Water Treatment Container.rev.1.Mainreport

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:

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SG-E-03-C3-CS-016

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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

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TREATMENT CONTAINER

FOUNDATION

JOB NO: 12 - 2402

DOC NO:

SG-E-03-C3-CS-016

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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 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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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

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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]

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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

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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

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