Example Foundation calculation by Afes
Short Description
Example Foundation calculation by Afes...
Description
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
Copyright (c) GS E&C. All Rights Reserved
PREP'D
CHK'D
APPR'D
APPR'D
4/5/2555 Project Na. : ACI
Calculation Sheet of Foundation
Project No. : Panithi Client : MKS
FOUNDATION LISTS Group Name
No.
ISO-1
1
Description F1
Copyright (c) GS E&C. All Rights Reserved
No.
Description
Page 1
4/5/2555
Calculation Sheet of Foundation
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
Copyright (c) GS E&C. All Rights Reserved
Project Na. : ACI Project No. : Panithi Client : MKS
Page 2
4/5/2555 Project Na. : ACI
Calculation Sheet of Foundation
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]
Hori zontal Forc e for Seis mi c
A ME RICA N S OCIETY CIVIL ENGINEE RS [AS CE 7- 02]
Unit System
Input : MKS,
Output : MKS,
Calculation Unit : IMPERIAL
1.2 MATERIALS & UNIT WEIGHT Items
Value 2
Concrete (f'c : compressive strength)
173.000 kgf/cm
Lean Concrete (Lf'c : compressive strength)
0.000 kgf/cm
Reinforcement (D9 ~ D16 , yield strength)
3000.000 kgf/cm
Reinforcement (D19 ~ , yield strength)
3000.000 kgf/cm
Rs (Soil unit weight)
2.000 ton/m
Rc (Concrete unit weight)
2.400 ton/m
Es (Steel Modulus of Elasticity)
2.000 10 kgf/cm
Ec (Concrete Modulus of Elasticity)
250998.000 kgf/cm
2 2 2
3 3
6
2 2
- 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%
Copyright (c) GS E&C. All Rights Reserved
Page 3
4/5/2555
Calculation Sheet of Foundation 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
Friction factor ( )
.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
Copyright (c) GS E&C. All Rights Reserved
Project Na. : ACI Project No. : Panithi Client : MKS
Page 4
4/5/2555
Page 5
2. DRAWING
REFERENCE DWGS NO.
DWG NO.
DWG TITLE
A01
NOTES * OUTPUT UNIT : mm
01 ACI PROJECT
1
FOUNDATION LOCATION PLAN F-450
F1
Y
K C E H C D A U Q S PRO CE SS
Z
X
SCALE
AS SHOWN
PI PIN G
VE SS EL S S TRUC T.
JOB NO.
EL EC.
I NS T.
MICROFILM NO.
Panithi
Copyright (c) GS E&C. All Rights Reserved
4/5/2555
Page 6
OUTPUT UNIT : mm
Copyright (c) GS E&C. All Rights Reserved
4/5/2555
Page 6
OUTPUT UNIT : mm
Copyright (c) GS E&C. All Rights Reserved
4/5/2555
Page 7 REFERENCE DWGS NO.
DWG NO.
DWG TITLE
C L FOOTING
2500
. P 0 Y 5 T
1250
0 0 5 0 5 2 1 0 0 5 2
0 2 D 5 1
0 0 5 1
NOTES * PILE 4-??500 PHC Pile-50
0 0 5 500
* OUTPUT UNIT : mm
1200 300
500
15-D20
FOUNDATION PLAN
. R G 5 2
TOG EL. + 1000
FOOTING REINF. PLAN
ACI PROJECT 300
5 7 0 0 1
0 0 0 1
D19
50 TYP.
0 2 0 1 2 D @ 0 0 1
FOUNDATION DETAIL FOR
0 0 4
F1
D12
0 0 9
K C E H C D A U Q S
36-D19
PEDESTAL
LEAN CONC. 50 THK
0 5 1
PRO CE SS
PI PIN G
VE SS EL S S TRUC T.
EL EC.
I NS T.
SECTION SCALE REV.
Copyright (c) GS E&C. All Rights Reserved
DATE
DESCRIPTION
DRWNCHKD APPD APPD APPD
AS SHOWN
JOB NO.
Panithi
MICROFILM NO.
4/5/2555
Page 7 REFERENCE DWGS NO.
DWG NO.
DWG TITLE
C L FOOTING
2500
. P 0 Y 5 T
1250
0 0 5 0 5 2 1 0 0 5 2
0 2 D 5 1
0 0 5 1
NOTES * PILE 4-??500 PHC Pile-50
0 0 5 500
* OUTPUT UNIT : mm
1200 300
500
15-D20
FOUNDATION PLAN
FOOTING REINF. PLAN
. R G 5 2
TOG EL. + 1000
ACI PROJECT 300
5 7 0 0 1
0 0 0 1
50 TYP.
2 0 1 0 2 D @
D19
FOUNDATION DETAIL FOR
0 0 4
0 0 1
F1
D12
0 0 9
K C E H C D A U Q S
36-D19
PEDESTAL
LEAN CONC. 50 THK
0 5 1
PRO CE SS
PI PIN G
VE SS EL S S TRUC T.
EL EC.
I NS T.
SECTION SCALE REV.
DATE
DESCRIPTION
DRWNCHKD APPD APPD APPD
AS SHOWN
JOB NO.
Panithi
Copyright (c) GS E&C. All Rights Reserved
4/5/2555 Project Na. : ACI
Calculation Sheet of Foundation
Project No. : Panithi Client : MKS
Page 8
3. FOUNDATION DATA 3.1 FOOTING AND SECTION DATA ( mm )
2500
300 400 0 0 5 2
Ft. Name
F1
Ft. Type
ISO
Area
6.250 m
Ft. Thickness
900.00 mm
Ft. Volume
5.625 m
Ft. Weight
13.500 tonf
Soil Height
0.00 mm
Soil Volume
0.000 m
Soil Weight
0.000 tonf
Buoyancy
Not Consider
Self Weight (except Pr.SW)
13.500 tonf
2
3
0 0 0 1
The Origin coordinate
0 0 9
3
MICROFILM NO.
4/5/2555 Project Na. : ACI
Calculation Sheet of Foundation
Project No. : Panithi Client : MKS
Page 8
3. FOUNDATION DATA 3.1 FOOTING AND SECTION DATA ( mm )
2500
300 400 0 0 5 2
Ft. Name
F1
Ft. Type
ISO
Area
6.250 m
Ft. Thickness
900.00 mm
Ft. Volume
5.625 m
Ft. Weight
13.500 tonf
Soil Height
0.00 mm
Soil Volume
0.000 m
Soil Weight
0.000 tonf
Buoyancy
Not Consider
Self Weight (except Pr.SW)
13.500 tonf
2
3
3
0 0 0 1
0 0 9
The Origin coordinate The Center of Gravity (0,0) mm The Center of Pile (75,0) mm Section Data ( mm )
Ft.Name
Direction
Ft. Volume
F1
All Direct
5.625 m
0.000 m
0.288 tonf
Sec.Name
Section Area
Ft. Weight
Soil Weight
Total Weight
S1
6.250 m
13.500 tonf
0.000 tonf
13.788 tonf
2
Soil Volume
3
3
Pier Wt
3.2 PIER DATA Off 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) 2
Unit( Length : mm , Weight : tonf , Area : m )
Ft.Name
Pr.Name
Shape
F1
1
Rectangle
Pl 300.000
Pw 400.000
Ph 1000.000
Area 0.120
Weight 0.288
Off X 0.000
Off Y 0.000
3.3 LOAD CASE Fz Mz
Fy 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.
My Fx Mx
Copyright (c) GS E&C. All Rights Reserved
4/5/2555 Project Na. : ACI
Calculation Sheet of Foundation Index
Load Case Name
Load Case Description
1
DL
DEAD LOAD
2
LL
LIVE LOAD
Project No. : Panithi Client : MKS
Page 9
Unit( tonf , tonf-m )
Ft.Name
Pr.Name
Load Case
1
F1
Fx
Fy
Fz
Mx
My
1
0
0
-70
0
0
2
0
0
-90
0
0
0.000
0.000
-13.500
0.000
0.000
Footing SW
3.4 LOAD COMBINATION In Pier Top without Self Weight
In Footing Bottom
In Footing Bottom Center
with Pier Self Weight,
with Pier & Footing Self Weight & Soil Weight,
But without Footing Self Weight,
Case PileType in centroid of Pile Group Case NonPileType in centroid of Footing
3.4.1 Load Combination in Pier Top (Without SW) Ft.Name
F1
Pr.Name
1
Unit( tonf , tonf-m )
L.Comb.
S Fx
S Fy
SFz
S Mx
S My
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) Ft.Name
F1
Pr.Name
1
Unit( tonf , tonf-m )
L.Comb.
S Fx
S Fy
SFz
S Mx
S My
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
Ft.Name F1 p
L.Comb.
S Fx
Unit( tonf , tonf-m )
S Fy
SFz
S Mx
SMy
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
Copyright (c) GS E&C. All Rights Reserved
4/5/2555
Calculation Sheet of Foundation
Project Na. : ACI Project No. : Panithi Client : MKS
Page 10
Load Combination of Ultimate Condition p :
PileType
- C.G. of Load is coordinate from left bottom. Unit : mm
Sec.Na
Ft.Name
L.Comb.
S1
F1 p
S Fx
Unit( tonf , tonf-m )
SFy
S Fz
S Mx
C.G. of Loads
SMy
101
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
2500
1
Footing Name
F1
Section Name
-
Pile Name
PHC Pile-50
Pile Shape
Circle
Pile Number
4 EA
Pile Diameter
500 mm
LC Type
Stability
2
0 0 5 2
Origin Point (0,0) mm The Center of Gravity (0,0) mm The Center of Pile (75,0) mm 3
4
Vertical Critical LC : 1 LC : 1, ( 1.0 SW + 1.0 DL + 1.0 LL )
No.
Name
1
Unit (mm,tonf)
Pile Geometry
Bi-Axial
Shear (Hor)
Ra
Ua
Ha
0
50
10
2
38.67
0
50
10
2
-750
49.12
0
50
10
2
-750
38.67
0
50
10
2
X
Y
XY-Dir.
XY-Dir.
PHC Pile-50
-450
750
47.03
2
PHC Pile-50
750
750
3
PHC Pile-50
-750
4
PHC Pile-50
750
Copyright (c) GS E&C. All Rights Reserved
4/5/2555 Project Na. : ACI
Calculation Sheet of Foundation
Project No. : Panithi Client : MKS
Page 11
4. CHECK OF STABILITY 4.1 CHECK OF PILE REACTION (Bi-Axial) 4.1.1 Formula if footing is checked in Buoyancy Fz means Fz - Fb Fz My X Mx Y a. Vertical - Bi Axial : R = 2 2 Np Xi Yi - Ru = Rmax - Uf = Min[ 0 , Rmin ] - Ru < Va -> OK 2 2 ( Hxi + Hyi ) b. Horizontal - Hmax = < Ha -> OK Np c. Uplift - Uf < Ua -> OK Ver. / Uf. = Vertical / Uplift
4.1.2 Check of Vertical & Uplift Reaction 2
2
2
2
Ft.Name
Np(EA)
Fl (mm)
Fw (mm)
S Xi (m )
S Yi (m )
F1
4
2500
2500
1.87
2.25
Unit( tonf )
Ft.Name F1
L.Comb.
Pile
R Max
R Min
Ru
Uf
Ra
Ua
Result
1
PHC Pile-
49.123
38.672
49.123
0
50
10
OK
2
PHC Pile-
37.798
29.756
37.798
0
50
10
OK
4.1.3 Check Of Horizontal Reaction Ft.Name
L.Comb.
Pile
Hmax (tonf)
Ha (tonf)
Result
F1
2
PHC Pile50
0
2
OK
Copyright (c) GS E&C. All Rights Reserved
4/5/2555 Project Na. : ACI
Calculation Sheet of Foundation
Project No. : Panithi Client : MKS
Page 12
5. DESIGN OF FOOTING 5.1 DESIGN MOMENT AND SHEAR FORCE Footing design is in accordance with unltimate strength method at footing bottom. Calculated total pier load as Q = Fz - 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 Ft.Name
Unit( mm , tonf , tonf-m )
Sec.Na
Dir.
S1
X
S1
Y
F1 p
L.Comb.
Fl or Fw
Sl or Sw
S Fz
SM
SQ
101
2500.00
2500.00
251.000
-18.83
251.000
102
2500.00
2500.00
188.250
-14.12
188.250
101
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 : f y1 , D19 ~ : f y2 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 2
Unit(kgf/cm ,mm)
f(Flexure)
f(Shear)
f'c
fy1
fy2
f_cl
f_clt
fp_clb
.9
.85
173.00
3000.00
3000.00
50.0
50.0
150.0
5.2 REQUIRED REINFORCEMENT 5.2.1 Reinforcement Formula - Shrinkage and temperature reinforcement As
= fac b h
---- ACI CODE 7.12.2
, 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
0.0018 60,000 strain of 0.35 percent is used ................... ................... ................... .................... ................... .... f y - 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 As2 = .req b d As3 = 1.333 .req b d 200 As4 = bd f y 3 f ck As5 = bd f y Asmax = 0.75
b
bd
Copyright (c) GS E&C. All Rights Reserved
---- ACI CODE 10.5.3
4/5/2555 Project Na. : ACI
Calculation Sheet of Foundation b =
0.85
1
f ck f y
Project No. : Panithi Client : MKS
Page 13
0.003 Es 0.003 Es + f y
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, Mu Rn = , 2 bd
= .9 , .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 S1
Sec.Nam S1
Sec.Nam S1
Sec.Nam S1
L.Comb.
2
Using Bar (mm)
Loc. (m)
Width b (m)
d (cm)
As (cm )
102
top
Not Used
1.250
2.500
85.000
0.000
101
botom
15 - D20 @ 171.43
1.400
2.500
74.000
47.124
L.Comb.
Mu (tonf-m)
Rn
r.Req
102
top
-
-
-
101
bottom
67.135
5.449
0.0019
L.Comb.
2
2
2
2
2
2
As1(cm )
As2(cm )
As3(cm )
As4(cm )
As5(cm )
Asmax(cm )
102
top
-
-
-
-
-
-
101
bottom
45.000
34.248
45.653
86.712
64.520
385.394
2
L.Comb.
2
Using As(cm )
Select As(cm )
Result
102
top
-
-
-
101
bottom
47.124
45.653
OK
- Y direction (All Width)
Sec.Nam S1
Sec.Nam S1
Sec.Nam S1
Sec.Nam S1
L.Comb.
2
Using Bar (mm)
Loc. (m)
Width b (m)
d (cm)
As (cm )
102
top
Not Used
1.250
2.500
83.000
0.000
101
botom
15 - D20 @ 171.43
1.450
2.500
72.000
47.124
L.Comb.
Mu (tonf-m)
Rn
r.Req
102
top
-
-
-
101
bottom
69.025
5.918
0.0020
L.Comb.
2
2
2
2
2
2
As1(cm )
As2(cm )
As3(cm )
As4(cm )
As5(cm )
Asmax(cm )
102
top
-
-
-
-
-
-
101
bottom
45.000
36.252
48.324
84.368
62.776
374.978
L.Comb.
2
2
Using As(cm )
Select As(cm )
Result
102
top
-
-
-
101
bottom
47.124
48.324
NG
Copyright (c) GS E&C. All Rights Reserved
4/5/2555
Calculation Sheet of Foundation
Project Na. : ACI Project No. : Panithi Client : MKS
Page 14
Title
Bending Moment Diagram Foundation name
F1
Analysis Method Fz Area
Section name
Direction
S1
2500 L/C ID
X
101
Conventional Rigid Method with reaction (Method 1)
-251.000 tonf
Moment intia
-18.825 tonf-m
Contact Area
2
6.250 m
Critical Value
My
Critical Point Method
1
0 0 5 2
4
2
3.2552 m
Critical Max Point
3
4
Mubottom = 67.135 tonf-m , Mutop = 0 tonf-m
0
0 0 5
0 0 8
0 0 1 1
0 0 1 4
0 0 0 2
5 0 7 0 5 2 4 2
[ mm ]
[Loading]
[ tonf , tonf/m ]
71.066
68.042 111.892
[B.M.D]
[ tonf-m ]
-67.1 -50.4 -33.6 -16.8 0 16.8 33.6 50.4 67.1
67.14
[B/L.M.D]
[ tonf-m / ft ]
-26.9 -20.1 -13.4 -6.7 0 6.7 13.4 20.1 26.9
Copyright (c) GS E&C. All Rights Reserved
26.85
4/5/2555
Calculation Sheet of Foundation
Project Na. : ACI Project No. : Panithi Client : MKS
Page 15
Title
Bending Moment Diagram Foundation name
F1
Analysis Method Fz Area
Section name
Direction
S1
2500 L/C ID
X
102
Conventional Rigid Method with reaction (Method 1)
-188.250 tonf
Moment intia
-14.119 tonf-m
Contact Area
2
6.250 m
Critical Value
My
Critical Point Method
1
0 0 5 2
4
2
3.2552 m
Critical Max Point
3
4
Mubottom = 50.351 tonf-m , Mutop = 0 tonf-m
0
0 0 5
0 0 8
0 0 1 1
0 0 1 4
0 0 0 2
5 0 7 0 5 2 4 2
[ mm ]
[Loading]
[ tonf , tonf/m ]
53.3
51.032 83.919
[B.M.D]
[ tonf-m ]
-50.4 -37.8 -25.2 -12.6 0 12.6 25.2 37.8 50.4
50.35
[B/L.M.D]
[ tonf-m / ft ]
-20.1 -15.1 -10.1 -5 0 5 10.1 15.1 20.1
Copyright (c) GS E&C. All Rights Reserved
20.14
4/5/2555
Calculation Sheet of Foundation
Project Na. : ACI Project No. : Panithi Client : MKS
Page 16
Title
Bending Moment Diagram Foundation name
F1
Analysis Method Fz Area
Section name
Direction
S1
2500 L/C ID
Y
101
Conventional Rigid Method with reaction (Method 1)
-251.000 tonf
Moment intia
0.000 tonf-m
Contact Area
2
6.250 m
Critical Value
Mx
Critical Point Method
1
0 0 5 2
4
2
3.2552 m
Critical Max Point
3
4
Mubottom = 69.025 tonf-m , Mutop = 0 tonf-m
0
0 0 5
0 5 0 1
0 5 1 4
0 0 0 2
5 0 7 0 5 2 4 2
[ mm ]
[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 69
69.03
[B/L.M.D]
[ tonf-m / ft ]
-27.6 -20.7 -13.8 -6.9 0 6.9 13.8 20.7 27.6
Copyright (c) GS E&C. All Rights Reserved
27.61
4/5/2555
Calculation Sheet of Foundation
Project Na. : ACI Project No. : Panithi Client : MKS
Page 17
Title
Bending Moment Diagram Foundation name
F1
Analysis Method Fz Area
Section name
Direction
S1
2500 L/C ID
Y
102
Conventional Rigid Method with reaction (Method 1)
-188.250 tonf
Moment intia
0.000 tonf-m
Contact Area
2
6.250 m
Critical Value
Mx
Critical Point Method
1
0 0 5 2
4
2
3.2552 m
Critical Max Point
3
4
Mubottom = 51.769 tonf-m , Mutop = 0 tonf-m
0
0 0 5
0 5 0 1
0 5 1 4
0 0 0 2
5 0 7 0 5 2 4 2
[ mm ]
[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 51.8
51.77
[B/L.M.D]
[ tonf-m / ft ]
-20.7 -15.5 -10.4 -5.2 0 5.2 10.4 15.5 20.7
Copyright (c) GS E&C. All Rights Reserved
20.71
4/5/2555 Project Na. : ACI
Calculation Sheet of Foundation
Project No. : Panithi Client : MKS
Page 18
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. - Vc = .85 2
f ck B'w d
(eq 11-3)
- Vu
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