Foundation Calculation Sheet: Title Description
Foundation Calculation Sheet: Title Description
Foundation Calculation Sheet: Title Description
TITLE DESCRIPTION
PROJECT/JOB NO. MSH155
PROJECT/JOB NAME RAFT FOUNDATION
CLIENT NAME PT. xxx
SITE NAME DMT SPLIT COMBAT GENBA
DOCUMENT NO.
REFERENCE NO.
STRUCTURE NAME MNR-62M
LOAD COMBINATION GROUP NAME
REV DATE DESCRIPTION PREP'D CHK'D APPR'D APPR'D
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
1. GENERAL
1.1 CODE & STANDARD
Items Description
Design Code American Concrete Institute (ACI 318) [SI]
Horizontal Force for Wind UNIFORM BUILDING CODE (UBC-1997)
Horizontal Force for Seismic UNIFORM BUILDING CODE [UBC-1997]
Unit System Input : SI, Output : SI, Calculation Unit : SI
- Soil Capacity
Items Value
Soil Name Unit-01
Footing List F3
Qa (Soil Bearing Capacity) 220.66 kN/m2
Buoyancy Not Consider
WL (Water Label from the EL = 0) 10000 mm
FD (Frost Depth from the EL = 0) 0 mm
Internal Friction Angle 30
Passive Soil Pressure Not Consider
Cu (Undrained cohesion) Clay , 0 kN/m2
NOTES
* OUTPUT UNIT : mm
3 1
01
SQUAD CHECK
Y PROCESS PIPING VESSELS STRUCT. ELEC. INST.
F3
AS SHOWN MSH115
7/25/2016 Page 6
OUTPUT UNIT : mm
7/25/2016 Page 7
REFERENCE DWGS
NO. DWG NO. DWG TITLE
CL FOOTING
8200
1803.5 1803.5
4593
1803.5
NOTES
3 1 * OUTPUT UNIT : mm
CL FOOTING
8200
4593
4 2
1803.5
SQUAD CHECK
FOUNDATION PLAN
REFERENCE DWGS
NO. DWG NO. DWG TITLE
CL FOOTING
TOP BOTTOM
TYP.
50
NOTES
* OUTPUT UNIT : mm
D16@200
D16@200
RAFT FOUNDATION PROJECT
SQUAD CHECK
REINFORCEMENT PLAN
4 2
3 1
800
400
4 2 LEAN CONC. 50 THK
CRUSHED STONE 100 THK
ELEVATION S1 - X
OUTPUT UNIT : mm
7/25/2016 F3 Item No. Page 10
1 2 3
650 650 650
50 50 50
TYP. TYP. TYP.
650
650
650
D10 D10 D10
50
50
50
100
100
100
1500
1500
1500
@150
@150
@150
D10
D10
D10
D16 D16 D16
75
75
75
4
650
50
TYP.
650
D10
24-D16
50
100
1500
@150
D10
D16
75
7/25/2016
3. FOUNDATION DATA
3.1 FOOTING AND SECTION DATA
( mm ) Ft. Name F3
Ft. Type MAT
8200 Area 67.240 m2
Ft. Thickness 400.00 mm
Ft. Volume 26.896 m3
650 650 650 650 Ft. Weight 645.504 kN
Soil Height 800.00 mm
3 1
Soil Volume 52.440 m3
Soil Weight 770.868 kN
8200
4 2 1500
800
Section Data
( mm )
Ft.Name Direction Ft. Volume Soil Volume Pier Wt
3 3
F3 All Direct 26.896 m 52.440 m 60.840 kN
Unit( kN , kN-m )
Ft.Name Pr.Name Load Case Fx Fy Fz Mx My
1 0 0 -15.21 0 0
2 -32.74 -31.95 -623.89 -0.36 0.34
1 3 -12.6 -10.73 -23.37 0.26 -0.22
4 -11.33 -13.55 -28.85 0.23 -0.28
5 -29.92 -30.68 571.67 -0.29 0.31
1 0 0 -15.21 0 0
2 -12.6 -10.73 -23.37 0.26 -0.22
2 3 -11.33 -13.55 -28.85 0.23 -0.28
4 -29.92 -30.68 571.67 -0.29 0.31
5 -32.74 -31.95 -623.89 -0.36 0.34
F3 1 0 0 -15.21 0 0
2 -11.33 -13.55 -28.85 0.23 -0.28
3 3 -29.92 -30.68 571.67 -0.29 0.31
4 -32.74 -31.95 -623.89 -0.36 0.34
5 -12.6 -10.73 -23.37 0.26 -0.22
1 0 0 -15.21 0 0
2 -29.92 -30.68 571.67 -0.29 0.31
4 3 -32.74 -31.95 -623.89 -0.36 0.34
4 -12.6 -10.73 -23.37 0.26 -0.22
5 -11.33 -13.55 -28.85 0.23 -0.28
Footing SW 0.000 0.000 -1416.372 0.000 0.000
3.4.2 F3
Unit( kN , kN-m )
Ft.Name Pr.Name L.Comb. S Fx S Fy S Fz S Mx S My
1 -32.742 -31.946 -639.098 60.341 -61.867
2 -12.596 -10.730 -38.576 20.650 -24.151
3 -11.328 -13.548 -44.060 25.967 -21.804
4 -29.923 -30.678 556.462 57.994 -56.547
1
5 -32.742 -31.946 -639.098 47.563 -48.770
6 -12.596 -10.730 -38.576 16.358 -19.113
7 -11.328 -13.548 -44.060 20.548 -17.273
8 -29.923 -30.678 556.462 45.723 -44.578
1 -12.596 -10.730 -38.576 20.650 -24.151
2 -11.328 -13.548 -44.060 25.967 -21.804
3 -29.923 -30.678 556.462 57.994 -56.547
4 -32.742 -31.946 -639.098 60.341 -61.867
2
5 -12.596 -10.730 -38.576 16.358 -19.113
6 -11.328 -13.548 -44.060 20.548 -17.273
7 -29.923 -30.678 556.462 45.723 -44.578
8 -32.742 -31.946 -639.098 47.563 -48.770
F3
1 -11.328 -13.548 -44.060 25.967 -21.804
2 -29.923 -30.678 556.462 57.994 -56.547
3 -32.742 -31.946 -639.098 60.341 -61.867
4 -12.596 -10.730 -38.576 20.650 -24.151
3
5 -11.328 -13.548 -44.060 20.548 -17.273
6 -29.923 -30.678 556.462 45.723 -44.578
7 -32.742 -31.946 -639.098 47.563 -48.770
8 -12.596 -10.730 -38.576 16.358 -19.113
1 -29.923 -30.678 556.462 57.994 -56.547
2 -32.742 -31.946 -639.098 60.341 -61.867
3 -12.596 -10.730 -38.576 20.650 -24.151
4 -11.328 -13.548 -44.060 25.967 -21.804
4
5 -29.923 -30.678 556.462 45.723 -44.578
6 -32.742 -31.946 -639.098 47.563 -48.770
7 -12.596 -10.730 -38.576 16.358 -19.113
8 -11.328 -13.548 -44.060 20.548 -17.273
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( kN , kN-m )
Ft.Name L.Comb. S Fx S Fy SFz S Mx S My C.G. of Loads
1 -86.589 -86.902 -1581.644 -2593.245 2568.640 5828.0 , 5843.9
2 -86.589 -86.902 -1581.644 2923.150 -164.369 4100.0 , 2356.1
F3
3 -86.589 -86.902 -1581.644 -2593.245 -2897.379 2372.0 , 5843.9
4 -86.589 -86.902 -1581.644 2923.150 -164.369 4100.0 , 2356.1
4. CHECK OF STABILITY
4.1 CHECK OF SLIDING
mSFz + P.F
Formula : 2 2 > Fs -> OK (Bi-Axial)
SFx + SFy
P.F = Passive Force (apply only in case checked passive force, mark by P ) Unit ( kN )
2 2
Ft.Name Dir. L.Comb. ( mSFz + P.F ) / S Fx + SFy Fs(i) Result
F3 Bi-Axial 4 0.35 1581.64 / 122.68 = 4.51 1.5 OK
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
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
Unit(N/mm2,mm)
f(Flexure) f(Shear) f'c fy1 fy2 f_cl f_clt f_clb
0.8 0.75 18.60 294.00 392.00 50.0 50.0 50.0
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 0.85 fck 2Rn
Rn =
fbd
2 , f = 0.8 , r.req =
fy ( 1- 1-
0.85fck )
5.2.2 Check of Footing Reinforcement
Footing Name : F3 GroupType : Mat_Foundation
- X direction (Unit Width)
2
Sec.Name L.Comb. Using Bar (mm) Loc. (m) Width b (m) d (mm) As (mm )
5 top 5 - D16 @ 200 2.129 1.000 342.050 992.783
S1
5 botom 5 - D16 @ 200 6.072 1.000 342.050 992.783
2 2 2 2 2 2
Sec.Name L.Comb. As1(mm ) As2(mm ) As3(mm ) As4(mm ) As5(mm ) Asmax(mm )
5 top 400.000 428.572 571.286 1628.810 1254.408 7819.142
S1
5 bottom 400.000 533.555 711.228 1628.810 1254.408 7819.142
2 2
Sec.Name L.Comb. Using As(mm ) Select As(mm ) Result
5 top 992.783 571.286 OK
S1
5 bottom 992.783 711.228 OK
2
Sec.Name L.Comb. Using Bar (mm) Loc. (m) Width b (m) d (mm) As (mm )
7 top 5 - D16 @ 200 2.129 1.000 326.150 992.783
S1
7 botom 5 - D16 @ 200 6.072 1.000 326.150 992.783
Unit : mm
8200
3 1
8200
4 2
1137
1137
Pw 650 mm f Vc 1463.456 kN
4 2
b c / as 1 / 40 Result OK
Project Information
Project Name RAFT FOUNDATION
Structure Name SST-62M
1. CHECK OF STABILITY
1.1 Check of Sliding Force (Bi-Axial)
Ft.Name # L/C Fs Allowable Result
1 4.512 1.5 OK
2 4.512 1.5 OK
F3
3 4.512 1.5 OK
4 4.512 1.5 OK
2. DESIGN OF FOOTING
2.1 Check of Reinforcement
(Unit : mm2)
Ft.Name Sec.Nam # L/C Req.As top / bottom Used.As top / bottom Result
5 571.29 / 711.23 992.78 / 992.78 OK / OK
6 400.00 / 400.00 992.78 / 992.78 OK / OK
S1 (X)
7 400.00 / 578.11 992.78 / 992.78 OK / OK
8 400.00 / 400.00 992.78 / 992.78 OK / OK
F3
5 601.17 / 754.56 992.78 / 992.78 OK / OK
6 403.25 / 613.87 992.78 / 992.78 OK / OK
S1 (Y)
7 601.17 / 754.56 992.78 / 992.78 OK / OK
8 403.25 / 613.87 992.78 / 992.78 OK / OK
TITLE DESCRIPTION
PROJECT/JOB NO. MSH155
PROJECT/JOB NAME RAFT FOUNDATION
CLIENT NAME PT. XX
SITE NAME DMT SPLIT COMBAT GENBA
DOCUMENT NO.
REFERENCE NO.
STRUCTURE NAME MNR-62M
GROUP NAME
LOADCOMBINATION GROUP NAME
REV DATE DESCRIPTION PREP'D CHK'D APPR'D APPR'D
CONTENTS
1. INPUT DATA
1.1 GENERAL
1.2 PIER DATA
1.3 LOADING DATA
2. CANTIL BEAM DESIGN
2.1 FORMULA
2.2 CANTIL BEAM DESIGN
3. ONE-WAY SHEAR
3.1 FORMULA
3.2 ONE-WAY SHEAR
1. INPUT DATA
1.1 General
Design Code American Concrete Institute (ACI 318) [SI]
dx 582.52 mm dy 582.52 mm
dx 582.52 mm dy 582.52 mm
dx 582.52 mm dy 582.52 mm
dx 582.52 mm dy 582.52 mm
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 0.85 fck 2Rn
Rn =
fbd
2 , f = 0.8 , r.req =
fy ( 1- 1-
0.85fck )
Unit(mm2)
P.Name Pier As temp. As (As1) Using As (All) Result
1 4765.35 845 4765.35 OK
2 4765.35 845 4765.35 OK
3 4765.35 845 4765.35 OK
4 4765.35 845 4765.35 OK
Unit(mm2)
P.Name Dir LC# UsingAs As2 As3 As4 As5 AsSelect Result
5 1389.9 262.06 349.32 1803.04 1388.59 349.32 OK
1 X
6 1389.9 102.99 137.28 1803.04 1388.59 137.28 OK
3. ONE-WAY SHEAR
3.1 FORMULA
- Vc = 1/6 fck Bw d
Av fy d
- Vs =
s
- Vu <= f Vc + f Vs , f = 0.75
- When, Value of f Vs shall not exceed f 2/3 fck Bw d (Vs max)