panithi
Client : MKS
5.5.2 Check of Pile Punching Shear
2500
25
00
1 2
3 4
Ft.Name F1 Punching Area
Pile No. 3 1 / 20
Shape Circle
L.Comb. 101
PileName PHC Pile-50
Diameter 500mm
bo 2333.02mm Vu
d 740mm Result
4/5/2555
Copyright (c) GS E&C. All Rights Reserved
bc / as
f Vc1
f Vc2
f Vc3
f Vc
10831.080 cm2
307.069 tonf
427.016 tonf
204.713 tonf
204.713 tonf
76.417 tonf
OK