Desain Pondasi Tanki 550 m3 Tahan Gempa
Desain Pondasi Tanki 550 m3 Tahan Gempa
Desain Pondasi Tanki 550 m3 Tahan Gempa
TITLE
DESCRIPTION
PROJECT/JOB NO.
DP ENGINEERING
PROJECT/JOB NAME
TANGKI 550 M3
CLIENT NAME
SITE NAME
DOCUMENT NO.
REFERENCE NO.
STRUCTURE NAME
DATE
DESCRIPTION
PREP'D
CHK'D
APPR'D
APPR'D
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
FOUNDATION LISTS
Group Name
No.
TANK600M3
Description
F1
No.
Description
Page 1
11/13/2014
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
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 RING WALL DESIGN
5.3 REQUIRED REINFORCEMENT
5.4 ONE WAY SHEAR FORCE
5.5 TWO WAY SHEAR FORCE
5.6 PILE PUNCHING SHEAR FORCE
Page 2
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
1. GENERAL
1.1 CODE & STANDARD
Items
Description
Design Code
Unit System
Input : MKS,
Output : MKS,
Value
2
250.000 kgf/cm
150.000 kgf/cm
2400.000 kgf/cm
3900.000 kgf/cm
1.800 ton/m
2.400 ton/m
235000.000 kgf/cm
2
2
2
3
3
2
2
- Pile Capacity
Items
Value
Pile Name
Footing List
F1
Diameter
350 mm
Length
17 m
Thick
350 mm
Shape
Square
Capacity ( Ha , Ua , Va )
6 , 16 , 55 tonf
Description
0%
0%
0%
0%
0%
0%
0%
0%
0%
Page 3
11/13/2014
Calculation Sheet
of
Foundation
Allowable Increase of Pile Uplift (Wind)
0%
0%
0%
0.35
10
11
12
21
22
23
31
32
Comb . ID
100
101
.9 SW + 1.3 WL + .9 Empty
102
110
111
112
121
Page 4
11/13/2014
Calculation Sheet
of
Foundation
2. DRAWING
2.1 LOCATION PLAN
2.2 DETAIL SKETCH
Page 5
11/13/2014
Page 6
REFERENCE DWGS
A01
NO.
DWG NO.
DWG TITLE
NOTES
* OUTPUT UNIT : mm
01
TANGKI 550 M3 PROJECT
1
F1
SQUAD CHECK
SCALE
JOB NO.
AS SHOWN DP ENGINEERING
ELEC.
INST.
MICROFILM NO.
11/13/2014
Page 7
OUTPUT UNIT : mm
Copyright (c) GS E&C. All Rights Reserved
11/13/2014
Page 8
REFERENCE DWGS
TOP
DWG NO.
DWG TITLE
13M@150
500 500
13M@150
7000
4500x2
500 500
NO.
50
TYP.
CL FOOTING
BOTTOM
9000
NOTES
4500x2
13M@150
* PILE
21-350 Industry Water Tank 500 m3
( i = 360, 360 )
( PCD = 7300, 4800 )
* ANCHOR BOLT
1X4-M12 ANC. BOLTS (TYPE TYPE L)
13M@150
75 PROJ.
* OUTPUT UNIT : mm
19M
50
2-13M
70
8000
3750
3750
500
500
3750
500
800
3750
300
100
30 GROUT
FOUNDATION PLAN
SECTION
REBAR
3M 50(T
YP
.)
SQUAD CHECK
PEDESTAL
ELEC.
INST.
2-1
0
50
19M@200
SCALE
DESCRIPTION
DRWNCHKDAPPDAPPDAPPD
JOB NO.
AS SHOWN DP ENGINEERING
MICROFILM NO.
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
Page 9
3. FOUNDATION DATA
3.1 FOOTING DATA
Unit : mmFt. Name
Ft. Type
TANK 1
Area
63.617 m
Ft. Thickness
800.00 mm
Ft. Volume
50.894 m
Ft. Weight
122.146 tonf
-300.00 mm
Soil Volume
0.000 m
Soil Weight
0.000 tonf
Buoyancy
Not Consider
122.146 tonf
800
300
100
9000
F1
Ft.Name
Pr.Name
Shape
F1
CircleWall
Pl
8000.000
Pw
7000.000
Ph
100.000
Area
11.781
Weight
9.755
Off X
0.000
Off Y
0.000
11/13/2014
Calculation Sheet
of
Foundation
Page 10
F1 / S1
Unit : mm
9000
Direction
All Direct
F.Volume
50.894 m
Section Area
63.617 m
F.Weight
122.146 tonf
S.Volume
0.000 m
S.Weight
0.000 tonf
Pier Wt
9.755 tonf
Total Weight
131.900 tonf
Mz
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
Index
SW
Empty
Operation
Test
WL
SL2
Ft.Name
F1
Pr.Name
Load Case
Fx
Fy
Fz
Mx
My
0.000
0.000
-9.755
0.000
0.000
0.000
0.000
-20.000
0.000
0.000
0.000
0.000
-550.000
0.000
0.000
0.000
0.000
-600.000
0.000
0.000
12.280
0.000
0.000
0.000
70.590
92.650
0.000
0.000
0.000
532.760
0.000
0.000
-122.146
0.000
0.000
Footing SW
11/13/2014
Calculation Sheet
of
Foundation
Page 11
In Footing Bottom
with Pier Self Weight,
But without Footing Self Weight,
F1
SFx
SFy
SFz
SMx
10
0.000
0.000
-20.000
0.000
0.000
11
12.280
0.000
-20.000
0.000
70.590
12
92.650
0.000
-20.000
0.000
532.760
21
0.000
0.000
-550.000
0.000
0.000
22
12.280
0.000
-550.000
0.000
70.590
23
92.650
0.000
-550.000
0.000
532.760
31
0.000
0.000
-600.000
0.000
0.000
32
3.070
0.000
-20.000
0.000
17.647
100
0.000
0.000
-28.000
0.000
0.000
101
15.964
0.000
-18.000
0.000
91.767
102
132.490
0.000
-18.000
0.000
761.847
110
0.000
0.000
-28.000
0.000
0.000
111
20.876
0.000
-840.000
0.000
120.003
112
129.710
0.000
-28.000
0.000
745.864
121
5.219
0.000
-840.000
0.000
30.001
Pr.Name L.Comb.
SFx
SFy
SFz
SMx
SMy
10
0.000
0.000
-29.755
0.000
0.000
11
12.280
0.000
-29.755
0.000
81.642
12
92.650
0.000
-29.755
0.000
616.145
21
0.000
0.000
-559.755
0.000
0.000
22
12.280
0.000
-559.755
0.000
81.642
23
92.650
0.000
-559.755
0.000
616.145
31
0.000
0.000
-609.755
0.000
0.000
32
3.070
0.000
-29.755
0.000
20.410
100
0.000
0.000
-41.656
0.000
0.000
101
15.964
0.000
-26.779
0.000
106.135
102
132.490
0.000
-26.779
0.000
881.087
110
0.000
0.000
-41.656
0.000
0.000
111
20.876
0.000
-853.656
0.000
138.791
112
129.710
0.000
-41.656
0.000
862.603
Pr.Name L.Comb.
F1
SMy
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
121
5.219
0.000
Page 12
-853.656
0.000
34.698
3.5.3 Load Combination in Footing Bottom Center (With Pier & Footing SW)
Load Combination of Elastic Condition
: PileType
- C.G. of Load is coordinate from left bottom. Unit : mm
p
Ft.Name
F1 p
L.Comb.
SFx
SFy
SFz
SMx
SMy
C.G. of Loads
10
0.000
0.000
-151.900
0.000
0.000
4500.0 , 4500.0
11
12.280
0.000
-151.900
0.000
81.642
4500.0 , 4500.0
12
92.650
0.000
-151.900
0.000
616.145
4500.0 , 4500.0
21
0.000
0.000
-681.900
0.000
0.000
4500.0 , 4500.0
22
12.280
0.000
-681.900
0.000
81.642
4500.0 , 4500.0
23
92.650
0.000
-681.900
0.000
616.145
4500.0 , 4500.0
31
0.000
0.000
-731.900
0.000
0.000
4500.0 , 4500.0
32
3.070
0.000
-151.900
0.000
20.411
4500.0 , 4500.0
Ft.Name
Sec.Nam L.Comb.
100
F1 p
S1
SFx
SFy
SFz
SMx
SMy
C.G. of Loads
0.000
0.000
-41.656
0.000
0.000
4500.0 , 4500.0
101
15.964
0.000
-26.779
0.000
106.135
4500.0 , 4500.0
102
132.490
0.000
-26.779
0.000
881.087
4500.0 , 4500.0
110
0.000
0.000
-41.656
0.000
0.000
4500.0 , 4500.0
111
20.876
0.000
-853.656
0.000
138.791
4500.0 , 4500.0
112
129.710
0.000
-41.656
0.000
862.603
4500.0 , 4500.0
121
5.219
0.000
-853.656
0.000
34.698
4500.0 , 4500.0
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
Page 13
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
SFz
SMy X
SMx Y
a. Vertical - Bi Axial : R =
2
2
Np
S Xi
S Yi
- Ru = Rmax
- Uf = Min[ 0 , Rmin ]
- Ru < Va => OK
2
2
(SHxi + SHyi )
b. Horizontal - Hmax =
< Ha => OK
Np
c. Uplift - Uf < Ua => OK
Ver. / Uf. = Vertical / Uplift
Np(EA)
Fl (mm)
Fw (mm)
SXi (m )
SYi (m )
F1
21
9000
9000
105.86
105.85
Unit( tonf )
Ft.Name
F1
L.Comb.
Pile
R Max
R Min
Ru
Uf
Ra
Ua
Result
23
Industry
53.717
11.226
53.717
55
16
OK
L.Comb.
Pile
Hmax (tonf)
Ha (tonf)
Result
23
Industry
Water
4.412
OK
11/13/2014
Calculation Sheet
of
Foundation
Page 14
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
5.1.1 Data
Ft.Name Sec.Nam
F1
Dir.
L.Comb.
Fl or Fw
Sl or Sw
SFz
100
9000.00
9000.00
101
9000.00
9000.00
102
9000.00
110
S1
S1
SM
SQ
41.656
0.00
41.656
26.779
106.13
26.779
9000.00
26.779
881.09
26.779
9000.00
9000.00
41.656
0.00
41.656
111
9000.00
9000.00
853.656
138.79
853.656
112
9000.00
9000.00
41.656
862.60
41.656
121
9000.00
9000.00
853.656
34.70
853.656
100
9000.00
9000.00
41.656
0.000
41.656
101
9000.00
9000.00
26.779
0.000
26.779
102
9000.00
9000.00
26.779
0.000
26.779
110
9000.00
9000.00
41.656
0.000
41.656
111
9000.00
9000.00
853.656
0.000
853.656
112
9000.00
9000.00
41.656
0.000
41.656
121
9000.00
9000.00
853.656
0.000
853.656
Unit(kgf/cm ,mm)
f(Flexure)
f(Shear)
fck
fy1
fy2
f_cl
f_clt
fp_clb
0.9
0.75
250.00
2400.00
3900.00
50.0
50.0
150.0
11/13/2014
Calculation Sheet
of
Foundation
5.2 RING WALL DESIGN
5.2.1 Ring Wall Formula
Definitions,
W : Weight of tank shell plus the tributary weight
of a cone roof per feet of circumference (tonf/m)
N : Thickness of tank shell plate
BPT : Bottom Plate Thickness
D : Tank diameter
f : Angle of internal friction of soil
H : Height of tank (Height of liquid)
h : Height of ring wall
h1,h2 : Filling material height of ring wall
3
gs1,gs2 : Unit weight of soil under tank (ton/m )
gs1 h1 + gs2 h2
gs =
h1 + h2
3
q = Unit weight of tank fluid (ton/m )
3
gc = Unit weight of concrete (ton/m )
F = Radial outward force on ringwall
T = Axial tension in ring
Ko = Rest Earth Pressure Coefficient
Minimum required thickness of ringwall
The center-to-center diameter of ring wall is equal to the nominal tank diameter.
The tank diameter is 4572mm or more
If above assumptions are not applicable, an alternate foundation type shall be used.
EmptyLoad - Bottom Plate Weight
(tonf/m)
p tank diameter
3
Bottom Plate Weight = 7.85(tonf/m ) Bottom Plate Thickness Bottom Plate Area
2 W
t.cal =
q H - 2 h (gc - gs)
t.min = Minimum wall thickness = 12 in
t.used = User input wall thickness (mm)
W=
Page 15
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
T
q
a
Client : -
Page 16
h1
H
kgPu
s1 2
h2
Pu1
gs2
Pu3 Pu4
T
, f = 0.9
f fy
Req'd As must not be less than that required for temperature
& shrinkage reinforcement.
fac : Shrinkage And Temperature Factor
Reinforcement is more than 60000 psi and 10M ~ 16M..............fac = 0.002
else case......................................................................................fac = 0.0025
As.Min = factors (By Design Code) ringwall cross section area
Req'd As = Required steel area to resist entire axial tension
Req'd As = Load Factor
T
F
T
GroupType : Tank_1
Dia (mm )
h (mm )
Hor. Bar
Ver. Bar
9000.00
800.00
13M @ 200 mm
19M @ 200 mm
Hor. fy (kgf/cm
Ver. fy (kgf/cm
2400.00
rc (ton/m
3900.00
Ko
Load F.
0.500
1.4
2.40
Dia (mm )
H (mm )
N (mm )
BPT (mm )
h1 (m )
h2 (m )
gs1 (ton/m )
gs2 (ton/m )
q (ton/m )
7500
8000.00
10.00
16.00
0.100
0.100
1.60
1.60
1.00
Result of Thickness
W (tonf/m )
t.Cal (mm )
t.Min (mm )
t.Used (mm )
Result
0.19
48.19
304.80
500.00
OK
Result of Hooptension
2
F (tonf/m )
T (tonf )
Tu (tonf )
As.req (cm )
As.Min (cm )
As.Used (cm )
Result
0.816
3.060
4.284
1.983
1.250
2.655
OK
b(mm)
d(mm)
F(tonf)
Mu(tonf-m)
As.Used (cm )
As.Selected (cm )
As.Max (cm )
Result
1000.00
440.50
0.42
0.06
14.18
3.75
92.73
OK
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
Page 17
Sec.Name
L.Comb.
Loc. (m)
Width b (m)
d (cm)
As (cm )
102
top
0.955
1.000
74.350
8.853
111
botom
8.045
1.000
64.350
8.853
S1
Sec.Name
L.Comb.
Mu (tonf-m)
Rn
r.Req
102
top
0.583
0.117
0.0000
111
bottom
0.911
0.244
0.0001
S1
Sec.Name
L.Comb.
As1(cm )
As2(cm )
As3(cm )
As4(cm )
As5(cm )
Asmax(cm )
102
top
8.000
0.363
0.484
43.561
38.964
299.764
111
bottom
8.000
0.656
0.874
37.702
33.723
259.446
S1
Sec.Name
L.Comb.
Using As(cm )
Select As(cm )
Result
102
top
8.853
8.000
OK
111
bottom
8.853
8.000
OK
S1
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
Page 18
Sec.Name
L.Comb.
Loc. (m)
Width b (m)
d (cm)
As (cm )
121
top
4.500
1.000
73.050
8.853
121
botom
8.045
1.000
63.050
8.853
S1
Sec.Name
Mu (tonf-m)
Rn
r.Req
121
top
121
bottom
0.815
0.228
0.0001
L.Comb.
S1
Sec.Name
L.Comb.
As1(cm )
As2(cm )
As3(cm )
As4(cm )
As5(cm )
Asmax(cm )
121
top
8.000
42.799
38.282
294.523
121
bottom
8.000
0.599
0.798
36.940
33.042
254.205
S1
Sec.Name
L.Comb.
Using As(cm )
Select As(cm )
Result
121
top
8.853
8.000
OK
121
bottom
8.853
8.000
OK
S1
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
Page 19
GroupType : Tank_1
PileType : True
Unit : mm
8945
9000
8945
Sec.Name L.Comb.
S1
100
Loc. (mm)
d (mm)
Bw (mm)
fVc (tonf)
Vu (tonf)
Result
8945
643.5
1000
40.467
OK
Loc. (mm)
d (mm)
Bw (mm)
fVc (tonf)
Vu (tonf)
Result
8945
630.5
1000
39.65
OK
Sec.Name L.Comb.
S1
100
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
Page 20
F1 Punching Area
Pr.Name
1 Pile effect
585829.500 cm
0 / 21
CircleWall f Vc1
3295.253 tonf
121 f Vc2
1619.229 tonf
Pl
8000 mm f Vc3
2196.835 tonf
Pw
8000 mm f Vc
1619.229 tonf
Shape
L.Comb.
bo / d
27143.47 / 643.5 mm Vu
bc / as
fck bo d
fck bo d
(eq 11-33)
<- Vc1
<- Vc2
<- Vc3
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
Footing Area - Punching Area
Shade Ratio =
Footing Area
1 / 40 Result
0.000 tonf
OK
11/13/2014
Calculation Sheet
of
Foundation
Page 21
9000
Ft.Name
F1 Punching Area
Pile No.
10 bc / as
Shape
1
13
14
12
21
15
20
16
5
10
L.Comb.
PileName
19
17
11
18
7
Diameter
9870.423 cm
1 / 40
Square f Vc1
482.449 tonf
111 f Vc2
681.628 tonf
321.633 tonf
350mm f Vc
321.633 tonf
bo
3974mm Vu
643.5mm Result
53.579 tonf
OK
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Foundation
Page 1
TANGKI 550 M3
Structure Name
Ft.Name
F1
(Unit : tonf)
# L/C
Pile
Ru
Uf
Ra
Ua
Result
10
Industry
7.233
55
16
OK
11
Industry
10.048
55
16
OK
12
Industry
28.479
-14.012
55
16
OK
21
Industry
32.471
55
16
OK
22
Industry
35.287
55
16
OK
23
Industry
53.717
55
16
OK
31
Industry
34.852
55
16
OK
32
Industry
7.937
55
16
OK
Ft.Name
(Unit : tonf)
# L/C
Pile
H Max
Ha
Result
10
Industry
OK
11
Industry
0.6
OK
12
Industry
4.4
OK
21
Industry
OK
22
Industry
0.6
OK
23
Industry
4.4
OK
31
Industry
OK
32
Industry
0.1
OK
F1
2. DESIGN OF FOOTING
2.1 Check of Reinforcement
(Unit : cm )
Ft.Name
Sec.Nam
S1 (X)
F1
# L/C
Result
100
8.00 / 8.00
8.85 / 8.85
OK / OK
101
8.00 / 8.00
8.85 / 8.85
OK / OK
102
8.00 / 8.00
8.85 / 8.85
OK / OK
110
8.00 / 8.00
8.85 / 8.85
OK / OK
111
8.00 / 8.00
8.85 / 8.85
OK / OK
112
8.00 / 8.00
8.85 / 8.85
OK / OK
121
8.00 / 8.00
8.85 / 8.85
OK / OK
100
8.00 / 8.00
8.85 / 8.85
OK / OK
101
8.00 / 8.00
8.85 / 8.85
OK / OK
S1 (Y)
11/13/2014
Calculation Sheet
of
Foundation
Page 2
102
8.00 / 8.00
8.85 / 8.85
OK / OK
110
8.00 / 8.00
8.85 / 8.85
OK / OK
111
8.00 / 8.00
8.85 / 8.85
OK / OK
112
8.00 / 8.00
8.85 / 8.85
OK / OK
121
8.00 / 8.00
8.85 / 8.85
OK / OK
2
(Unit : mm,cm )
Ft.Name
Sec.Nam
# L/C
T.Used(Wall) / T.min(Wall)
Result
F1
Wall
500.00 / 304.80
2.65 / 1.98
OK / OK
Sec.Nam
S1 (X)
(Unit : tonf)
# L/C
fVc
Vu
Result
100
40.47
0.00
OK
101
40.47
0.00
OK
102
40.47
0.00
OK
110
40.47
0.00
OK
111
40.47
0.00
OK
112
40.47
0.00
OK
121
40.47
0.00
OK
100
39.65
0.00
OK
101
39.65
0.00
OK
102
39.65
0.00
OK
110
39.65
0.00
OK
111
39.65
0.00
OK
112
39.65
0.00
OK
121
39.65
0.00
OK
F1
S1 (Y)
F1
(Unit : tonf)
# L/C
Ct. Pr.Name
fVc
Vu
Result
100
1619.229
0.000
OK
101
1619.229
0.000
OK
102
1619.229
0.000
OK
110
1619.229
0.000
OK
111
1619.229
0.000
OK
112
1619.229
0.000
OK
121
1619.229
0.000
OK
# L/C
Ct. PL.Name
fVc
Vu
Result
100
321.633
10.127
OK
101
10
321.633
10.170
OK
102
10
321.633
36.891
OK
110
321.633
10.127
OK
(Unit : tonf)
F1
11/13/2014
Calculation Sheet
of
Foundation
Page 3
111
10
321.633
53.579
OK
112
10
321.633
39.870
OK
121
10
321.633
49.990
OK
11/13/2014
TITLE
DESCRIPTION
PROJECT/JOB NO.
DP ENGINEERING
PROJECT/JOB NAME
TANGKI 550 M3
CLIENT NAME
SITE NAME
DOCUMENT NO.
REFERENCE NO.
STRUCTURE NAME
GROUP NAME
LOADCOMBINATION GROUP NAME
REV
DATE
DESCRIPTION
PREP'D
CHK'D
APPR'D
APPR'D
11/13/2014
Calculation Sheet
of
Pier
CONTENTS
1. INPUT DATA
1.1 GENERAL
1.2 PIER DATA
1.3 LOADING DATA
2. PM DIAGRAM
2.1 FORMULA
2.2 PM DIAGRAM & ANALYSIS
2.3 ANALYSIS & RESULT
2.4 DETAIL PM DIAGRAM
3. ONE-WAY SHEAR
3.1 FORMULA
3.2 ONE-WAY SHEAR
Page 1
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Pier
Page 2
1. INPUT DATA
1.1 General
Design Code
Input Unit
MKS
f Bending
Output Unit
f Axial
f Sprial reinf.
0.9
fck
0.9
fy (10M ~ 16M)
2
250 kgf/cm
Es
2
3900 kgf/cm
f Shear
0.65
Ec
2
2400 kgf/cm
f Tied reinf.
0.7
fy (19M ~)
MKS
235000 kgf/cm
2000000 kgf/cm
0.75
Steel Db
Cover
50 mm
8000
50
Pier Name
Ver Bar
10M, 118 2 EA
Pier Shape
CircleWall
Tie Bar
13M @ 200 mm
Width
8000 mm
Fck
250 kgf/cm
Length
8000 mm
fy
3900 kgf/cm
Height
100 mm
Using As
669.13 cm
dx
Main Bar
Bar Check
dy
7927.5 mm
2
7927.5 mm
2
118 2 =236 , Area = 669.128cm , Amin (1%) = 1178.1cm , Amax (2%) = 2356.2cm
Reinforcrment Area is too small
Name
Fx
Fy
Mx
My
-9.755
Empty
-20
Operation
-550
Test
-600
WL
12.28
70.59
SL2
92.65
532.76
Fz
SW
100
101
.9 SW + 1.3 WL + .9 Empty
102
110
111
112
121
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Pier
Page 3
LC#
SFx
SFy
SFz
SMx
SMy
100
-28
101
15.964
-18
91.767
102
132.49
-18
761.847
110
-28
111
20.876
-840
120.003
112
129.71
-28
745.864
121
5.219
-840
30.001
SFx
SFy
SFz
SMx
100
41.656
101
15.964
26.779
80.592
102
132.49
26.779
669.104
110
41.656
111
20.876
853.656
105.39
112
129.71
41.656
655.067
121
5.219
853.656
26.347
LC#
SMy
11/13/2014
Calculation Sheet
of
Pier
2. ONE-WAY SHEAR
2.1 FORMULA
1) Maximum Axial Load Strength
- Po = 0.85 fck (Ag-Ast) + S fy Ast
- Pnmax = f1 Po ( f1 = Axial Strenth Resuction Factiors)
- Mnmax = The Value of diagram, When P is Pn.
- Pumax = f2 Pnmax
f2 = Sprial or Tied Reinforcement Reduction Factor
0.65
f = 0.9 - 0.2
Pn
Pa
0.9
(psi)
4) Slenderness Effects
dns =
Cm
1-Pu/0.75Pc
p EI
2
(klu)
2
Pc =
5) Shear
fVc = f 2
fck bw d
, fVs =
f fy Av d
(psi)
s
EI =
0.2EcIg + EsIse
1+b d
Page 4
11/13/2014
Project Na. : TANGKI 550 M3
Calculation Sheet
of
Pier
Page 5
25000
Pnmax
20000
fPnmax
Balanced
15000
10000
5000
Mx
0
10000
20000
30000
25000
Pnmax
20000
fPnmax
Balanced
15000
10000
5000
0
My
10000
20000
Po
26497.860 tonf
Pn / fPn
Mn / fMn
Pb / fPb
Mb / fM
c(Balanced)
5662.5 mm
emin
255.24 mm
klu / rx
0.1
Slender
Neglect
Axis
Po
26497.860 tonf
Pn / fPn
Mn / fMn
Pb / fPb
Mb / fM
c(Balanced)
5662.5 mm
emin
255.24 mm
klu / rx
0.1
Slender
Neglect
40000
(tonf , tonf-m )
Axis
30000
40000
unit (tonf-m )
L/C#
dx
dy
SdMux
SdMuy
fMnx
fMny
Result
100
10.63
10.63
3977.08
3977.84
OK
101
6.84
80.59
480.19
5556.89
OK
102
6.84
669.1
71.19
5577.41
OK
110
10.63
10.63
3977.08
3977.84
OK
111
217.89
217.89
5804.31
5805.21
OK
112
10.63
655.07
142.59
5623.11
OK
11/13/2014
Calculation Sheet
of
Pier
121
217.89
217.89
Page 6
OK
5805.21
unit (tonf )
L/C#
SFz
fPs
fPnmax
Result
100
-1440.75
16693.65
41.66
OK
101
-1442.37
16693.65
26.78
OK
102
-1442.37
16693.65
26.78
OK
110
-1440.75
16693.65
41.66
OK
111
-1352.2
16693.65
853.66
OK
112
-1440.75
16693.65
41.66
OK
121
-1352.2
16693.65
853.66
OK
3. ONE-WAY SHEAR
3.1 FORMULA
ACI 318-05 CODE 11.3.1.1
- For members subject to shear and flexure only.
- Vc = 2 fck Bw d
(eq 11-3)
Av f y d
- Vs =
(eq 11-15)
s
- Vu <= f Vc + f Vs , f = 0.75 (eq 11-1)
- When, Value of f Vs shall not exceed f 8 fck Bw d (Vs max)
Dir.
Unit(tonf)
LC#
fVc
fVs
fVs max
Vu
Result
100
3161.573
94.7
12646.29
OK
101
3161.573
94.7
12646.29
15.964
OK
102
3161.573
94.7
12646.29
132.49
OK
110
3161.573
94.7
12646.29
OK
111
3161.573
94.7
12646.29
20.876
OK
112
3161.573
94.7
12646.29
129.71
OK
121
3161.573
94.7
12646.29
5.219
OK
100
3161.573
94.7
12646.29
OK
101
3161.573
94.7
12646.29
OK
102
3161.573
94.7
12646.29
OK
110
3161.573
94.7
12646.29
OK
111
3161.573
94.7
12646.29
OK
112
3161.573
94.7
12646.29
OK
121
3161.573
94.7
12646.29
OK
Summary
Project
Name
Project
Unit
DP ENGINEERING MKS
Member
Concrete
Structure Name
Sector
No
1
Excavation
Back Fill
Disposal
50.66
12.117
38.543
Total
Normal
Struct.
50.66
Super Struct.
12.117
Grout.
38.543
Form Work
F1
52.072
6.734
1.178
0.353
27.627
Total
52.072
6.734
1.178
Size
(mm)
Dia 24
350 x 350
Area
0
Length
(mm)
400
17000
0.353
Number
(Ea)
4
21
27.627
Item Name
Material Type
Anchor Bolt
Pile
Item Name
Material Type
Remark
Total Len.
(m)
2039.059
252.25
Total WT.
(kg)
2127.301
562.148
Reinforced Bar
TOTAL WEIGHT (TON)
Remark
2.689
Remark