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DATE TITLE:
24/02/2011
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24/02/2011
24/02/2011
REVEIWEDREV.
CHECKED T3125CA/C/T100901 1PREPARED
EPCAPPD CAR PARKING SHED CALCULATION DETAIL DESIGNAPPROVED
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4 0 0 S 0 2 U Y 0 0 6 1701 0 1 1
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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
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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
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
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
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4 Unit Weight of Material
No1 Steel Structure2
Material Value Unit7850 kg/m3
Reinforced Concrete 2400 kg/m3
1
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
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
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
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
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
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
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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
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
- 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
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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
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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
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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
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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
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
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
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
- 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
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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
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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
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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
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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)
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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
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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
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ATTACHMENT
11
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
103.3
PlanElevation
103.3
PlanElevation
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
Input STAAD Pro
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1
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PLTU BUNTOK 2X7MW NO T3125 - CA/C/T1009-01-RV.1