Water Treatment Container Calculation Report

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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

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REVISION HISTORICAL SHEET

Rev No. Date Description

CALCULATION SHEET FOR WATER

TREATMENT CONTAINER

FOUNDATION

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TREATMENT CONTAINER

FOUNDATION

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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

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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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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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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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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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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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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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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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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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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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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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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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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

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