CAR SHELTER

LOG DATEIN COMMNO.

A APPROVEDB APPROVEDASNOTEC NOTAPPROVEDI INFORMATION

LOGOUT

1 24/02/2011 IRN EDT HRD0 15/11/2011 IRN/EDT HRD AMI

REV DATE PREPARED CHECKED APPROVED

PT PLN (PERSERO) PUSAT ENJINIRING KETENAGALISTRIKAN

IFA ISSUEDFORAPPROVAL SGN

BY:

STATUS ISSUEDESCRIPTION REVIEWED

DATE:DATECOMMNO.

APPROVAL DOES NOT RELIEVE CONTRACTOR FROM RESPONSIBLEFORERRORORDEVIATIONSFROMCONTRACTREQUIREMENTS

I&C

RECORDWORKINGDOCUMENT

PLTUBUNTOK2x7MWCONTRACTORDOCUMENTREVIEW

REVIEW

CIVILMECHELECT

SUPPORT

IFA REVISEDASPLN'SCOMMENT SGN

DISTR

IBUTION

CONTRACTOR

DATE TITLE:

24/02/2011

24/02/2011

24/02/2011DOCUMENTNO:

24/02/2011

24/02/2011

REVEIWEDREV.

CHECKED T3125CA/C/T100901 1PREPARED

EPCAPPD CAR PARKING SHED CALCULATION DETAIL DESIGNAPPROVED

SUBCONTRACTORDOCUMENTNO:

SIGNATURE STAGE:

SUBCONTRACTOR/DESIGNINSTITUTE:

PLN NO.

CONTRACTOR:

4 0 0 S 0 2 U Y 0 0 6 1701 0 1 1

TABLE OF CONTENTS

1 GENERAL DESCRIPTION1.1 Scope1.2 Codes, Standards & Refferences1.3 Quality of Material1.4 Unit Weight of Material

2 LOADING DESIGN2.1 Load Type2.2 Load Calculation

2.2.1 Dead Load2.2.2 Live Load2.2.4 Wind Load2.2.5 Seismic Load

2.3 Load Combination

T3125

PLTU BUNTOK 2x7 MW KALIMANTAN TENGAH

CAR PARKING SHED CALCULATION

CONTRACT NO. 24. PJ/121/PIKITRINGKAL/2010

JOB NO. Revisi :11 of 21

PAGE

DOCUMENT NO. T3125 - CA/C/T1009-01

Issued Date: 24 Feb 2012

1

3 STRUCTURAL ANALYSIS AND DESIGN3.1 Structural Data3.2 Result Analysis

3.2.1 Stress Check3.2.2 Deflection Check

3.3 Purlin Design3.4 Foundation Design F13.5 Settlement

4 ATTACHMENT

1

PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1

I General

1.1 ScopeThis document presents design calculation of Car Parking Shed Building for PLTU Buntok2x7 MW. The building consist of Steel structure frame support by shallow foundation.Analysis for gable frame structure will be perform and calculate by STAADThe dimension of structure :- width x length = 9 m x 37 m- height = m- Refference from architechture detail drawing No. T3125-T1005-A-01

6.00

2 of 21


2 Codes, Standards & Refferences1. Peraturan Konstuksi Baja Indonesia 1987 (PPBBI),

"The Indonesian Code for Steel Construction"2. Peraturan Beton Indonesia 2002," The Indonesia Code for Concrete Structures".3. AISC ASD "Manual of Steel Construction"4. ACI 318 -2005" Building Code Requirements for Structural Concrete & Commentary"

3 Quality of Material

No Material1 Structural Steel ASTM A36

ultimate tensile strengthyield strengthallowable bending strength (0.66 fy)allowable tensile strength (0.6 fy)

fu fy fb ft f

Description Value Unit

4000 Kg/cm2

2400 Kg/cm2

1584 Kg/cm2

1440 Kg/cm22allowable shear strength (0.4 fy)

elastic modulus2 Anchor Bolt ASTM 36

ultimate tensile strength = 58000 psiyield strength = 36000 psiallowable tensile strength (0.6 fy)allowable shear strength (9900 psi)

3allowable tensile strength (44 ksi)allowable shear strength (21 ksi)

7 Welding AWS D1.1, E70XX ultimate welding strengthallowable shear stress (0.3 fuw)

8 Reinforced Concrete C-25 ( fc' = 250 kg/cm2 )cylinder compressive strength at 28 days

9 Deformed reinforcingsteel bar (fy)

10 Plain reinforcingsteel bar (fy)

fv E 2 x 106 Kg/cm2

960 Kg/cm2

Kg/cm2

fya 2400 Kg/cm2

Kg/cm2

fva 700 Kg/cm2

Kg/cm2

Kg/cm2

Kg/cm2

Bolt ASTM 325ftb 3080

Kg/cm24250

250 Kg/cm2

yield strength 4000 Kg/cm2

Kg/cm2yield strength 2400

1470fvb

1440fvwfuw

fta 1440

fta 4000

1

3 of 21


4 Unit Weight of Material

No1 Steel Structure2

Material Value Unit7850 kg/m3

Reinforced Concrete 2400 kg/m3

1

4 of 21


II LOADING DESIGNThe following loads and forces are considered in the design of steel structurefor flue duct :

1 Load Type2.1.1 Dead Load (DL)

a. Selfweight of steel structureb. roof load (metal roofing) = kg/m2

c. purlin CNP150x50x20x3.2 = kg/m2.1.2 Live Load (LL)

a. Live Load at Roof = kg/m2

2.1.3 Wind Load (W)a. wind load = m/det = kg/m2

2.1.4 Seismic Load ( E )The structure is to be designed to resist Seismic Force induced as lateral static equivalent forces acting at a point close to the building center of rigidity at the roof of building

2 Load Calculation2.2.1 Dead Load ( DL )

a. All selfweight of structural steel shall be calculated with STAAD. Pro 2007

10

70

6.76

100

33.33

11

5 of 21


b. roof load

Roof LoadMember Load = kg/m2

Space between purlin = m = deg

= 1.14 x ( 10 / cos7 ) = kg/m'

Purlin selfweight ( 150x50x20x3.2 ) = kg/m'Total = kg/m'

Load at inner side rafter = x 6 = kgLoad at outer side rafter = x 3 = kg

6.7618.34518.345 110.0718.345 55.0

101.14

roof 7

11.585

1

110.1 kg

110.1 kg

110.1 kg

110.1 kg

55 kg

55 kg

2.2.2 Live Load ( LL )

Live load at Roof = kg/m2 . (Book II 4.5.7.9.3)As member load = kg/m2

Load at inner side rafter = x 6 =Load at outer side rafter = x 3 =

100100100 600 kg/m'

300.0 kg/m'100

1

600kg/m

600kg/m

600kg/m

600kg/m

300kg/m

300kg/m

6 of 21


2.2.4 Seismic Load ( E )Seismic Load is calculated based on SNI 03-1726-2002 with Static Equivalent Method

Table 1. Occupancy Categories

Table 2. Structural System

7 of 21


Table 3. Seismic Zone

Table 4 : Seismic Response Coefficients

T = 0 119 x (3 4)0.75T = 0.119 x (3.4)=

C =0.300.10

8 of 21


- seismic load at main buildingC I

RV = the total design lateral force or shear at the base ( ton )C = Seismic coefficient = (table.4)I = Important Factor = (table.1)R = Ductiliy Factor = (table.2)

Wt = Weight of Steel Structure = kg

V = Wt

0.101.504.50

13070

V = kg

Wi Zi Fi= Wi Zi * VWeight (WiZi)

44569

Fi = Wi Zi Wi Zi

Floor

Roof

Height Elev.

4456913070

(tm)Wi Zi

436 kg

436

(Wi.zi)

V

3.41 3.41 1.00

3.41

(m) Zi (m) Wi (ton)

S

13070

9 of 21


Static Equivalent (E/Q) Distribution Force in end of column

100 % H =

kg kg kgkg kg kgkg kg kgkg kg kgkg kg kgkg kg kgkg kg kgkg kg kgkg kg kgkg kg kgkg kg kgkg kg kgkg kg kg

Fi x P P

7.2912.9713.0013.0012.977.29

22.8424.3143.24

30 %Load6.8512.65

29

42.16

43.3543.3543.2424.31

42.1612.5712.5812.656.85

41.9541.91

22.84

Seismic

1,223.64

191,230.78666.88

100 % H

26252423

1,262.39709.71666.88

27

1,230.781,224.66

1,265.45

NodalNo of

22

Axial ( P )

2120

28

30Total 435.67 130.70

1,265.45

12718.7181

1,262.39709.71

Qx

1

41.95kg

42.16kg

22.84kg

24 31 kg

43.24kg

43.35kg

43.35kg

43.24kg

24.31kg

Qz

22.84kg

42.16kg41.91kg

41.95kg24.31kg

22.84kg

42.16kg

42.16kg

41.91kg

41.95kg

22.84kg

24.31kg

43.24kg

43.24kg24.31kg

43.35kg

43.35kg

10 of 21


3 Load CombinationThe strength design of following method for steel member in accordance with AISC ASD

DL LL Qx QzQx QzQx QzQx QzQx QzQx QzQx QzQx Qz

DL LL Qx QzQx QzQx QzQx QzQx QzQx QzQx QzQx Qz

1516

789

101112

456

1314

23

1.331 1

No

1

1-0.3

1

0.3

1

-0.3

-1-1

1

1-10.3

0.3-0.3

-0.3

10.3-0.3 1

-1-0.3

-10.3

1.33

0.3-1 -0.3

1-1

Dead load Live Load

-0.30.3

11-1

0.3

Design Strength

Quake ZQuake X

11 of 21


STRUCTURAL ANALYSIS AND DESIGNStructural Data

Culumn SteelRafter 1 SteelTappered SteelRafter 2 SteelBeam Steel

Result Analysis3.2.1 Stress Check

This ratio taken from the biggest result using max load combinationAll member have ratio below 1.0For detail ratio see table attachment

III

MaterialNo.1

4

2

DimensionWF 200x100x5.5

Member

3WF 150x75x5

3.2

3.1

WF 150x75x5

WF 200x100x5.52 WF 200x100x5.5 +1/2 WF 200x100x5.5

3.2.2 Deflection CheckColumn

Max Displacement = mm < allowable deflection ( L / 200 )< 3400 mm / 200 = mm

4.94417.0

12 of 21


3.3 Purlin design

- Metal roof ( including insulation, elect., etc. )weight of metal roof = kg/m2

bay length = mMaintenance load, P = kg (concentrated in the middle of span)

- Purlin will be used CNP150x50x20x3.2shelfweight = kg/m'distance c/c of purlin = m

- Loading a). Y - Dir

Dead Load - Purlin shelfweight = kg/m' - Metal roofing + insulation + elct. = 10 x 1.2 = kg/m'

100

6.00

6.7612.00

106

6.761.2

q

qxx

y

qy

qy

L

Py

Metal roofing + insulation + elct. 10 x 1.2 kg/mTotal uniform load, q 1 = kg/m'

Py = concentrated load in y direction = kgqy = uniform load in y direction

Span, Ly = m = 0

qy1 = q cos = 18.76 x cos 12 = kg/m'

Live Load Py = P cos = 100 x cos 12

= kg

100.00

6.012

18.35

97.81

12.0018.76

q

qxx

y

qy

qy

L

Py

13 of 21


b). X - Dir 2.00 2.00 2.00

1.21.21.2

2.00

Px = uniform load in x directionqx = uniform load in x direction

Span, Lx = m

qx1 = q sin = 18.76 x sin 12 = kg/m'

Px = P sin = 100 x sin 12 = kg

- Stress Check

= ( Mx / Wx ) + ( My / Wy ) OK!1600763.84

22922930

28028

12.351235

8.19

14 of 21


- Deflection Check

It should be checked that the deflection of purlin will not exceed L/240, where L = purlin's span

= L/240 = 600 / 240 = cm

E = kg/cm2

Ix = cm4

Iy = cm4

Deflection due to uniform load ,

- Deflection in x - dir

y = 5/384 ( qy Ly4 / (E.Ix) )= { 5/384 x ( 0.18 x 600^4 / ( 2100000 x 280) ) }= cm

- Deflection in y - dir

x = 1/48 ( Px Lx3 / (E.Iy) )= { 1/48 x ( 0.21 x 200^3 / ( 2100000 x 28) ) }= cm

- Total deflection

2.50

2E+0628028

0.53

0.001

= x2 + y2

= 5 x qL4384 EI

= cm < d = cm ---> OK!0.53 2.50

y

15 of 21


FOUNDATION CALCULATION (F1)3.4

7

8

9

10

11

12

1

2

3

4

5

6

Input dataFy = kN = kgFz = kN = kgFx = kN = kg

3.062.17

2773.6312.03221.27

27.23.4.1

l

L

b

B

h1

F.G.L

h2

hf

Fx

Fy

FzX

Z

d

7

8

9

10

11

12

1

2

3

4

5

6

HT

16 of 21


Check for Foundation h1 = Footing thickness = mh2 = Soil cover depth = mhf = h1 + h2 = mHT = h1 + h2 = m

l = Column width in x - direction = mb = Column width in y - direction = md' = concrete cover = m = reinforce diameter = mmd = efective width = h-d'-0.5 = mfc' = (kg/cm2) = (MPa)fy = (kg/cm2) = (MPa)s = Soil density = kg/m3c = Concrete density = kg/m3

Dimension of FoundationAssumed the dimension of slab L = m

B = mAf = m2

Sbase-x = = m3

Sbase-z = = m3Weight of Foundation Wf = (0.8x0.8x0.25) x 2400

= kg = ton

Weight of Soil Ws = {(0.8x0.8)-(0.3x0.2)} x 0.75 x 1500

1.48

0.25

0.1725.0250

4000

0.09

0.09

39215002400

3.4.2-

0.751.00

0.300.20

0.07513

0.800.800.64

1/6 L B2

1/6 B L2

0.38384

L

B

z

x

Y

Mx

Mz

= kg = ton

Overtunning Moment StabilityFy = kgFz = kg = = = kgmFx = kg = = = kgm

= Fy+Wf+Ws= 2773.584 + 384 + 652.5= kg= Ptot * ( L/2 )= kgm== 1524 / 462 = > 2 -----> OK!== 1524 / 327 = > 2 -----> OK!

SFx MR / Mz

461.8221.3*1.48Fx * HT

Fz * HT327.49

MR

SFx MR / Mx

Ptot

2773.63.4.3

0.65653

MzMx 312*1.48

3810

312.03221.27

3810.1 * ( 0.8 / 2 ) =

3.3

1524

4.7

17 of 21


Sliding StabilitySliding coefficient = 0.4

= Sliding coef * Ptot = 0.4 * 3810.1= kg

= = 1524.03 / 312= > 2 -----> OK!

= = 1524.03 / 221.3= > 2 -----> OK!

Soil Pressure CheckRefer to Soil Report : DH-15Existing elevation = msl } Cu = mPlan Elevation = msl

N-Value from SPT test N =depth of footing D = mwidth of footing B = m

Meyerhof (1965)( Teknik Pondasi Book by Hary Cristiady H page 188 )Meyerhof Bearing Capacity Theory Based on Standard Penetration Test Valuesfor B OK!choose maximum qqu = kg/m2

= m= m

ex = Mz / Ftotal =327.49 / 3810 = m < L / 5 -----> OK!ez = Mx / Ftotal =461.8/ 3810 = m < B / 5 -----> OK!

B / 5L / 5

1520315203

7527

4379

-3296

0.0860.086

34800348

0.16

15203

0.16

1

18 of 21


Check Punching Shear (Two Way Action Shear)Vu = (Af - ((l+d)*(b+d)) ) x qu

= (0.64 - (0.47 * 0.37) x 15202.73= kg

Vc = 0.85 / 3 fc' x bo x dbo = (2*(l+d))+(2*(b+d)) = 1.7 m = mm

= 0.85 / 3 x (25^ 0.5) x (1674) x 168.5 = N= kg

Vu < Vc --> No Shear Reinforcement Required

Check Shear Beam (One Way Action Shear)x = 0.5L-0.5 l-d

= 0.1 mVu = qu.B.x

= 15202.73*0.8*0.082= kg

Vc = 0.85 / 6 fc' x bw x d= 0.85 / 6 x (25^ 0.5) x 800 x 168.5 = N= kg

Vu < Vc No Shear Reinforcement Required

95483

1674

3.4.6

3.4.7

3 4 8

7105.11

399597.7540,747.62

9,736.59

991.22

L

B

l + d

d/2

L

B

b+d

db

l

x

Flexural ReinforcementLx = 0.5L = 0.3 m

Mu = 0.5 x ( qu xB ) x Lx2

= 380 kgm= Nmm

m = fy / ( 0.85 x fc' )= 392 / ( 0.85 x 25 )=

Ru = Mu / (0.9 x B x d2 )

= 3727196.77 / ( 0.9 x 800 x 168.5^2 )=

= 1 / m x {1 - ( 1 - 2 x m x Ru / fy ) }= 1 / 18.45 x { 1 - ( 1 - ( 2 x 18.45 x 0.18 / 392 ) ) ^ 0.5 }=

min = 1.4 / fy= 1.4 / 392 =

As req = x B x d= 0.0036 x 800 x 168.5 = mm2

Use D 13 -----> Reinforcement = 4 D 13Spacing required = mm

Use D13 - 200233

3,727,197

0.18

0.0005

3.4.8

18.4

0.0036

481.4

L

B

(Lx)

19 of 21


Pedestal ReinforcementP tot = kg

P tot = 0.8 * ( 0.85 *fc'*(Ag-As) + As*fy)lw

{P tot /(0.65*0.8)}-0.85fc'Ag

l = m As = cm2

b = m

Ag = m2 = cm2 = mm2

As min = 1 % * Ag= cm2

As req = Max ( AS min, AS1 )As req = cm2 Use D 13

=

StirupsH lateral = Vu =Fx Vu = kg

= tonNu = Fy Nu = kg

600

As =

0.002773.6

60000

bw-32.95

2773.6

8 D13

3.4.10

60000

0.300.20

0.06

6

6.00

2773.584

fy - 0.85fc'

0.0

Use 8 -S = 200 mm

Vc = (1+(Nu/14Ag)) 1/6 fc'1/2 bw d Nu , Ag in (N/mm2)

= ton

At = 2.1/4. 2 = mm2Avmin1 = 0.064*f'c^0.5*bw*s/fy = mm2Avmin2 = 0.33*bw*s/fy = mm2

Av = max (At, Av min1, Av min2) = mm2

Vs =

Vs = N = ton

Vn = Vc + Vs= ton

> , = 0.8ton > ton OK 0.00

Vn8.60

Vu/

200

sAv. Fy.d

47289.77 4.73

8.60

3.87

100.53148.9850.51

100.53

20 of 21


3.5 CHECK SETTLEMENT

Settlement Calculation for sand soil with Meyerhoff ( 1965 ) and base on DH-14 KSE Report for B < = 1.2 use

Si = 4q / N

Si = Settlement ( inc= 1 inch = 2.54 cmB = width of foundation ( = 1 ft = 30.48 cmN = value of SPT ( Standar Penetratio= 29 ( soill report attach )q = P / A = k/ft2 = 1 k/ft2 = 48.07 kN/m2P = Axial load Maxi= kg = kNA = Area of Footing Foun = B x L

B = mL = mA = m2q = kN /m2

= k/ft2Si = = inch < 1 inch OK

( Book II 4.5.2.8 )4. q / N 0.107

1.001.001.00

37.340.78

3810.08 37.34

B

L

PuD

1

check with Meyerhoff ( 1974 ) formula for silty sand

Si =

q = P/A =P = kg = tonA = m2 = 10.8 ft2q = ton / ft2B = 1.00 m = inch

Si = x

= < 1 inch OK ( Book II 4.5.2.8 )

0.35439.37

0.354 6.27

0.077( inch)

q B 0.5

N

3810.08 3.810

29.00

1.00

B

L

PuD

1

21 of 21


ATTACHMENT

11


103.3

PlanElevation

103.3

PlanElevation


Input STAAD Pro

Documents

CAR SHELTER