water treatment container calculation report
DESCRIPTION
Calculation Report of Water Treatment Container Foundation. Project PP, Rekayasa EngineeringTRANSCRIPT
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CALCULATION SHEET OF
FOUNDATION OF WATER TREATMENT CONTAINER
PT. PLN (PERSERO)PEMBANGKIT SUMBAGSEL
NKW
Approved
CONTRACTOR
Doc No.
DR1412-00-C-CS-0001-18
0 Issued for Approval 7/12/2012 WD NYI
Rev Description Date Prepared Checked
FOR APPROVAL
PROYEK PLTMG DURI
100 MW DURI
CONTRACT NO: 055.PJ/610/GM-KITSBS/2012
PLN DOC NO : -
PURPOSE:
001/KONTRAK/PLTMGJAMBI/PP-IFE/2012
Konsorsium PP
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REVISION HISTORICAL SHEET
Rev No. Date Description
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
JOB NO: -
DOC NO:
DR1412-00-C-CS-0001-18
Konsorsium PP
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CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
JOB NO: -
DOC NO:
DR1412-00-C-CS-0001-18
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 4
2.1. Dimension of Container ……………………………………………………………… 4
2.2. Foundation Layout …………………………………………………………………… 5
2.3. Foundation Dimension ………………………………………………………………… 6
3. LOADINGS ………………………………………………………………………………… 6
3.1. Dead Load…………………………………………………………………………. 6
3.2. Live Load ……………………………………………………………………………. 6
3.3. Wind Load ……………………………………………………………………………. 7
3.4. Seismic Load …………………………………………………………………………… 8
3.5. Loading Combination ………………………………………………………………… 9
TABLE OF CONTENTS
. .…………………………………………………….…………
4.1. Support Reactions ……………………………………………………………………… 10
4.2. Soil Bearing Capacity ………………………………………………………………… 13
5. FOUNDATION STABILITY .…………………………………...………………………… 13
5.1. Soil Bearing Pressure ………………………………………………………………… 135.2. Overturning Moment Resistance …………………………………………………… 13
5.3. Sliding Resistance ……………………………………………………………………… 13
6. FOUNDATION REINFORCEMENT .…………………………………...……………… 14
6.1. Main Reinforcement (Perpendicular to Footing Direction) ………………………… 14
6.2. Longitudinal Reinforcement (Parallel to Footing Direction) ……………………… 15
6.3. Reinforcement Summary ……………………………………………………………… 15
ATTACHMENT A. EQUIPMENT DATA
ATTACHMENT B. SOIL INVESTIGATION REPORT
ATTACHMENT C. SEISMIC DESIGN PARAMETERS
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1. GENERAL
1.1. Outline of Structure
Project name : PLTMG Duri
Client : PT. PLN (Persero)
Location : Duri, 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. DR1412-00-C-SPC-0001-00 Design Specification for Civil & Structural
JOB NO: -
DOC NO:
DR1412-00-C-CS-0001-18
Konsorsium PP
CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
. - - - - - ~ an ar raw ng
3. Vendor Data (see attachment A)
4. Plot Plan (see attachment C)
5. ENG-2800-SOI-RPT-06-2012 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 2400 kg/cm2
2. Concrete :
Concrete Grade for Structure, fc' 300 kg/cm
Unit weight of concrete, γc 2400 kg/m
3. Soil:
Unit weight of soil, γsoil 1600 kg/m
Borehole reference (refer to Attachment B) BH-2
2. DIMENSION OF CONTAINER & FOUNDATION
2.1 Dimension of Container
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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
TOC +0.150150GL +0.000
(CONTAINER WIDTH)
SECTION
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CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
2.3 Foundation Dimension
BF = 1000 mm hP = 300 mmLF = 1000 mm hS = 300 mm
BP = 300 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
SOILCUT
hS = 300 mm
hF = 300 mm
BP
LF
BF
Empty weight of container, WE = 2400 kg
Weight of equipments:Operating condition WOP = 5000 kg (including container weight)
Weight of foundation, WF = γc*[(BF*P*hF)+(BP*P*(hP+hS))]
= 18432 kg
Weight of soil above foundation, WS = γsoil*[((BF*P)-(BP*P))*hS]
= 5376 kg
Dead load on empty condition (construction), DE = WE+WF+WS
= 26208 kgDead loan on normal condition, = WOP+WF+WS
= 28808 kg
3.2 Live LoadLive Load in the container floor qLL = 200 kg/m2
(for operators & tools)
Total live load in container
= * *
WE, WM
WF
0.5WS 0.5WS
qLL
= 2952 kg
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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 )
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
= 1.0Kd = 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
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
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CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
3.4 Seismic Load
Seismic load is calculated as per SNI 1726-10 / ASCE 7
Parameters:Occupancy category, IV (see attachment C)
Importance Factor, 1.5
Site class, SE (see attachment C)
Ground acceleration parameters, at short period SS = 0.4 (see attachment C)
at 1 sec period S1 = 0.25 (see attachment C)
Site coefficient, Fa = 2.02 (see attachment C)
Fv = 3 (see attachment C)
Design spectral acceleration parameters. SDS = (2/3)*Fa*SS SDS = 0.54
SD1 = (2/3)*Fv*S1 SD1 = 0.50
Seismic reduction factor, R = 2
Seismic load factor, Cs = SDS/(R/I) Cs = 0.404
Seismic load, V = Cs*Wt V = 0.404*Wt
Seismic Load in X Direction
Empty condition,y Wt = E+
= 5352 kg
EX = 2162 kg
Operating condition,
Wt = WOP+L= 7952 kg
OX = 3213 kg
Seismic Load in X Direction
Empty condition,Wt = E+
= 5352 kgVEZ = 2162 kg
Operating condition,Wt = OM+
= 7952 kgVOZ = 3213 kg
x
y
z
V
V
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TREATMENT CONTAINER
FOUNDATION
3.5 Load Combination
For design of soil bearing pressue (Working Stress Method)
For design of concrete structure (Ultimate Strength Design Method) shall refer to ACI 318
D = Dead Load
L = Live Load
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±0.3VX
W = Wind Load
H = Hydrostatic Load*
note: * = not applied in this calculation
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CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
4. STRUCTURAL ANALYSIS
4.1 Support Reactions
PLAN
z
xy
5800
2200
Perimeter, P = 16 m
4.1.1 Dead Load
Empty (Construction): qD(e) = DE/P
= 26208/16
= 1638 kg/m
= 16.1 kN/m
Normal condition qD(o) = D/P
= 28808/16
= 1800.5 kg/m
= 17.7 kN/m
4.1.2 Live LoadNormal condition qL = L/P
= 2952/16
= 184.5 kg/m
= 1.8 kN/m
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TREATMENT CONTAINER
FOUNDATION
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
Z-Direction
Wx0.5hT
Lx = 5.8m
Wz
0.5hT
Lz = 2.2m
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
ym = center of mass from Dead Load & Live Load where seismic load works
yD = center o mass rom ea oa on y, = . T
= 1.295 myL = center of mass from Live Load only, = 0 m (on floor)
= 0 m
ym = yD + yL +
= 1.175 mqvx = [(Vx*ym)/Lx]/Lz
= (3213*1.17/5.8)/2.2= 295.8 kg/m
Vxym
Lx = 5.8m
= 2.90 kN/m
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TREATMENT CONTAINER
FOUNDATION
Z-Direction
qvz = [(Vz*ym)/Lz]/Lx
= (3213*1.17/2.2)/5.8
= 295.8 kg/m
= 2.90 kN/m
4.1.5 Unfactored Load Combination at Foundation no 1
Loading Condition Load Combination q (kN/m)
Empty/Construction 1 DE+L 17.9
2 DE+L+Wx 17.9
DE+L+Wz 18.3
Test 3 D+L 19.5
Vz
ym
Lz = 2.2m
Normal 4 D+L 19.5
Severe 5 D+L+Vx+0.3Vz 23.2
D+L-Vx-0.3Vz 15.7
D+L+Vz+0.3Vx 23.2
D+L-Vz-0.3Vx 15.7
6 0.7D+Vx+0.3Vz 15.00.7D-Vx-0.3Vz 8.6
0.7D+Vz+0.3Vx 15.0 qmax = 23.2 kN/m
0.7D-Vz-0.3Vx 8.6 qmin = 8.6 kN/m
7 D+Wx 17.7
D+Wz 18.1
4.1.6 Factored Load Combination at Foundation no 1
Loading Condition Load Combination q (kN/m)
Construction 1 1.1DE+1.3L+1.3Wx 20.1
1.1DE+1.3L+1.3Wz 20.6Test 2 1.1D+1.3L 21.8
Normal 3 1.4D+1.7L 27.8
Severe 4 1.1D+1.3L+1.4(Vx+0.3Vz) 27.1
1.1D+1.3L+1.4(-Vx-0.3Vz) 16.5
1.1D+1.3L+1.4(Vz+0.3Vx) 27.1
1.1D+1.3L+1.4(-Vz-0.3Vx) 16.5
5 0.9D+1.4(Vx+0.3Vz) 21.2
0.9D+1.4(-Vx-0.3Vz) 10.6
0.9D+1.4(Vz+0.3Vx) 21.2
0.9D+1.4(-Vz-0.3Vx) 10.6
6 1.1D+1.3L+1.3Wx 21.8 qmax = 27.8 kN/m
1.1D+1.3L+1.3Wz 22.3 qmin = 10.6 kN/m7 0.9D+1.3Wx 15.9
. + . z .
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TREATMENT CONTAINER
FOUNDATION
4.2 Soil Bearing Capacity
Borehole reference: BH-2
Allowable bearing capacity, qall = 50 kPa
= 5.10 ton/m2
Increasing factor, I = 1.33Soil bearing capacity, q all = 66.50 kPa
5. FOUNDATION STABILITY5.1 Soil Bearing Capacity
q'max = qmax/BF
= 23.2 kPa < qall [OK]
q'min = qmin/BF
= 8.6 kPa > 0 [OK]
5.2 Overturning Moment Resistance
Due to Wind Load
O = z . T
= 559.2 kg.m
= 5.5 kNm
MR = (D+L)*(0.5LZ)
= 34936 kg.m
= 342.7 kNm
SF = 62 > 2.0 [ OK ]
Due to Seismic Load
O = z ym
= 3773.8 kg.m
= 37.0 kNm
MR = (D+L)*(0.5LZ)
= 34936 kg.m
= 342.7 kNm
ym = 1.175 m SF = 9.3 > 2.0 [ OK ]
5.3 Sliding ResistanceFriction coefficient between concrete and soil, µ = 0.3Maximum lateral load, H = max x, z, x, z
= 31.5 kN
Lateral resitance, R = (D+L)*µ
= 93.5 kN
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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 = 27.8 kN/m
a = . F- P
= 0.35 m
Ultimate bending moment is conservatively calculated from qmax
and arm length 'a'
Mu = qmax*a*1m
a
= 9.73 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 = 0.240
c = 30.6 MPa
y = 407.7 MPa
ρ = 0.059%
ρmax = 2.420%
ρmin = 0.18%
"Exceed maximum" , ρ > ρmax
ρ , ρmax > ρ > ρmin
ρreq'd = ρmin ,if (4/3)ρ > ρmin > ρ
ρmin ,if 0.75ρmin > ρ > 0.5ρmin
. ρmin ,otherwise
ρreq'd = 0.090% ASre 'd = 202.5 mm
qmax
u
⋅−−
⋅=ρ
c
n
y
c
f 85.0
R211
f
`f 85.0
+
⋅⋅=ρ
yy
cmax
f 600
600
f
85.0f 85.075.0
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CALCULATION SHEET FOR WATER
TREATMENT CONTAINER
FOUNDATION
Reinforcement,
diameter = 13 mm
spacing = 200 mm
s = 664 mm [ 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 mm
Reinforcement,
diameter = 13 mm
spacing = 200 mm
s = 664 mm [ OK ]
6.3 Reinforcement Summary
300
300
300