perencanaan analisis pondasi bayah
DESCRIPTION
n Analisis Pondasi BayahTRANSCRIPT
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FOUNDATION CALCULATION SHEET
One-Stop Solution for Foundation
TITLE DESCRIPTION
PROJECT/JOB NO. 5
PROJECT/JOB NAME Perencanaan Pondasi Batching Plant Bayah
CLIENT NAME Motive Mulia
SITE NAME Area Banten
DOCUMENT NO.
REFERENCE NO.
STRUCTURE NAME Pondasi Bayah
LOAD COMBINATION GROUP NAME
REV DATE DESCRIPTION PREP'D CHK'D APPR'D APPR'D
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Page 1
Calculation Sheet
of
Foundation
Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
FOUNDATION LISTS
Group Name No. Description No. DescriptionPONDASIBYH 1 F1
27/10/2014
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Page 2
Calculation Sheet
of
Foundation
Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
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 SLIDING
4.2 CHECK OF OVERTURNING MOMENT
4.3 CHECK OF CONTACT PRESSURE
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
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Page 3
Calculation Sheet
of
Foundation
Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
1. GENERAL
1.1 CODE & STANDARDItems Description
Design Code American Concrete Institute (ACI 318) [Metric]
Horizontal Force for Wind AMERICAN SOCIETY OF CIVIL ENGINEERS [ASCE 7-05]
Horizontal Force for Seismic UNIFORM BUILDING CODE [UBC-1997]
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)
- Soil Capacity
Items Value
Soil Name Unit-01
Footing List F1
Qa (Soil Bearing Capacity)
Buoyancy Not Consider
WL (Water Label from the EL = 0) 0 mm
FD (Frost Depth from the EL = 0) 0 mm
Internal Friction Angle
Passive Soil Pressure Not Consider
Cu (Undrained cohesion)
1.3 SUBSOIL CONDITION & SAFETY FACTORSItems Description
Allowable Increase of Soil (Wind) 33.33 %
Allowable Increase of Soil (Seismic) 33.33 %
Allowable Increase of Soil (Test) 20 %
Safety factor against overturning for OVM1(FO1) 1.5
Safety factor against overturning for OVM2(FO2) 1.5
Safety factor against overturning for OVM3(FO3) 1.5
Safety factor against overturning for OVM4(FO4) 1.9
27/10/2014
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Reinforcement (D10 ~ D16 , yield strength)
Reinforcement (D19 ~ , yield strength)
350.000 kgf/cm2
0.000 kgf/cm2
40000.000 kgf/cm2
40000.000 kgf/cm2
1.600 ton/m3
2.400 ton/m3
2.000 109 kgf/cm
2
250998.000 kgf/cm2
Clay , 0 tonf/m2
4000 tonf/m2
0
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Calculation Sheet
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Foundation
Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
Safety factor against sliding for the SL1(FS1) 1.5
Safety factor against sliding for the SL2(FS2) 1.8
Safety factor against sliding for the SL3(FS3) 1.5
Safety factor against sliding for the SL4(FS4) 1.5
0.35
1.4 LOAD COMBINATION
Index Load Case Name Load Case Description
1 SW SELF WEIGHT
2 Bundle BUNDLE FULL LOAD
Comb . ID Load Combination for stability
1 1.0 SW + 1.0 Bundle
Comb . ID Load Combination for Reinforcement
2 1.0 SW + 1.0 Bundle
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Friction factor (m )
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2. DRAWING REFERENCE DWGNO. DWG NO. DWG T
N O T E S
* OUTPUT UNIT : mm
Perencanaan Pondasi Batching Plant Bayah
FOUNDATION LOCATION PLA
Pondasi Bayah
SQUADCHECK
PRO CE SS PIPIN G V ES SE LS S TR UC T. E
SCALE
AS SHOWN
JOB NO.
5
MICR
F1
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
A01
01
Z X
Y
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OUTPUT U
27/10/2014
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REFERENCE DWG
NO. DWG NO. DWG T
N O T E S
* OUTPUT UNIT : mm
Perencanaan Pondasi Batching Plant Bayah
FOUNDATION DETAIL FOR
F1
SQUADCHECK
PRO CE SS PIPIN G V ES SE LS S TR UC T. E
SCALE
AS SHOWN
JOB NO.
5
MICR
REV. DATE DESCRIPTION DRWN
CHKDAPPDAPPDAPPD
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
LC FOOTING
LC
FOOTING
2068.5
2263
6937
2263
2068.5
1468.5
2263
2337
2263
1468
.5
15600
9800
FOUNDATION PLAN
27/10/2014
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REFERENCE DWG
NO. DWG NO. DWG T
N O T E S
* OUTPUT UNIT : mm
Perencanaan Pondasi Batching Plant Bayah
FOUNDATION DETAIL FOR
F1
SQUADCHECK
PRO CE SS PIPIN G V ES SE LS S TR UC T. E
SCALE
AS SHOWN
JOB NO.
5
MICR
REV. DATE DESCRIPTION DRWN
CHKDAPPDAPPDAPPD
LC FOOTING
D16@150
D16@150
3 TYP
.
D16@150
D16@150
TOP BOTTOM
REINFORCEMENT PLAN
27/10/2014
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OUTPUT U
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
800
CRUSHED STONE 100 TH
LEAN CONC. 50 THK
1 2 9 10
ELEVATION S1 - X
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Page 13
Calculation Sheet
of
Foundation
Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
3. FOUNDATION DATA
3.1 FOOTING AND SECTION DATA
600 600
1
600 600
2
600 600
3
600 600
4
600 600
5
600 600
6
600 600
7
600 600
8
600 600
9
600 600
10
600 600
11
600 600
12
600 600
13
600 600
14
600 600
15
600 600
16
15600
98
00
The Origin coordinate
The Center of gravity (0,0) mm
800
200
( mm )
Ft. Name F1
Ft. Type
Area
Ft. Thickness 800.00 mm
Ft. Volume
Ft. Weight 293.530 tonf
Soil Height 0.00 mm
Soil Volume
Soil Weight 0.000 tonf
Buoyancy Not Consider
Self Weight (except Pr.SW) 293.530 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 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)
Unit( Length : mm , Weight : tonf , Area : m2)
Ft.Name Pr.Name Shape Pl Pw Ph Area Weight Off X Off Y
F1
1 Rectangle 600.000 600.000 200.000 0.173 -5731.500 -3431.50
2 Rectangle 600.000 600.000 200.000 0.173 -3468.500 -3431.50
3 Rectangle 600.000 600.000 200.000 0.173 -5731.500 -1168.50
4 Rectangle 600.000 600.000 200.000 0.173 -3468.500 -1168.50
5 Rectangle 600.000 600.000 200.000 0.173 -5731.500 1168.50
6 Rectangle 600.000 600.000 200.000 0.173 -3468.500 1168.50
7 Rectangle 600.000 600.000 200.000 0.173 -5731.500 3431.50
8 Rectangle 600.000 600.000 200.000 0.173 -3468.500 3431.50
27/10/2014
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MAT
152.880 m2
122.304 m3
0.000 m3
152.880 m2
122.304 m3
293.530 tonf
0.000 m3
0.000 tonf
2.765 tonf
296.294 tonf
0.360
0.360
0.360
0.360
0.360
0.360
0.360
0.360
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Calculation Sheet
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Foundation
Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
9 Rectangle 600.000 600.000 200.000 0.173 3468.500 -3431.50
10 Rectangle 600.000 600.000 200.000 0.173 5731.500 -3431.50
11 Rectangle 600.000 600.000 200.000 0.173 3468.500 -1168.50
12 Rectangle 600.000 600.000 200.000 0.173 5731.500 -1168.50
13 Rectangle 600.000 600.000 200.000 0.173 3468.500 1168.50
14 Rectangle 600.000 600.000 200.000 0.173 5731.500 1168.50
15 Rectangle 600.000 600.000 200.000 0.173 3468.500 3431.50
16 Rectangle 600.000 600.000 200.000 0.173 5731.500 3431.50
3.3 LOAD CASE
Input the point loads in the global coordinate system direction. Positive directions of moments (shown in the sketch) are bason the right hand rule.
Fx
Fy
Fz
Mx
My
Mz
Index Load Case Name Load Case Description
1 SW SELF WEIGHT
2 Bundle BUNDLE FULL LOAD
Unit( tonf , tonf-m )
Ft.Name Pr.Name Load Case Fx Fy Fz Mx My
F1
11 0 0 -0.17 0
2 6.58 6.58 87.24 -0.21 0.2
21 0 0 -0.17 0
2 -6.58 6.58 87.24 -0.21 -0.2
31 0 0 -0.17 0
2 6.58 -6.58 87.24 0.21 0.2
41 0 0 -0.17 0
2 -6.58 -6.58 87.24 0.21 -0.2
51 0 0 -0.17 0
2 6.58 6.58 87.24 -0.21 0.2
61 0 0 -0.17 0
2 -6.58 6.58 87.24 -0.21 -0.2
71 0 0 -0.17 0
2 6.58 -6.58 87.24 0.21 0.2
81 0 0 -0.17 0
2 -6.58 -6.58 87.24 0.21 -0.2
91 0 0 -0.17 0
2 6.58 6.58 87.24 -0.21 0.2
101 0 0 -0.17 0
2 -6.58 6.58 87.24 -0.21 -0.2
111 0 0 -0.17 0
2 6.58 -6.58 87.24 0.21 0.2
121 0 0 -0.17 0
2 -6.58 -6.58 87.24 0.21 -0.2
131 0 0 -0.17 0
2 6.58 6.58 87.24 -0.21 0.2
14 1 0 0 -0.17 0
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0.360
0.360
0.360
0.360
0.360
0.360
0.360
0.360
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Calculation Sheet
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Foundation
Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
2 -6.58 6.58 87.24 -0.21 -0.2
151 0 0 -0.17 0
2 6.58 -6.58 87.24 0.21 0.2
161 0 0 -0.17 0
2 -6.58 -6.58 87.24 0.21 -0.2
Footing SW 0.000 0.000 -293.530 0.000 0.00
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.
11 6.581 6.581 87.241 -0.208 0.20
2 6.581 6.581 87.241 -0.208 0.20
21 -6.581 6.581 87.241 -0.208 -0.20
2 -6.581 6.581 87.241 -0.208 -0.20
31 6.581 -6.581 87.241 0.208 0.20
2 6.581 -6.581 87.241 0.208 0.20
41 -6.581 -6.581 87.241 0.208 -0.20
2 -6.581 -6.581 87.241 0.208 -0.20
51 6.581 6.581 87.241 -0.208 0.20
2 6.581 6.581 87.241 -0.208 0.20
61 -6.581 6.581 87.241 -0.208 -0.20
2 -6.581 6.581 87.241 -0.208 -0.20
71 6.581 -6.581 87.241 0.208 0.20
2 6.581 -6.581 87.241 0.208 0.20
81 -6.581 -6.581 87.241 0.208 -0.20
2 -6.581 -6.581 87.241 0.208 -0.20
91 6.581 6.581 87.241 -0.208 0.20
2 6.581 6.581 87.241 -0.208 0.20
101 -6.581 6.581 87.241 -0.208 -0.20
2 -6.581 6.581 87.241 -0.208 -0.20
111 6.581 -6.581 87.241 0.208 0.20
2 6.581 -6.581 87.241 0.208 0.20
121 -6.581 -6.581 87.241 0.208 -0.20
2 -6.581 -6.581 87.241 0.208 -0.20
13 1 6.581 6.581 87.241 -0.208 0.20
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Fx Fy Fz Mx M
F1
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Project No. : 5
Client : Motive Mulia
2 6.581 6.581 87.241 -0.208 0.20
141 -6.581 6.581 87.241 -0.208 -0.20
2 -6.581 6.581 87.241 -0.208 -0.20
151 6.581 -6.581 87.241 0.208 0.20
2 6.581 -6.581 87.241 0.208 0.20
161 -6.581 -6.581 87.241 0.208 -0.20
2 -6.581 -6.581 87.241 0.208 -0.20
3.4.2 Load Combination in Footing Bottom (With Pier SW)Unit( tonf , tonf-m )
Ft.Name Pr.Name L.Comb.
11 6.581 6.581 87.068 -6.789 6.78
2 6.581 6.581 87.068 -6.789 6.78
2
1 -6.581 6.581 87.068 -6.789 -6.78
2 -6.581 6.581 87.068 -6.789 -6.78
31 6.581 -6.581 87.068 6.789 6.78
2 6.581 -6.581 87.068 6.789 6.78
41 -6.581 -6.581 87.068 6.789 -6.78
2 -6.581 -6.581 87.068 6.789 -6.78
51 6.581 6.581 87.068 -6.789 6.78
2 6.581 6.581 87.068 -6.789 6.78
61 -6.581 6.581 87.068 -6.789 -6.78
2 -6.581 6.581 87.068 -6.789 -6.78
71 6.581 -6.581 87.068 6.789 6.78
2 6.581 -6.581 87.068 6.789 6.78
8
1 -6.581 -6.581 87.068 6.789 -6.78
2 -6.581 -6.581 87.068 6.789 -6.78
91 6.581 6.581 87.068 -6.789 6.78
2 6.581 6.581 87.068 -6.789 6.78
101 -6.581 6.581 87.068 -6.789 -6.78
2 -6.581 6.581 87.068 -6.789 -6.78
111 6.581 -6.581 87.068 6.789 6.78
2 6.581 -6.581 87.068 6.789 6.78
121 -6.581 -6.581 87.068 6.789 -6.78
2 -6.581 -6.581 87.068 6.789 -6.78
131 6.581 6.581 87.068 -6.789 6.78
2 6.581 6.581 87.068 -6.789 6.78
14
1 -6.581 6.581 87.068 -6.789 -6.78
2 -6.581 6.581 87.068 -6.789 -6.78
151 6.581 -6.581 87.068 6.789 6.78
2 6.581 -6.581 87.068 6.789 6.78
161 -6.581 -6.581 87.068 6.789 -6.78
2 -6.581 -6.581 87.068 6.789 -6.78
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Fx Fy Fz Mx M
F1
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Foundation
Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
3.4.3 Load Combination in Footing Bottom Center (With Pier & Footing SW)
Load Combination of Elastic Condition
- C.G. of Load is coordinate from left bottom. Unit : mm Unit( tonf , tonf-m )
Ft.Name L.Comb. C.G. of Load
1 0.000 0.000 1099.565 0.000 0.000 7800.0 , 4900
Load Combination of Ultimate Condition
- C.G. of Load is coordinate from left bottom. Unit : mm Unit( tonf , tonf-m )
Ft.Name Sec.Na L.Comb. C.G. of Load
S1 2 0.000 0.000 1099.565 0.000 0.000 7800.0 , 4900
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Fx Fy Fz Mx My
F1
Fx Fy Fz Mx My
F1
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Client : Motive Mulia
4. CHECK OF STABILITY
4.1 CHECK OF SLIDINGFormula : (
m Fz + P.F
Fxor
m Fz + P.F
Fy) > Fs -> OK (Uni-Axial)
P.F = Passive Force (apply only in case checked passive force, mark by P ) Unit ( tonf
Ft.Name Dir. L.Comb. Fs(i) Result
F1X 1 1.8
Y 1 1.8
4.2 CHECK OF OVERTURNING MOMENT
Formula : ( Mry / Moy or Mrx / Mox) > OVM(i) -> OK Unit ( tonf-m
Ft.Name Dir. L.Comb. OVM(i) Result
F1X 1 1.5 N/A
Y 1 1.5 N/A
4.3 CHECK OF CONTACT PRESSURE
4.3.1 Contact Pressure Formula
'Handbook CONCRETE ENGINEERING' Second Edition edited by Mark Fintel
q1,q2 =Fz
Af
My X(i)Iy
orMx Y(i)
Ix
if q1 or q2 < 0 , than q1 and q2 will be recalculated
by following formula
Px =
L
0q(x) width(x) X dx
L
0q(x) width(x) dx
P = L0q(x) width(x) dx
4.3.2 Input Data
Ft.Name
F1
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( m Fz + P.F) / Fx or ( m Fz + H.P.F) / Fy
Fx = 0 , Then N/A OK
Fy = 0 , Then N/A OK
Mry / Moy = OVM or Mrx / Mox = OVM
Fz > 0 , Then N/A
Fz > 0 , Then N/A
Af(m2) Fl(m ) Fw(m ) Ix(m
4) Iy(m
4)
152.880 15.600 9.800 1223.5500 3100.4070
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Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
4.3.3 Pressure Check
- Qa = Soil bearing capacity
- Uc = Uplift Allowable capacity
- X-Direction (Uni-Axial) Unit( tonf , tonf-m , tonf/m2
Ft.Name L.Comb. q1 q2 ci cj Qmax Qa Cont.A.R Result
F1 1
- Y-Direction (Uni-Axial) Unit( tonf , tonf-m , tonf/m2
Ft.Name L.Comb. q1 q2 ci cj Qmax Qa Cont.A.R Result
F1 1
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-7.192 -7.192 0.000 15.600 -1099.6 -100 % OK5333.2(gross)
-7.192 -7.192 0.000 9.800 -1099.6 -100 % OK5333.2(gross)
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Calculation Sheet
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Foundation
Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
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
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 Unit( mm , tonf , tonf-m )
Ft.Name Sec.Na Dir. L.Comb. Fl or Fw Sl or Sw
F1S1 X 2 15600.00 9800.00 -1099.565 0.00 -1393.094
S1 Y 2 9800.00 15600.00 -1099.565 0.000 -1393.094
5.1.2 Design Parameters
Yield Strength - D10 ~ D16 : fy1 , D19 ~ : fy2
f_cl : Clear Cover for edge of footing reinforcement
f_clt : Clear Cover for top of footing reinforcement
f_clb : Clear Cover for bottom of footing reinforcement
Loc. : Location of Critical Point from left side of footing
Unit(kgf/cm2,mm)
f'c fy1 fy2 f_cl f_clt f_clb
0.85 0.8 350.00 40000.00 40000.00 3.0 3.0
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
27/10/2014
Copyright (c) GS E&C. All Rights Reserved
Fz M Q
3.0
f(Flexure) f(Shear)
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Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
As5=3 fck
fyb d
Asmax= 0.75r
b b d
r b= 0.85 b 1fck
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
f bd2 , f = 0.85 , r .req =
0.85 fck
fy ( 1 - 1 -
2Rn
0.85fck )
5.2.2 Check of Footing Reinforcement
Footing Name : F1 GroupType : Mat_Foundation
- X direction (All Width)
Sec.Nam L.Comb. Using Bar (mm) Width b (m) d (cm)
S12 top 11.569 9.800 78.905 133.033
2 botom 7.764 9.800 78.905 133.033
Sec.Nam L.Comb.
S12 top 3.779 0.0001
2 bottom 3.794 0.0001
Sec.Nam L.Comb.
S12 top 54.880 7.353 9.802 27.183 28.769 364.210
2 bottom 54.880 7.383 9.841 27.183 28.769 364.210
Sec.Nam L.Comb. Result
S12 top 133.033 54.880
2 bottom 133.033 54.880
- Y direction (All Width)
Sec.Nam L.Comb. Using Bar (mm) Width b (m) d (cm)
S12 top 1.769 15.600 77.315 208.484
2 botom 4.908 15.600 77.315 208.484
Sec.Nam L.Comb.
S12 top 0.969 0.0000
2 bottom 0.518 0.0000
Sec.Nam L.Comb.
S12 top 87.360 2.926 3.900 42.399 44.873 568.080
2 bottom 87.360 1.564 2.084 42.399 44.873 568.080
27/10/2014
Copyright (c) GS E&C. All Rights Reserved
Loc. (m) As (cm2)
67 - D16 @ 150
67 - D16 @ 150
Mu (tonf-m) Rn r.Req
196.000
196.787
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
OK
Loc. (m) As (cm2)
105 - D16 @ 150
105 - D16 @ 150
Mu (tonf-m) Rn r.Req
76.786
41.066
As1(cm2) As2(cm
2) As3(cm
2) As4(cm
2) As5(cm
2) Asmax(cm
2)
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Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
Sec.Nam L.Comb. Result
S1
2 top 208.484 87.360
2 bottom 208.484 87.360
27/10/2014
Copyright (c) GS E&C. All Rights Reserved
Select As(cm2)Using As(cm
2)
OK
OK
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Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
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= 0.8 2 fck B'w d (eq 11-3)
- Vu
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Project Na. : Perencanaan Pondasi Batchi
Project No. : 5
Client : Motive Mulia
5.4 TWO WAY SHEAR FORCE
5.4.1 Two-Way Shear Formula
Vu = Fz Shade Ratio
(a) f Vc1= 0.8 2 (1 + 2/b c) fck bo d (eq 11-33)