Pile
Post on 26-Dec-2015
50 Views
Preview:
DESCRIPTION
Transcript
FOUNDATION CALCULATION SHEET
One-Stop Solution for Foundation
TITLE DESCRIPTION
PROJECT/JOB NO. ACI_SI
PROJECT/JOB NAME ACI
CLIENT NAME SI
SITE NAME 5-6
DOCUMENT NO.
REFERENCE NO.
STRUCTURE NAME ISO SAMPLE
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. : ACI_SI
Client : SI
FOUNDATION LISTS
GROUP NAME : ISO1P
No. Description No. Description No. Description
1 F3
2 F4
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
Page 2
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
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
2.2 DETAIL SKETCH
3. FOUNDATION DATA
3.1 FOOTING DATA
3.2 PIER DATA
3.3 SECTION DATA
3.4 LOAD CASE
3.5 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
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
Page 3
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
1. GENERAL
1.1 CODE & STANDARD
Items Description
Design Code American Concrete Institute (ACI 318)
Horizontal Force for Wind UNIFORM BUILDING CODE (UBC-1997)
Horizontal Force for Seismic UNIFORM BUILDING CODE [UBC-1997]
Unit System Input : SI, Output : IMPERIAL, Calculation Unit : IMPERIAL
1.2 MATERIALS & UNIT WEIGHT
Items Value (Input Unit system / Output Unit System)
Concrete (fck : compressive strength)
Lean Concrete (Lfck : compressive strength)
Rs (Soil unit weight)
Rc (Concrete unit weight)
Es (Steel Modulus of Elasticity)
Ec (Concrete Modulus of Elasticity)
- Pile Capacity
Items Value (Input Unit system / Output Unit System)
Pile Name PHC Pile
Footing List F3, F4
Diameter 400 mm 15.7 in
Length 8 m 26.2 ft
Thick 20 mm 0.8 in
Shape Circle
Capacity ( Ha , Ua , Va ) 19.6 , 98.1 , 294.2 kN 4.4 , 22 , 66.1 kips
1.3 SUBSOIL CONDITION & SAFETY FACTORS
Items Description (Input/Output)
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 %
Safety factor against overturning for OVM1(FO1) 2
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
Reinforcement (D10 ~ D16 , yield strength)
Reinforcement (D19 ~ , yield strength)
3982.590 psi
0.000 psi
39825.900 psi
59738.130 psi
124.854 lb/ft3
149.827 lb/ft3
28446.250 ksi
3570.103 ksi
27.46 N/mm2
0.00 N/mm2
274.59 N/mm2
411.88 N/mm2
19.613 kN/m3
23.536 kN/m3
196.13 kN/mm2
24.61 kN/mm2
Page 4
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
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
0.35
1.4 LOAD COMBINATION
Comb . ID Load Combination for stability
1 1.0 SW + 1.0 DL + 1.0 LL
2 .6 SW + .6 DL + 1.0 WL
3 .6 SW + .6 DL + .7 SL2
4 1.0 SW + 1.0 DL + .75 LL + .75 WL
5 1.0 SW + 1.0 DL + .75 LL + .525 SL2
Comb . ID Load Combination for Reinforcement
101 1.2 SW + 1.2 DL + 1.6 LL
102 .9 SW + .9 DL + 1.6 WL
103 .9 SW + .9 DL + 1.0 SL2
104 1.2 SW + 1.2 DL + 1.0 LL + 1.6 WL
105 1.2 SW + 1.2 DL + 1.0 LL + 1.0 SL2
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
Friction factor (m)
Page 5
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
2. DRAWING
2.1 LOCATION PLAN
2.2 DETAIL SKETCH
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
REFERENCE DWGSNO. DWG NO. DWG TITLE
N O T E S
* OUTPUT UNIT : mm
ACI PROJECT
FOUNDATION LOCATION PLAN
ISO SAMPLE
SQ
UA
D C
HE
CK
PROCESS PIPING VESSELS STRUCT. ELEC. INST.
SCALE
AS SHOWN
JOB NO.
ACI_SI
MICROFILM NO.
F1
1
F3
3
F4
4
F2
2
A01
1200
A02
12050
A03
3250
A04
04
10
00
03
1300
0
02
1500
01
Z X
Y
2/9/2015 Page 6
Copyright (c) GS E&C. All Rights Reserved
OUTPUT UNIT : mm
2/9/2015 Page 7
Copyright (c) GS E&C. All Rights Reserved
REFERENCE DWGSNO. DWG NO. DWG TITLE
N O T E S
* PILE
21-\o400 PHC Pile
* ANCHOR BOLT
1X20-M16 ANC. BOLTS (TYPE TYPE L)
* OUTPUT UNIT : mm
ACI PROJECT
FOUNDATION DETAIL FOR
F3
SQ
UA
D C
HE
CK
PROCESS PIPING VESSELS STRUCT. ELEC. INST.
SCALE
AS SHOWN
JOB NO.
ACI_SI
MICROFILM NO.
REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD
6001000
500x21000
600
60
0
10
00
x3
50
0x
2
60
0
1400
36
00
4200
52
00
D22@400
D1
6@
30
0
50
TY
P.
LC FOOTING
FOUNDATION PLAN FOOTING REINF. PLAN
LEAN CONC. 50 THK
25 G
R.
1800
700
700
TOG EL. + 1100
150
7510
0D
10
@20
010
0
D25
75 P
RO
J.
SECTION
50TYP.
D10
24-D25
700
700
100x7
100x
7
PEDESTAL
2/9/2015 Page 8
Copyright (c) GS E&C. All Rights Reserved
OUTPUT UNIT : mm
2/9/2015 Page 9
Copyright (c) GS E&C. All Rights Reserved
REFERENCE DWGSNO. DWG NO. DWG TITLE
N O T E S
* PILE
12-\o400 PHC Pile
( PCD = 2000, 3800( PCD = 2000, 3800 )
* ANCHOR BOLT
1X8-M12 ANC. BOLTS (TYPE TYPE L)
* OUTPUT UNIT : mm
ACI PROJECT
FOUNDATION DETAIL FOR
F4
SQ
UA
D C
HE
CK
PROCESS PIPING VESSELS STRUCT. ELEC. INST.
SCALE
AS SHOWN
JOB NO.
ACI_SI
MICROFILM NO.
REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD
2250x2
22
50
x2
3500
32
50
4500
45
00
D19@300
D1
9@
20
0
D19@300
D1
6@
20
0
50
TY
P.TOP BOTTOM
LC FOOTING
FOUNDATION PLAN FOOTING REINF. PLAN
LEAN CONC. 50 THK
25 G
R.
1500
700
600
TOG EL. + 800
5015
075
100
D16
@20
010
0
D19
75 P
RO
J.
SECTION
50TYP.
D16
6-D19
700
2 2 . 545
75 75550
PEDESTAL
2/9/2015 Page 10
Copyright (c) GS E&C. All Rights Reserved
Page 11
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
3. FOUNDATION DATA
3.1 FOOTING DATA
13.78
17.0
6
The Origin coordinate
The Center of Gravity (0,0) ft
The Center of Pile (0,-0.23) ft
2.3
5.9
1
2.3
Unit : ft Ft. Name F3
Ft. Type
Area
Ft. Thickness 2.30 ft
Ft. Volume
Ft. Weight 80.890 kips
Soil Height 2.30 ft
Soil Volume
Soil Weight 65.895 kips
Buoyancy Not Consider
Self Weight (except Pr.SW) 146.786 kips
14.76
14.7
6
The Origin coordinate
The Center of Gravity & Pile (0,0) ft 1.9
7
4.9
2
2.3
Unit : ft Ft. Name F4
Ft. Type
Area
Ft. Thickness 1.97 ft
Ft. Volume
Ft. Weight 64.287 kips
Soil Height 2.30 ft
Soil Volume
Soil Weight 61.314 kips
Buoyancy Not Consider
Self Weight (except Pr.SW) 125.601 kips
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
ISO
235.084 ft2
539.891 ft3
527.778 ft3
ISO
217.969 ft2
429.073 ft3
491.086 ft3
Page 12
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
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 : ft , Weight : kips , Area : ft2 )
Ft.Name Pr.Name Shape Pl Pw Ph Area Weight Off X Off Y
F3 3 Rectangle 2.297 2.297 5.906 4.667 -2.297 -3.281
F4 4 Circle 2.297 2.297 4.921 3.054 4.101 -3.281
3.3 SECTION DATA
13.78
17.0
6
Unit : ft
Ft.Name / Sec.Name F3 / S1
Direction All Direct Section Area
F.Volume F.Weight
S.Volume S.Weight
Pier Wt Total Weight
14.76
14.7
6
Unit : ft
Ft.Name / Sec.Name F4 / S1
Direction All Direct Section Area
F.Volume F.Weight
S.Volume S.Weight
Pier Wt Total Weight
3.4 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
Index Load Case Name
1 SW
2 DL
3 LL
4 WL
5 SL2
Unit( kips , kips-ft )
Ft.Name Pr.Name Load Case Fx Fy Fz Mx My
F33
1 0.000 0.000 -4.667 0.000 0.000
2 0.000 0.000 -88.185 0.000 0.000
3 0.000 0.000 -220.462 0.000 0.000
4 88.185 0.000 0.000 0.000 578.641
5 0.000 154.324 0.000 -361.651 0.000
Footing SW 0.000 0.000 -146.786 0.000 0.000
F4 4 1 0.000 0.000 -3.054 0.000 0.000
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
5.274
4.142
235.084 ft2
539.891 ft3
80.890 kips
527.778 ft3
65.895 kips
4.667 kips 151.452 kips
217.969 ft2
429.073 ft3
64.287 kips
491.086 ft3
61.314 kips
3.054 kips 128.655 kips
Page 13
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
2 0.000 0.000 -132.277 0.000 0.000
3 0.000 0.000 -264.555 0.000 0.000
4 -44.092 0.000 0.000 0.000 -506.311
5 0.000 -66.139 0.000 289.320 0.000
Footing SW 0.000 0.000 -125.601 0.000 0.000
3.5 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
3.5.1 Load Combination in Pier Top (Without SW)Unit( kips , kips-ft )
Ft.Name Pr.Name L.Comb.
3
1 0.000 0.000 -308.647 0.000 0.000
2 88.185 0.000 -52.911 0.000 578.641
3 0.000 108.026 -52.911 -253.155 0.000
4 66.139 0.000 -253.532 0.000 433.981
5 0.000 81.020 -253.532 -189.867 0.000
101 0.000 0.000 -458.561 0.000 0.000
102 141.096 0.000 -79.366 0.000 925.826
103 0.000 154.324 -79.366 -361.651 0.000
104 141.096 0.000 -326.284 0.000 925.826
105 0.000 154.324 -326.284 -361.651 0.000
4
1 0.000 0.000 -396.832 0.000 0.000
2 -44.092 0.000 -79.366 0.000 -506.311
3 0.000 -46.297 -79.366 202.524 0.000
4 -33.069 0.000 -330.693 0.000 -379.733
5 0.000 -34.723 -330.693 151.893 0.000
101 0.000 0.000 -582.020 0.000 0.000
102 -70.548 0.000 -119.050 0.000 -810.097
103 0.000 -66.139 -119.050 289.320 0.000
104 -70.548 0.000 -423.287 0.000 -810.097
105 0.000 -66.139 -423.287 289.320 0.000
3.5.2 Load Combination in Footing Bottom (With Pier SW)Unit( kips , kips-ft )
Ft.Name Pr.Name L.Comb.
3
1 0.000 0.000 -313.314 0.000 0.000
2 88.185 0.000 -55.711 0.000 1301.942
3 0.000 108.026 -55.711 -1139.199 0.000
4 66.139 0.000 -258.198 0.000 976.457
5 0.000 81.020 -258.198 -854.400 0.000
101 0.000 0.000 -464.161 0.000 0.000
102 141.096 0.000 -83.566 0.000 2083.108
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
SFx SFy SFz SMx SMy
F3
F4
SFx SFy SFz SMx SMy
F3
Page 14
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
103 0.000 154.324 -83.566 -1627.428 0.000
104 141.096 0.000 -331.884 0.000 2083.108
105 0.000 154.324 -331.884 -1627.428 0.000
4
1 0.000 0.000 -399.886 0.000 0.000
2 -44.092 0.000 -81.199 0.000 -810.097
3 0.000 -46.297 -81.199 521.500 0.000
4 -33.069 0.000 -333.748 0.000 -607.573
5 0.000 -34.723 -333.748 391.125 0.000
101 0.000 0.000 -585.686 0.000 0.000
102 -70.548 0.000 -121.799 0.000 -1296.156
103 0.000 -66.139 -121.799 745.000 0.000
104 -70.548 0.000 -426.953 0.000 -1296.156
105 0.000 -66.139 -426.953 745.000 0.000
3.5.3 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 : ft Unit( kips , kips-ft )
Ft.Name L.Comb. C.G. of Loads
1 0.000 0.000 -460.099 920.140 -719.553 5.3 , 6.3
2 88.185 0.000 -143.782 149.089 1173.997 6.3 , 7.6
3 0.000 108.026 -143.782 -990.110 -127.945 6.3 , 7.6
4 66.139 0.000 -404.984 752.225 383.482 5.4 , 6.4
5 0.000 81.020 -404.984 -102.174 -592.975 5.4 , 6.4
1 0.000 0.000 -525.487 1311.963 1639.954 10.5 , 4.9
2 -44.092 0.000 -156.560 266.401 -477.096 9.0 , 6.1
3 0.000 -46.297 -156.560 787.901 333.001 9.0 , 6.1
4 -33.069 0.000 -459.349 1094.973 761.143 10.4 , 5.0
5 0.000 -34.723 -459.349 1486.098 1368.716 10.4 , 5.0
Load Combination of Ultimate Condition
p : PileType
- C.G. of Load is coordinate from left bottom. Unit : ft Unit( kips , kips-ft )
Ft.Name Sec.Na L.Comb. C.G. of Loads
S1
101 0.000 0.000 -464.161 1414.109 -1065.988 5.1 , 6.0
102 141.096 0.000 -83.566 254.593 1891.190 6.1 , 7.3
103 0.000 154.324 -83.566 -1372.835 -191.918 6.1 , 7.3
104 141.096 0.000 -331.884 1011.114 1320.906 5.3 , 6.3
105 0.000 154.324 -331.884 -616.314 -762.201 5.3 , 6.3
S1
101 0.000 0.000 -585.686 1921.540 2401.926 10.8 , 4.7
102 -70.548 0.000 -121.799 399.602 -796.654 9.4 , 5.8
103 0.000 -66.139 -121.799 1144.602 499.502 9.4 , 5.8
104 -70.548 0.000 -426.953 1400.764 454.798 10.6 , 4.8
105 0.000 -66.139 -426.953 2145.764 1750.954 10.6 , 4.8
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
F4
SFx SFy SFz SMx SMy
F3 p
F4 p
SFx SFy SFz SMx SMy
F3 p
F4 p
Page 15
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
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 (ft) Fw (ft)
F3 21 13.78 17.06 306.77 448.24
F4 12 14.76 14.76 176.96 176.96
Unit( kips )
Ft.Name L.Comb. Pile Result
F3
1 PHC Pile 46.441 -3.584 46.441 -3.584 66.139 22.046
2 PHC Pile 27.785 -14.247 27.785 -14.247 66.139 22.046
3 PHC Pile 23.911 -9.182 23.911 -9.182 66.139 22.046
4 PHC Pile 36.055 1.728 36.055 0 66.139 22.046
5 PHC Pile 30.347 8.33 30.347 0 66.139 22.046
F4
1 PHC Pile 117.319 -29.738 117.319 -29.738 66.139 22.046
2 PHC Pile 31.566 -5.473 31.566 -5.473 66.139 22.046
3 PHC Pile 40.967 -14.874 40.967 -14.874 66.139 22.046
4 PHC Pile 84.513 -7.954 84.513 -7.954 66.139 22.046
5 PHC Pile 109.389 -32.831 109.389 -32.831 66.139 22.046
4.1.3 Check Of Horizontal Reaction
Ft.Name L.Comb. Pile Hmax (kips) Ha (kips) Result
F3
1 PHC Pile 0 4.409
2 PHC Pile 4.199 4.409
3 PHC Pile 5.144 4.409
4 PHC Pile 3.149 4.409
5 PHC Pile 3.858 4.409
F4
1 PHC Pile 0 4.409
2 PHC Pile 3.674 4.409
3 PHC Pile 3.858 4.409
4 PHC Pile 2.756 4.409
5 PHC Pile 2.894 4.409
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
SXi2 (ft
2) SYi
2 (ft
2)
R Max R Min Ru Uf Ra Ua
OK
OK
OK
OK
OK
NG
OK
OK
NG
NG
OK
OK
NG
OK
OK
OK
OK
OK
OK
OK
Page 16
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
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( ft , kips , kips-ft )
Ft.Name Sec.Na Dir. L.Comb. Fl or Fw Sl or Sw
S1 X
101 13.78 17.06 464.161 -1065.99 464.161
102 13.78 17.06 83.566 1891.19 83.566
103 13.78 17.06 83.566 -191.92 83.566
104 13.78 17.06 331.884 1320.91 331.884
105 13.78 17.06 331.884 -762.20 331.884
S1 Y
101 17.06 13.78 464.161 1414.109 464.161
102 17.06 13.78 83.566 254.593 83.566
103 17.06 13.78 83.566 -1372.835 83.566
104 17.06 13.78 331.884 1011.114 331.884
105 17.06 13.78 331.884 -616.314 331.884
S1 X
101 14.76 14.76 585.686 2401.93 585.686
102 14.76 14.76 121.799 -796.65 121.799
103 14.76 14.76 121.799 499.50 121.799
104 14.76 14.76 426.953 454.80 426.953
105 14.76 14.76 426.953 1750.95 426.953
S1 Y
101 14.76 14.76 585.686 1921.540 585.686
102 14.76 14.76 121.799 399.602 121.799
103 14.76 14.76 121.799 1144.602 121.799
104 14.76 14.76 426.953 1400.764 426.953
105 14.76 14.76 426.953 2145.764 426.953
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
fp_clb : Clear Cover for bottom of footing reinforcement (Pile Foundation)
Loc. : Location of Critical Point from left side of footing
Unit(psi,in)
fck fy1 fy2 f_cl f_clt fp_clb
0.9 0.85 3982.59 39825.90 59738.13 2.0 2.0
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
SFz SM SQ
F3 p
F4 p
5.9
f(Flexure) f(Shear)
Page 17
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
5.2 REQUIRED REINFORCEMENT
5.2.1 Reinforcement Formula
- Shrinkage And Temperature Reinforcement ---- ACI CODE 7.12.2
As As1 = 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 exceeding 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 = r.req b d
- At every section of flexural members where tensile reinforcement is required
As (As5 = 3 fck
fybw d) (As4 =
200
fyb d) ---- 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
As3 = 1.333 r.req b d
Asmax = 0.75 rb b d
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 = 0.9 , r.req =
0.85 fck
fy ( 1 - 1 -
2Rn
0.85fck )
5.2.2 Check of Footing Reinforcement
Footing Name : F3 GroupType : Isolated
- X direction (Unit Width)
Sec.Nam L.Comb. Using Bar (in) Width b (ft) d (in)
S1105 top 6.890 1.000 25.591 0.000
104 botom 5.741 1.000 21.341 0.314
Sec.Nam L.Comb.
S1105 top - -
104 bottom 747.527 0.0215
Sec.Nam L.Comb.
S1105 top - - - - - -
104 bottom 0.661 5.502 7.334 1.286 1.217 9.461
Sec.Nam L.Comb. Result
S1105 top - - -
104 bottom 0.314 5.502
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
Loc. (ft) As (in2)
Not Used
1.02 - D16 @ 11.81
Mu (kips-ft) Rn r.Req
-
306.394
As1(in2) As2(in
2) As3(in
2) As4(in
2) As5(in
2) Asmax(in
2)
Select As(in2)Using As(in
2)
NG
Page 18
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
- Y direction (Unit Width)
Sec.Nam L.Comb. Using Bar (in) Width b (ft) d (in)
S1105 top 8.530 1.000 24.841 0.000
105 botom 6.398 1.000 20.591 0.456
Sec.Nam L.Comb.
S1105 top - -
105 bottom 910.397 0.0272
Sec.Nam L.Comb.
S1105 top - - - - - -
105 bottom 0.661 6.725 8.964 1.241 1.175 9.129
Sec.Nam L.Comb. Result
S1105 top - - -
105 bottom 0.456 6.725
Footing Name : F4 GroupType : Isolated
- X direction (Unit Width)
Sec.Nam L.Comb. Using Bar (in) Width b (ft) d (in)
S1101 top 7.087 1.000 21.278 0.675
104 botom 10.466 1.000 17.404 0.468
Sec.Nam L.Comb.
S1101 top 152.959 0.0026
104 bottom 946.391 0.0286
Sec.Nam L.Comb.
S1101 top 0.255 0.669 0.892 0.855 0.809 5.426
104 bottom 0.283 5.965 7.951 1.049 0.993 7.716
Sec.Nam L.Comb. Result
S1101 top 0.675 0.855
104 bottom 0.468 5.965
- Y direction (Unit Width)
Sec.Nam L.Comb. Using Bar (in) Width b (ft) d (in)
S1103 top 5.118 1.000 20.589 0.453
101 botom 5.118 1.000 16.715 0.453
Sec.Nam L.Comb.
S1103 top 274.293 0.0048
101 bottom 324.527 0.0086
Sec.Nam L.Comb.
S1103 top 0.255 1.185 1.579 0.827 0.783 5.250
101 bottom 0.283 1.721 2.294 1.007 0.953 7.410
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
Loc. (ft) As (in2)
Not Used
0.76 - D22 @ 15.75
Mu (kips-ft) Rn r.Req
-
347.384
As1(in2) As2(in
2) As3(in
2) As4(in
2) As5(in
2) Asmax(in
2)
Select As(in2)Using As(in
2)
NG
Loc. (ft) As (in2)
1.52 - D19 @ 7.87
1.52 - D16 @ 7.87
Mu (kips-ft) Rn r.Req
62.325
257.981
As1(in2) As2(in
2) As3(in
2) As4(in
2) As5(in
2) Asmax(in
2)
Select As(in2)Using As(in
2)
NG
NG
Loc. (ft) As (in2)
1.02 - D19 @ 11.81
1.02 - D19 @ 11.81
Mu (kips-ft) Rn r.Req
104.643
81.599
As1(in2) As2(in
2) As3(in
2) As4(in
2) As5(in
2) Asmax(in
2)
Page 19
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
Sec.Nam L.Comb. Result
S1103 top 0.453 1.185
101 bottom 0.453 1.721
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 = 0.85 2 fck B'w d (eq 11-3)
- Vu <= f Vc , then OK!!
5.3.2 Check of One-Way Shear
Footing Name : F3 GroupType : Isolated PileType : True
165.35
204.7
2
68.9
93.1
5
Unit : in
- X direction One-Way Shear (Unit Width)
Sec.Nam L.Comb. Result
S1
101 41.34 21.3 12 27.474 13.788 OK
102 73.86 21.3 12 27.474 15.247 OK
103 41.34 21.3 12 27.474 2.482 OK
104 68.9 21.3 12 27.474 20.003 OK
105 41.34 21.3 12 27.474 9.858 OK
- Y direction One-Way Shear (Unit Width)
Sec.Nam L.Comb. Result
S1
101 49.21 20.6 12 26.508 16.185 OK
102 49.21 20.6 12 26.508 2.914 OK
103 93.15 20.6 12 26.508 12.841 OK
104 49.21 20.6 12 26.508 11.573 OK
105 93.15 20.6 12 26.508 17.972 OK
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
Select As(in2)Using As(in
2)
NG
NG
Loc. (in) d (in) Bw (in) fVc (kips) Vu (kips)
Loc. (in) d (in) Bw (in) fVc (kips) Vu (kips)
Page 20
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
Footing Name : F4 GroupType : Isolated PileType : True
177.17
177.1
7
125.59
37.0
1
Unit : in
- X direction One-Way Shear (Unit Width)
Sec.Nam L.Comb. Result
S1
101 125.59 17.4 12 22.405 11.808 OK
102 118.7 17.4 12 22.405 11.089 OK
103 125.59 17.4 12 22.405 2.455 OK
104 125.59 17.4 12 22.405 17.132 OK
105 125.59 17.4 12 22.405 8.607 OK
- Y direction One-Way Shear (Unit Width)
Sec.Nam L.Comb. Result
S1
101 37.01 16.7 12 21.518 15.552 OK
102 37.01 16.7 12 21.518 3.234 OK
103 37.01 16.7 12 21.518 6.482 OK
104 37.01 16.7 12 21.518 11.337 OK
105 37.01 16.7 12 21.518 14.585 OK
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
Loc. (in) d (in) Bw (in) fVc (kips) Vu (kips)
Loc. (in) d (in) Bw (in) fVc (kips) Vu (kips)
Page 21
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
5.4 TWO WAY SHEAR FORCE
5.4.1 Two-Way Shear Formula
Vu = SFz Shade Ratio
(a) f Vc1 = 0.85 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1
(b) f Vc2 = 0.85 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2
(c) f Vc3 = 0.85 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
13.78
17
.06
3
Ft.Name F3 Punching Area
Pr.Name 3 Pile effect
Shape Rectangle
L.Comb. 101
Pl 27.56 in
Pw 27.56 in
bo / d 195.6 / 21.34 in Vu
1 / 40 Result
14.76
14
.76
4
Ft.Name F4 Punching Area
Pr.Name 4 Pile effect
Shape Circle
L.Comb. 101
Pl 27.56 in
Pw 27.56 in
bo / d 141.2 / 17.4 in Vu
1 / 40 Result
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
bc / as
f Vc1
f Vc2
f Vc3
f Vc
2391.171 in2
20.492 / 21
1343.458 kips
1424.996 kips
895.638 kips
895.638 kips
452.936 kips
OK
bc / as
f Vc1
f Vc2
f Vc3
f Vc
1585.239 in2
11 / 12
790.893 kips
913.517 kips
527.262 kips
527.262 kips
536.878 kips
NG
Page 22
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_SI
Client : SI
5.5 PILE PUNCHING SHEAR FORCE
5.5.1 Pile Punching Shear Formula Vu = SFz Shade Ratio
(a) f Vc1 = 0.85 2 (1 + 2/bc) fck bo d (eq 11-33) <- Vc1
(b) f Vc2 = 0.85 2 (1 + as d / 2 bo) fck bo d (eq 11-34) <- Vc2
(c) f Vc3 = 0.85 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
5.5.2 Check of Pile Punching Shear
13.78
17
.06
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
Ft.Name F3 Punching Area
Pile No. 15 1 / 40
Shape Circle
L.Comb. 101
PileName PHC Pile
Diameter 15.75in
bo 116.52in Vu
d 21.34in Result
14.76
14
.76
1
2
3
4
5
6
7
8
9
10
11
12
Ft.Name F4 Punching Area
Pile No. 11 1 / 30
Shape Circle
L.Comb. 101
PileName PHC Pile
Diameter 15.75in
bo 84.48in Vu
d 17.4in Result
2/9/2015
Copyright (c) GS E&C. All Rights Reserved
bc / as
f Vc1
f Vc2
f Vc3
f Vc
1080.365 in2
800.293 kips
1243.941 kips
533.528 kips
533.528 kips
66.970 kips
OK
bc / as
f Vc1
f Vc2
f Vc3
f Vc
823.701 in2
473.179 kips
645.141 kips
315.453 kips
315.453 kips
145.978 kips
OK
top related