Date post: | 24-Jul-2015 |
Category: |
Documents |
Upload: | juragan-iwal |
View: | 31 times |
Download: | 0 times |
CALCULATION SHEET OF
FOUNDATION OF WATER TREATMENT CONTAINER
PT. PLN (PERSERO)PEMBANGKIT SUMBAGSEL
HYT / AI
HYT / AI
Approved
CONTRACTORDoc No.
SG-E-03-C3-CS-016
0 Issued for Approval 5/8/2012 SF AW / MH
Rev Description Date Prepared Checked
0 6/18/2012Issued for Construction AW / MHSF
FOR CONSTRUCTION
055.PJ/610/GM-KITSBS/2012
001/KONTRAK/PLTMGJAMBI/PP-IFE/2012
PROYEK PLTMG SEI GELAM
104.717 MW JAMBI
CONTRACT NO:
PLN DOC NO : -
PURPOSE:
Konsorsium PP
SG-E-03-C3-CS-016
Page No: REV
1 of 18 0
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
REVISION HISTORICAL SHEET
Rev No. Date Description
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
Page 2 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
1. GENERAL ………………………………………………………………………………… 4
1.1. Outline Of Structure …………………………………………………………………………. 4
1.2. Design Philosophy …………………………………………………………………………. 4
1.3. Document References ……….………………………………………………………………………….4
1.4. Materials ……….…………………………………………………………………………. 4
2. TANK FOUNDATION AND DIMENSION 5
2.1. Dimension of Container ………………………………………………………………………….5
2.2. Foundation Layout ……………………………………………………………………………. 5
2.3. Foundation Dimension …………………………………………………………………………….6
3. LOADINGS ………………………………………………………………………………… 7
3.1. Dead Load…………………………………………………………………………. 7
3.2. Live Load ……………………………………………………………………………. 7
3.3. Wind Load ……………………………………………………………………………. 8
3.4. Seismic Load ……………………………………………………………………………. 9
3.5. Loading Combination …………………………………………………………………………….9
4. STRUCTURAL ANALYSIS .…………………………………………………….………………………………10
TABLE OF CONTENTS
4. STRUCTURAL ANALYSIS .…………………………………………………….………………………………10
4.1. Support Reactions …………………………………………………………………………. 10
4.2. Soil Bearing Capacity …………………………………………………………………………. 14
5. FOUNDATION STABILITY .…………………………………...……………………………………15
5.1. Soil Bearing Pressure ………………………………………………………………………….15
5.2. Overturning Moment Resistance …………………………………………………………………………….15
5.3. Sliding Resistance ……………………………………………………………………………. 15
6. FOUNDATION REINFORCEMENT .…………………………………...……………………………………16
6.1. Main Reinforcement (Perpendicular to Footing Direction) ………………………………………………………………………….16
6.2. Longitudinal Reinforcement (Parallel to Footing Direction) ………………………………………………………………………….17
6.3. Reinforcement Summary ………………………………………………………………………….18
ATTACHMENT A. EQUIPMENT DATA
ATTACHMENT B. SOIL INVESTIGATION REPORT
ATTACHMENT C. PLOT PLAN
Page 3 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
1. GENERAL
1.1. Outline of Structure
Project name : PLTMG Sei Gelam
Client : PT. PLN (Persero)
Location : Jambi, Sumatera
Facility : Water Treatment Container
Foundation Type : Shallow Foundation
1.2. Design Philosophy
This report covers structural analysis and design for a foundation of Water Treatment Container.
The container is made of a custom freight container sized 20" which is utilized as an operating
room for Water Treatment process.
is designed to be sit 1m below ground level.
The container is supported by shallow foundations. Since it is such a rigid structure, then load
distribution to foundations are simply equally distributed to all foundations.
1.3. Reference Documents
1. SG-E-00-C-0-GS-001 Design Specification for Civil, Structural, Sewer, Drainage, Road
and Pavement Work
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
and Pavement Work
2. - SG-E-00-C0-SD-023 ~ 025 Standard Drawing for Concrete Reinforcement (1 to 3)
3. Vendor Data (see attachment A)
4. Plot Plan (see attachment C)
5. ENG-2777-SOI-03-PRT-2012 Soil Investigation Report by PT. Soilens
1.4. Materials
Classification and engineering properties of major material to be used for this foundation are listed below :
1. Reinforcing Steel Bar :
Yield strength of Deformed bar, fy 4000 kg/cm2
Yield strength of Plain bar, fy 2800 kg/cm2
2. Concrete :
Concrete Grade for Structure, fc' 300 kg/cm2
Unit weight of concrete, γc 2400 kg/m3
3. Soil:
Unit weight of soil, γsoil 1600 kg/m3
Borehole reference (refer to Attachment B) BH-1
2. DIMENSION OF CONTAINER & FOUNDATION
2.1 Dimension of Container
Page 4 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
Length, LT = 6050 mm
Width, WT = 2440 mm
Height, HT = 2590 mm
2.2 Foundation Layout
Lx = 5.8 m
Lz = 2.2 m
Perimeter, P = 16 m
PLAN
z
xy
5800
2200
5800
6050 (CONTAINER LENGTH)
SECTION
2200
2440
(CONTAINER WIDTH)
TOC +0.150150GL +0.000
(CONTAINER WIDTH)
SECTION
Page 5 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
2.3 Foundation Dimension
BF = 1200 mm hP = 300 mm
LF = 1000 mm hS = 300 mm
BP = 250 mm hF = 300 mm
3. LOADING
3.1 Dead Load
BF
hP = 300 mm
TOC +0.800
GROUND LEVEL +0.500
TOC +0.200
TOC -0.100
SOIL CUT
hS = 300 mm
hF = 300 mm
BP
LF
BF
Empty weight of container, WE = 2400 kg
Weight of equipments:
Empty condition WM = 500 kg
Operating condition WOP = 1500 kg
Weight of foundation, WF = γc*[(BF*P*hF)+(BP*P*(hP+hS))]
= 19584 kg
Weight of soil above foundation, WS = γsoil*[((BF*P)-(BP*P))*hS]
= 7296 kg
Dead load on empty condition (construction), DE = WE+WM+WF+WS
= 29780 kg
Dead loan on normal condition, D = WE+WOP+WF+WS
= 30780 kg
3.2 Live Load
Live Load in the container floor qLL = 200 kg/m2
(for operators & tools)
Total live load in container
L = q *L *W
WE, WM
WF
0.5WS 0.5WS
qLL
L = qLL*LT*WT
= 2952 kg
Page 6 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
3.3 Wind Load
Wind load is calculated as per Design Specification as follows
Exposure C
W = Q*G*C*A W = design wind load pressure
q = velocity pressure
= 0.613Kz*Kzt*Kd*V2*I (N/m
2)
Kz = velocity pressure exposure coefficient evaluated at height z
= 0.85 (for exposure C, z = 0-4.6 m, Table 6-3 ASCE7-05)
Kzt = topographic tactor
= 1.0
Kd = wind directionality factor
= 0.95 (for structure type: round chimneys, tanks, and similar structures, Table 6-4 ASCE7-05)
V = basic wind speed
= 40 km/h = 11.11 m/s
I = importance factor
= 1.00
G = gust effect factor
= 0.85= 0.85
Cp = pressure coefficient
= 0.70
Q = 43 N/m2
= 4.36 kg/m2
(wind pressure design)
Wind Load in X-Direction
Total wind force at X direction, Wx = Q*WT*HT
= 28 kg
Wind Load in Z-Direction
Total wind force at Z direction, Wz = Q*LT*HT
= 432 kg
Q
y
x
y
z
Q
Page 7 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
3.4 Seismic Load
Seismic load is calculated as per Design Specification,
Parameters:
Zone 2
Soil type Soft
Response Spectrum Factor, C = 0.5
Importance Factor I = 1.5
Seismic reduction factor, R = 1.6
Seismic force, V = (C*I/R)*Wt
= 0.47*Wt
Seismic Load in X Direction
Empty condition,Wt = WE+WM+L
= 5852 kgVEX = 2743 kg
Operating condition,Wt = WE+WOM+L
= 6852 kg
y
x
V
= 6852 kgVOX = 3212 kg
Seismic Load in X Direction
Empty condition,Wt = WE+WM+L
= 5852 kgVEZ = 2743 kg
Operating condition,Wt = WE+WOM+L
= 6852 kgVOZ = 3212 kg
3.5 Load Combination
For design of soil bearing pressue (Working Stress Method)
y
zV
Page 8 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
For design of concrete structure (Ultimate Strength Design Method) shall refer to ACI 318
D = Dead Load
L = Live LoadT 0 = Temperatur/Thermal*
R 0 = Reaction of Piping + Pipe Hanger, Cable Tray, and Vibration*
C = Crane Load*P 0 = Equipment*
M 0 = Lane Load, Soil Pressure, Ground Water, or Impact*
E = Seismic Load = ±VX±0.3VZ and ±VZ±0.3VXE = Seismic Load = ±VX±0.3VZ and ±VZ±0.3VXW = Wind Load
H = Hydrostatic Load*
note: * = not applied in this calculation
4. STRUCTURAL ANALYSIS
4.1 Support Reactions
PLAN
z
xy
5800
2200
Page 9 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
Perimeter, P = 16 m
4.1.1 Dead Load
Empty (Construction): qD(e) = DE/P
= 29780/16
= 1861.25 kg/m
= 18.3 kN/m
Normal condition qD(o) = D/P
= 30780/16
= 1923.75 kg/m
= 18.9 kN/m
4.1.2 Live Load
Normal condition qL = L/P
= 2952/16
= 184.5 kg/m
= 1.8 kN/m
4.1.3 Wind Load
X-Direction
qwx = [(Wx*0.5hT)/Lx]/Lz
= (28*0.5*2.59/5.8)/2.2
= 2.8 kg/m
= 0.03 kN/m
Wx
0.5hT
Lx = 5.8m
Page 10 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
Z-Direction
qwz = [(Wz*0.5hT)/Lz]/Lx
= (432*0.5*2.59/2.2)/5.8
= 43.8 kg/m
= 0.43 kN/m
4.1.4 Seismic Load
X-Direction
Wz
0.5hT
Lz = 2.2m
Vxym
Lx = 5.8m
ym = center of mass from Dead Load & Live Load where seismic load works
yD = center of mass from Dead Load only, = 0.5hT
= 1.295 myL = center of mass from Live Load only, = 0 m (on floor)
= 0 m
ym = (D*yD + L*yL)/(D+L)
= 1.182 mqvx = [(Vx*ym)/Lx]/Lz
= (3212*1.18/5.8)/2.2
= 297.5 kg/m
= 2.92 kN/m
Z-Direction
qvz = [(Vz*ym)/Lz]/Lx
= (3212*1.18/2.2)/5.8
= 297.5 kg/m
= 2.92 kN/m
Vzym
Lz = 2.2m
= 2.92 kN/m
Page 11 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
4.1.5 Unfactored Load Combination at Foundation no 1
Loading Condition Load Combination q (kN/m)
Empty/Construction 1 DE+L 20.1
2 DE+L+Wx 20.1
DE+L+Wz 20.5
Test 3 D+L 20.7
Normal 4 D+L 20.7
Severe 5 D+L+Vx+0.3Vz 24.5
D+L-Vx-0.3Vz 16.9
D+L+Vz+0.3Vx 24.5
D+L-Vz-0.3Vx 16.9
6 0.7D+Vx+0.3Vz 16.6
0.7D-Vx-0.3Vz 9.4
0.7D+Vz+0.3Vx 16.6 qmax = 24.5 kN/m
0.7D-Vz-0.3Vx 9.4 qmin = 9.4 kN/m
7 D+Wx 18.9
D+Wz 19.3
4.1.6 Factored Load Combination at Foundation no 1
Loading Condition Load Combination q (kN/m)Loading Condition Load Combination q (kN/m)
Construction 1 1.1DE+1.3L+1.3Wx 22.5
1.1DE+1.3L+1.3Wz 23.0
Test 2 1.1D+1.3L 23.1
Normal 3 1.4D+1.7L 29.5
Severe 4 1.1D+1.3L+1.4(Vx+0.3Vz) 28.4
1.1D+1.3L+1.4(-Vx-0.3Vz) 17.8
1.1D+1.3L+1.4(Vz+0.3Vx) 28.4
1.1D+1.3L+1.4(-Vz-0.3Vx) 17.8
5 0.9D+1.4(Vx+0.3Vz) 22.3
0.9D+1.4(-Vx-0.3Vz) 11.7
0.9D+1.4(Vz+0.3Vx) 22.3
0.9D+1.4(-Vz-0.3Vx) 11.7
6 1.1D+1.3L+1.3Wx 23.1 qmax = 29.5 kN/m
1.1D+1.3L+1.3Wz 23.7 qmin = 11.7 kN/m
7 0.9D+1.3Wx 17.0
0.9D+1.3Wz 17.5
4.2 Soil Bearing Capacity
Borehole reference: BH-1
Page 12 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
Allowable bearing capacity, qall = 50 kPa
= 5.10 ton/m2
Increasing factor, I = 1.33Soil bearing capacity, q'all = 66.50 kPa
5. FOUNDATION STABILITY
q'max = qmax/BF
= 20.4 kPa < qall [OK]
q'min = qmin/BF
= 7.8 kPa > 0 [OK]
5.2 Overturning Moment Resistance
Due to Wind LoadMO = Wz*0.5hT
= 559.2 kg.m= 559.2 kg.m
= 5.5 kNm
MR = (D+L)*(0.5LZ)
= 37106 kg.m
= 364.0 kNm
SF = 66 > 2.0 [ OK ]
Due to Seismic LoadMO = Vz*ym
= 3795.6 kg.m
= 37.2 kNm
MR = (D+L)*(0.5LZ)
= 37106 kg.m
= 364.0 kNm
ym = 1.182 m SF = 9.8 > 2.0 [ OK ]
5.3 Sliding Resistance
Friction coefficient between concrete and soil, µ = 0.3Maximum lateral load, H = max(Wx, Wz, Vx, Vz)
= 31.5 kN
Lateral resitance, R = D*µ= 90.6 kN
SF = 2.9 > 2.0 [OK]
Page 13 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
6. FOOTING REINFORECEMENT
6.1 Main Reinforcement (Perpendicular to Footing Direction)
From factored laod combination,
q'max = qmax/BF
q'max = 24.6 kN/m2
a = 0.5*(BF-BP)
= 0.475 m
Ultimate bending moment is conservatively calculated from qmax
and arm length 'a'
Mu = qmax*a*1mMu
a
= 11.68 kNm/m
Reinforcement Design
Footing thickness t = 300 mm
concrete cover, cov = 75 mm
d = t - cov = 225 mm
width, b = 1000 mm
Rn = Mult/(0.8*b*d2) Rn = 0.288
fc' = 30.6 MPa
fy = 407.7 MPa
ρ = 0.071%
ρmax = 2.420%
ρmin = 0.18%
"Exceed maximum" ,if ρ > ρmax
ρ ,if ρmax > ρ > ρmin
ρreq'd = ρmin ,if (4/3)ρ > ρmin > ρ(4/3)ρmin ,if 0.75ρmin > ρ > 0.5ρmin
0.5ρmin ,otherwise
ρreq'd = 0.090%
ASreq'd = 202.5 mm2
qmax
Mu
⋅−−
⋅=ρ
c
n
y
c
f85.0
R211
f
`f85.0
+
⋅⋅=ρ
yy
cmax
f600
600
f
85.0f85.075.0
Page 14 of 15
REV
0
DATE BY CHKD APVD
5/8/2012 SF AW / MH HYT / AI
JOB NO: 12 - 2402
DOC NO:
SG-E-03-C3-CS-016
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
Reinforcement,
diameter = 13 mm
spacing = 200 mm
As = 664 mm2
[ OK ]
6.2 Longitudinal Reinforcement (Parallel to Footing Direction)
Use minimum/shrinkage ratio for reinforcement parallel to footing direction
ρmin = 0.18%
Asreq'd = 405 mm2
Reinforcement,
diameter = 13 mm
spacing = 200 mm
As = 664 mm2
[ OK ]
6.3 Reinforcement Summary
300
300
300
Page 15 of 15