KSO :
CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
PROJECT
:
PLTU SUMBAWA BARAT 2X7 MW
CLIENT
:
PT PLN (Persero)
LOCATION
:
NTB, WEST SUMBAWA
DOCUMENT NO
:
ZII-ZP13-00-DC-C-WW
0
Oct 29, 2008 Issued for Approval
REV
DESCRIPTION
JOE
DATE
ARF
HY
KSO PT TWINK INDONESIA AND PT CIRCLE PREPARED
CHECKED
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DOC. NO :
CALCULATION SHEET FOR
ZII-ZP13-00-DC-C-WW DATE BY 31-Aug-12 Joe
BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
REVISION HISTORICAL SHEET Rev. No.
Date
Description
1
31-Aug-12
Issued for Approval
DISTRIBUTION ORDER TWINK INDONESIA Project Manager Engineering Manager Procurement Manager Construction Manager QA/QC Manager HSE Manager Adm & Finance Manager Project Control Manager Process Lead Engineer Civil Lead Engineer Mechanical Lead Engineer Piping Lead Engineer Electrical Lead Engineer Instrument Lead Engineer X Document Control
PERFECT CIRCLE ENGINEERING Project Manager Engineering Manager Project Control Manager Process Lead Engineer Civil Lead Engineer Mechanical Lead Engineer Piping Lead Engineer Electrical Lead Engineer Instrument Lead Engineer X Document Control
PT PLN (Persero) Project Manager Asst. Engineering Manager Asst. Construction & QA/QC Asst. Project Control Manager Asst. Start Up Manager Chief Logistic Chief HSE Process Lead Engineer X Civil Lead Engineer Mechanical Lead Engineer Piping Lead Engineer Electrical Lead Engineer Instrument Lead Engineer X Document Control
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CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
DATE 31-Aug-12
CONTENTS
1
GENERAL 1.1 OUTLINE OF STRUCTURE 1.2 APPLICABLE SPECIFICATIONS, CODES AND STANDARD 1.3 ALLOWABLE STRESS AND UNIT WEIGHT OF MATERIAL 1.4 UNIT OF MEASUREMENT 1.5 COMPUTER SOFTWARE
2
CALCULATION 2.1 SPACIFICATION AT BUILDING 2.2 DIMENSIONS
3
LOADING 3.1 DEAD LOAD 3.2 LIVE LOAD 3.3 WIND LOAD 3.4 SEISMIC LOAD 3.4.1 Determine Risk Categories 3.4.2 Determine Ss and S1 3.4.3 Determine the site class (soil type) 3.4.4 Determine the value Fa and Fv 3.4.5 Determine the value SDS and S1 3.4.6 Respon Spektra Desain 3.4.7 Determination of seismic design category (KDG) 3.4.8 Determination of the level of seismic risk 3.4.9 Building Seismic Parameters 3.4.10 Calculation of earthquake forces drawn from the program Staad Pro 3.4.11 Design Calculation Hoist Crane
4
JOINT CONNECTION 4.1 DC JOINT SHEAR PLATE 4.2 DC JOINT AND PLATE 4.3 DC FOR ANCHOR AND BASE PLATE
5
FOUNDATION CALCULATION 5.1 FOOT PLATE OR PILE ARRANGEMENT 5.2 CHECK OF FOOT PLATE OR PILE CAPACITY 5.3 PUNCHING SHEAR CHECK
ATTACHMENTS 1. OUTPUT REPORT CALCULATION BY STAAD PRO 2. OUTPUT REPORT CALCULATION BY AFES 3. SOIL DATA
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CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
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GENERAL Structural calculation shows the analysis and design for "Workshop and Warehouse". This structure is subjected to the gravity, wind, earthquake load. The structure framing system for resisting seismic forces is a Ordinary Steel concentrically Braced Frames (OSBF)
1.1 OUTLINE OF STRUCTURE Project Client Location Balance Of Plant Foundation Type
: : : : :
PLTU SUMBAWA BARAT 2X7 MW PT PLN (Persero) NTB, WEST SUMBAWA WORKSHOP & WAREHOUSE REINFORMENT CONCREATE
1.2 APPLICABLE SPECIFICATIONS, CODES AND STANDARD 1) Project Specification ZII-ZP13-00-DC-C-WW 2) Codes and Standards ASCE 7-2002 UBC 1997 RSNI-03-1726-2010 ACI 318-2002
: Design Specification for Civil and Structural : : : :
Minimum Design Loads for Buildings and Other Structures Uniform Building Code Rencana Standar Nasional Indonesia-03-1726-2010 Building Code Requirement for Structural Concrete
1.3 ALLOWABLE STRESS AND UNIT WEIGHT OF MATERIAL Specified compressive strength of concrete : Yield strength for deform rebar : Unit weight of reinforcement concrete : Unit weight of soil : Unit weight of water : Quality of Bolts Quality of Welding
fc' fy gc gs gw
= = = = = = =
250 2450 2400 2800 1000 A325 E70XX
kg/cm2 kg/cm2 kg/m3 kg/m3 kg/m3
1.4 UNIT OF MEASUREMENT Unit of measurement in design shall be in Metric system.
1.5 COMPUTER SOFTWARE Computer Software used :
Staad Pro Microsoft Excel AFES
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CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
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CALCULATION 2.1 SPACIFICATION AT BUILDING
This calculation is prepared to explain the detail design of structure for ZII-ZP13-00-C-WW - Workshop and Ware House. This structure is supported by a piled foundation. 2.2 DIMENSIONS
Length of the Main Building Width of the Main Building Building Height Using Roof Zincalumunium
: : :
48.00 15.00 6.00
Calculations Performed Included Loading using PPIUG 1983 Modeling in Staad Pro 2007 using AISC ASD code Determination of Material Profile Structure Analysis by Program Staad Pro 2007 Checks Fail Ratio on steel structures Foundation calculations using the AFES 3.0
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m' m' m'
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CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
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DATE 31-Aug-12
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LOADING 3.1 Dead Load distance Span Weight of purlin C 150x65X20X2.3 Weight Roof of Zincalumunium distance antar purlin Weight Per M 'Span
(L) (bp) (bz) (L')
: : : :
6.00 5.50 10.00 1.20
: ((L*bz*L')+(bp*L))/L'
m' Kg/m' kg/m2 m'
6 meter :
87.50 Kg/m'
bp
L
bz L'
3.2 Live Load Zincallumunium live load on the roof (rain water) Workers live load (Node load) span distance Rainfall evenly distributed load span of 6 m
: (H) ( La )
: : : :
20 100 6 120
Kg/m2 kg m' kg/m'
3.3 Wind Load ( WL ) Basic wind load on the seafront as far as 5 km from the beach taken a minimum of 40 kg/m2 or the approach taken by the formula 2
P=
V 16
We assume the wind speed V, m / s are:
33.33
then the wind pressure is:
69.44
Based on the structure used is the usual form of the saddle without a wall at an angle of the saddle is
15
0
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m/det / (120 km/Hr) kg/m2 70
kg/m2
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CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
DATE 31-Aug-12
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Closed roof of the building (Imposition Regulations PPIUG 1983) * * * *
X direction side edge Press 1 side Press 2 side Suction side 1 Suction side 2
= = = =
0.9 0.02 α - 0.6 -0.4 -0.4
x x x x
= = = =
3 3 3 3
: : : :
189 -63 -84 -84
kg/m' kg/m' kg/m' kg/m'
x x x x
= = = =
6 6 6 6
: : : :
378 -126 -168 -168
kg/m' kg/m' kg/m' kg/m'
Wind loads on the roof on the edge
* * * *
The direction X of Central Press 1 side Press 2 side Suction side 1 Suction side 2
= = = =
0.9 0.02 α - 0.6 -0.4 -0.4
Wind loads on the roof in the middle
* * * *
Z direction side edge Press the side edges Press the sides of the Middle Suction side edges Suction side of Central
= = = =
0.9 1.2 De2 or (De2 + 0.6) 0.9 -0.4 -0.4
x x x x
= = = =
7.5 7.5 7.5 7.5
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: : : :
473 473 -210 -210
kg/m' kg/m' kg/m' kg/m'
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CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
DATE 31-Aug-12
3.4. SEISMIC LOAD Calculations using RSNI-03-1726-2010 Earthquake 3.4.1 Determine Risk Categories Building Power Plant is included in Categories of risk Factors virtue
Jenis Pemanfaatan Gedung dan struktur lainnya yang memiliki resiko rendah terhadap jiwa manusia pada saat terjadi kegagalan Gedung dan struktur lain, kecuali yang termasuk dalam kategori resiko I, II, dan IV, termasuk, tetapi tidak dibatasi untuk: - Perumahan - Rumah Toko dan Rumah Kantor - Gedung Perkantoran Gedung dan struktur lainnya yang memiliki resiko rendah terhadap jiwa manusia pada saat terjadi kegagalan
Gedung dan struktur lainnya yang ditunjukan sebagai fasilitas penting
= =
IV 1.5
Karegori Resiko
Faktor Keutamaan (I)
I
1.0
II
1.0
III
1.25
IV
1.5
3.4.2 Determine Ss and S1 Ss S1
= =
1.00 g 0.60 g
Ss = 1.0 g
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CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
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S1 = 0.6 g
3.4.3 Determine the site class (soil type) Soil conditions at the building site Class Site
Kelas Situs SA (batuan keras) SB (batuan) SC (tanah keras sangat padat dan batuan lunak) SD (tanah sedang)
SE (tanah lunak)
= =
Tanah Sedang SD
Sifat rata-rata pada 30 m Lapisan Atas Vs(m/detik) > 1500 750 < Vs ≤ 1500 350 < Vs ≤
750
175 < Vs ≤ 350 < 175
N or Nch NA NA
Su (kpa) NA NA
> 50
≥ 100
15
50
Atau setiap profil tanah yang mengandung lebih dari 3 m tanah dengan karakteristik sebagai berikut : 1. indeks plastisitas, PI > 20 2. Kadar air, w ≥ 40 persen, dan kuat geser nir air Su < 25 kpa
SF (tanah khusus, yang membutuhkan investigasi geoteknik spesifik dan analis respons spesifik situs)
Setiap profil lapisan tanah yang memiliki salah satu atau lebih dari karakteristik sebagai berikut : - Rawan dan berpotensi gagal atau runtuh akibat beban gempa seperti mudah likufaksi, lempung - Lempung sangat organik dan/atau gambut (ketebalan H>3m) - Lempung berplastisitas sangat tinggi (ketebalan H>35 m dengan indeks plastisitas PI>75) - Lapisan lempung lunak/setengah keras dengan H>35 m dengan Su<50 kpa
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Interpolasi 1.1 1
1.02 1.2
1 1.25
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CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
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T(s)
A(g)
0.000 0.164 0.818 0.900 1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1.800 1.900 2.000 2.100 2.200 2.300 2.400 2.500 2.600 2.700 2.800 2.900 3.000
0.29 0.73 0.73 0.67 0.60 0.55 0.50 0.46 0.43 0.40 0.38 0.35 0.33 0.32 0.30 0.29 0.27 0.26 0.25 0.24 0.23 0.22 0.21 0.21 0.20
3.4.4 Determine the value Fa and Fv Fa Fv
1.1 (Interpolasi) 1.5
= =
Parameter Respon Spektra Percepatan Perioda Pendek, Fa Ss ≥ 1.25 Ss ≤ 0.25 Ss = 0.5 Ss = 0.75 Ss = 1 0.8 0.8 0.8 0.8 0.8 1 1 1 1 1 1.2 1.2 1.1 1 1 1.6 1.4 1.2 1.1 1 2.5 1.7 1.2 0.9 0.9 Situs yg membutuhkan investigasi geoteknik spesifik dan analisis respons spesifik situs
Kelas Situs SA SB SC SD SE SF
Parameter Respon Spektra Percepatan Perioda detik, Fv S1 ≤ 0.1 S1 = 0.2 S1 = 0.3 S1 = 0.4 S1 ≥ 0.5 0.8 0.8 0.8 0.8 0.8 1 1 1 1 1 1.7 1.6 1.5 1.4 1.3 2.4 2 1.8 1.6 1.5 3.5 3.2 2.8 2.4 2.4 Situs yg membutuhkan investigasi geoteknik spesifik dan analisis respons spesifik situs
Kelas Situs SA SB SC SD SE SF
3.4.5 Determine the value SDS and S1 SDS SD1 T0 Ts
= = = =
0.733 0.600 0.164 0.818
3.4.6 Respon Spektra Desain
Respon Spektra Desain 0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
3.000
2.800 2.900
2.600 2.700
2.400 2.500
2.200 2.300
2.000 2.100
1.800 1.900
1.600 1.700
1.400 1.500
1.200 1.300
1.000 1.100
0.818 0.900
0.000 0.164
0.00
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3.4.7 Determination of seismic design category (KDG) Nilai SDS SDS<0.167
Kategori Resiko I stsu II atau III A
IV A
0.167<SDS<0.33
B
B
0.33<SDS<0.50
C
C
0.50 ≤ SDS
D
D
Nilai SD1 SD1<0.067
Kategori Resiko I stsu II atau III A
IV A
0.067<SD1<0.133
B
B
0.133<SD1<0.20
C
C
0.20 ≤ SD1
D
D
3.4.8 Determination of the level of seismic risk Kode RSNI 1726-10
Tingkat Resiko Kegempaan Rendah Menengah Tinggi KDS A,B KDS C KDS D,E,F
3.4.9 Building Seismic Parameters Jenis Pemanfaatan Kategori Resiko Bangunan Faktor Keutamaan Gempa Ss S1 Kelas Situs Fa Fv SDS
Bangunan Gedung Fasilitas Penting IV 1.5 1.00 0.60 SD 1.1 1.5 0.733
SD1 KDS T(s) / T
0.600 D 0.818
A(g) / C
0.73
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3.4.10 Calculation of earthquake forces drawn from the program Staad Pro Estimated time of vibration (T) Coefficient of virtue (I) Reduction of seismic coefficient (Rx) Reduction of seismic coefficient (Rz)
= = = =
0.818 1.5 8.5 6.5
Second Important buildings such as power plants Steel with steel SRPMK Steel with steel SRPMK
SEISMIC OPERATING CONDITION Node
L/C
Force-X kg Force-Y kg
60 57 69 66 12 9 91 88 32 82 29 79 19 16 49 46 5 2
101 101 101 101 101 101 101 101 101 101 101 101 101 101 101 101 101 101
-561.078 561.078 -561.078 561.078 -561.076 561.077 -561.078 561.078 -551.446 -551.446 551.447 551.447 -551.446 551.447 -547.636 547.636 -547.636 547.636
R x-dir R z-dir
8.5 6.5
Node 60 57 69 66 12 9 91 88 32 82 29 79 19 16 49 46 5 2
Force-Z kg
Moment-X kip-in 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Moment-Y kip-in 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Moment-Z kipin 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Cd X-dir Cd Z-dir
0.129 0.169
V X-dir V Z-dir
5939.04 7766.44
Sx
Sz
61 FX 342.22 58 FX 342.22 70 FX 342.01 67 FX 342.01 13 FX 340.8 10 FX 340.8 92 FX 340.69 89 FX 340.69 34 FX 330.7 83 FX 330.7 30 FX 330.7 80 FX 330.7 20 FX 330.7 17 FX 330.7 50 FX 305.92 47 FX 305.92 6 FX 305.81 3 FX 305.81
61 FZ 447.52 58 FZ 447.52 70 FZ 447.24 67 FZ 447.24 13 FZ 445.66 10 FZ 445.66 92 FZ 445.52 89 FZ 445.52 34 FZ 432.46 83 FZ 432.46 30 FZ 432.46 80 FZ 432.46 20 FZ 432.46 17 FZ 432.46 50 FZ 400.04 47 FZ 400.04 6 FZ 399.91 3 FZ 399.91
69.569 69.569 -68.46 -68.46 -57.672 -57.672 57.149 57.149 0.048 -0.024 0.048 -0.024 -0.002 -0.002 -71.941 -71.941 71.335 71.335
C I
2644.41 2644.41 2642.776 2642.775 2633.408 2633.405 2632.59 2632.589 2555.405 2555.405 2555.405 2555.405 2555.404 2555.404 2363.865 2363.865 2363.048 2363.048 45892.617 0.73 1.5
Force-Y kg
Wi
Node Up
Hi
Wi * Hi
2644.41 2644.41 2642.776 2642.775 2633.408 2633.405 2632.59 2632.589 2555.405 2555.405 2555.405 2555.405 2555.404 2555.404 2363.865 2363.865 2363.048 2363.048
2644.41 2644.41 2642.776 2642.775 2633.408 2633.405 2632.59 2632.589 2555.405 2555.405 2555.405 2555.405 2555.404 2555.404 2363.865 2363.865 2363.048 2363.048
61 58 70 67 13 10 92 89 34 83 30 80 20 17 50 47 6 3
6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6
15866.46 15866.46 15856.656 15856.65 15800.448 15800.43 15795.54 15795.534 15332.43 15332.43 15332.43 15332.43 15332.424 15332.424 14183.19 14183.19 14178.288 14178.288 275355.7
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Wi * Hi S Wi.hi 0.058 0.058 0.058 0.058 0.057 0.057 0.057 0.057 0.056 0.056 0.056 0.056 0.056 0.056 0.052 0.052 0.051 0.051
CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
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Table 1. Faktor daktilitas maksimum, faktor reduksi gempa maksimum, faktor tahanan lebih struktur dan faktor tahanan lebih total beberapa jenis sistem dan subsistem struktur gedung Sistem dan subsistem struktur gedung
Uraian sistem pemikul beban gempa
m
Rm Pers. (6)
f Pers. (39)
1. Sistem dinding penumpu (Sistem struktur yang tidak memiliki rangka ruang pemikul beban gravitasi secara lengkap. Dinding penumpu atau sistem bresing memikul hampir semua beban gravitasi. Beban lateral dipikul dinding geser atau rangka bresing). 2. Sistem rangka gedung (Sistem struktur yang pada dasarnya memiliki rangka ruang pemikul beban gravitasi secara lengkap. Beban lateral dipikul dinding geser atau rangka bresing).
1. Dinding geser beton bertulang 2. Dinding penumpu dengan rangka baja ringan dan bresing tarik 3. Rangka bresing di mana bresingnya memikul beban gravitasi a.Baja b.Beton bertulang (tidak untuk Wilayah 5 & 6)
2,7 1,8
4,5 2,8
2,8 2,2
2,8 1,8
4,4 2,8
2,2 2,2
1. Rangka bresing eksentris baja (RBE) 2. Dinding geser beton bertulang 3. Rangka bresing biasa a.Baja b.Beton bertulang (tidak untuk Wilayah 5 & 6) 4. Rangka bresing konsentrik khusus a.Baja 5. Dinding geser beton bertulang berangkai daktail 6. Dinding geser beton bertulang kantilever daktail penuh 7. Dinding geser beton bertulang kantilever daktail parsial 1. Rangka pemikul momen khusus (SRPMK) a.Baja b.Beton bertulang 2. Rangka pemikul momen menengah beton (SRPMM) 3. Rangka pemikul momen biasa (SRPMB) a.Baja b.Beton bertulang 4. Rangka batang baja pemikul momen khusus (SRBPMK) 1. Dinding geser a.Beton bertulang dengan SRPMK beton bertulang b.Beton bertulang dengan SRPMB baja c. Beton bertulang dengan SRPMM beton bertulang 2. RBE baja a.Dengan SRPMK baja b.Dengan SRPMB baja 3. Rangka bresing biasa a.Baja dengan SRPMK baja b.Baja dengan SRPMB baja c.Beton bertulang dengan SRPMK beton bertulang (tidak untuk Wilayah 5 & 6) d.Beton bertulang dengan SRPMM beton bertulang (tidak untuk Wilayah 5 & 6) 4. Rangka bresing konsentrik khusus a.Baja dengan SRPMK baja b.Baja dengan SRPMB baja Sistem struktur kolom kantilever
4,3 3,3
7,0 5,5
2,8 2,8
3,6 3,6
5,6 5,6
2,2 2,2
4,1 4,0 3,6
6,4 6,5 6,0
2,2 2,8 2,8
3,3
5,5
2,8
5,2 5,2 3,3
8,5 8,5 5,5
2,8 2,8 2,8
2,7 2,1 4,0
4,5 3,5 6,5
2,8 2,8 2,8
5,2 2,6 4,0
8,5 4,2 6,5
2,8 2,8 2,8
5,2 2,6
8,5 4,2
2,8 2,8
4,0 2,6 4,0
6,5 4,2 6,5
2,8 2,8 2,8
2,6
4,2
2,8
4,6 2,6 1,4
7,5 4,2 2,2
2,8 2,8 2
Beton bertulang biasa (tidak untuk Wilayah 3, 4, 5 & 6)
3,4
5,5
2,8
1. Rangka terbuka baja 2. Rangka terbuka beton bertulang 3. Rangka terbuka beton bertulang dengan balok beton pratekan (bergantung pada indeks baja total) 4. Dinding geser beton bertulang berangkai daktail penuh. 5. Dinding geser beton bertulang kantilever daktail parsial
5,2 5,2 3,3
8,5 8,5 5,5
2,8 2,8 2,8
4,0
6,5
2,8
3,3
5,5
2,8
3. Sistem rangka pemikul momen (Sistem struktur yang pada dasarnya memiliki rangka ruang pemikul beban gravitasi secara lengkap. Beban lateral dipikul rangka pemikul momen terutama melalui mekanisme lentur)
4. Sistem ganda (Terdiri dari: 1) rangka ruang yang memikul seluruh beban gravitasi; 2) pemikul beban lateral berupa dinding geser atau rangka bresing dengan rangka pemikul momen. Rangka pemikul momen harus direncanakan secara terpisah mampu memikul sekurangkurangnya 25% dari seluruh beban lateral; 3) kedua sistem harus direncanakan untuk memikul secara bersama-sama seluruh beban lateral dengan memperhatikan interaksi /sistem ganda)
5. Sistem struktur gedung kolom kantilever: (Sistem struktur yang memanfaatkan kolom kantilever untuk memikul beban lateral) 6. Sistem interaksi dinding geser dengan rangka 7. Subsistem tunggal (Subsistem struktur bidang yang membentuk struktur gedung secara keseluruhan)
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CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
1. PLAN OF PURLING A. TRY PURLIN C 150 x 65 x 2.3 H = 125 mm
brt =
DOC. NO : ZII-ZP13-00-DC-C-WW DATE BY CHKD 30-Aug-12 JOE ARF
0
APVD HY
4.51 Kg/m 4 137 cm
B=
50 mm
Ix =
C=
20 mm
Iy =
t=
2.3 mm 2 5.75 cm
Zx =
4 21 cm 3 21.9 cm
Zy =
3 6.22 cm
A=
Rev
B. PLAN DATA Self Weight Roof Loads of People Loads due to rain (40-0.8*a < 20 Kg/m2) Length of Purlin Distance Between purlin
600
C. LOADING THE PURLIN Dead Load (DL) Weight of Roof Self Weight Purlin Dead Load (Disributed) Live Load (LL) Rain water load Live Load (Distributed) Loads of people in the middle purlin (Nodal)
Live Load (LL) Distributed Load Mx = My = Point Load Mx = My =
SKBI 1,3,53,1987 SKBI 1,3,53,1987 SKBI 1,3,53,1987 perencanaan 1 bentang
15 o 0.97 0.26
The roof angle Cos a Sin a
D. MOMENTS IN PURLIN Dead Load (DL) Mx = My =
2 5 Kg/m 100 Kg 2 20 Kg/m 6m 1.20 m
qDL
6 Kg/m 4.51 Kg/m 10.51 Kg/m
qLL
24 Kg/m 24 Kg/m
pLL
100
(Jarak PURLIN*bs. Atap)
Kg
= =
45.7 Kgm 1.36 Kgm
Mx= 1/8*qDL*cosx*lx^2 My= 1/8*qDL*sinx*(lx/3)^2
= =
104.3 Kgm 3.11 Kgm
Mx= 1/8*qLL*cosx*lx^2 My= 1/8*qLL*sinx*(lx/3)^2
= =
144.9 Kgm 12.9 Kgm
Mx= 1/4*P*cosx*lx My= 1/4*P*sinx*(lx/3)
0.105
0.24
CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE
Table Moment on Purlin LL DL Distributed Point Mx 45.7 104.3 144.9 My 1.36 3.11 12.94
DOC. NO : ZII-ZP13-00-DC-C-WW DATE BY CHKD 30-Aug-12 JOE ARF
Rev 0
APVD HY
DL +LL 190.6 14.3
E. CHECK OF STRESS Stress that occurs at the purlin at the time of the operation must be smaller than the stress permits the steel / Factor of safety (2400/1.5 = 1600 kg/cm2) for the bending axis of the profile has a value:
'
2
1100 Kg/cm < 1600 Kg/cm2 (Mx/Wy)+(My/Wx) PROFIL OK F. CHECK DEFLECTION Deflection that occurs at the purlin at the time of the operation of the load must be smaller than the deflection Allowable for a profile they will have a bending axis with a value of: E 2.10E+06 Kg/cm2 then,
=
5 qDl Cos l x E Ix 384 y
5 q Dl Sin E Iy 384
*obtained from equation : Live Load + Dead Load x = 1.96 cm y = 0.04 cm = 1.96 cm < PROFIL OK Live Load Distributed x = 1.36 cm y = 0.03 cm = 1.36 cm < PROFIL OK Live Load Point x = 1.51 cm y = 0.10 cm = 1.51 cm < PROFIL OK
ijin =
2.40 cm
ijin =
3.33 cm
ijin =
2.50 cm
l
4
5 qLl Cos l E Ix 384
4
4
5 q Ll Sin l 4 E Iy 384
DESIGN CALCULATION FOR ANCHOR AND BASE PLATE STRUCTURE WORKSHOP 4.3. DESIGN OF ANCHOR AND BASE PLATE PINNED DATA FROM OUTPUT STAAD PRO FY ( AXIAL FORCE ) ( ton ) FX ( SHEAR FORCE )( ton ) FZ ( SHEAR FORCE )( ton )
10.40 2.46 0.13
P
PROFIL USED (HB) B ( WIDTH PROFIL ) ( cm ) L ( LONG PROFIL ) ( cm ) Quality of Concrete fc' ( kg/cm2 ) Quality of Steel fy (kg/cm2) tall ( Alloweble Shear ) τ ( kg/cm 2) 2n 2m Assuming width of the plate B Assuming long of the plate L
40.00 20.00 300.00 2900.00 11.78 960.00 100.00 100.00 132.00 119.00
H
n 0.8 B n
CALCULATING SIZE FOR BASE PLATE s Allowable Pedestal
kg/cm2
75.00
2
0.66 OK…!! 1.53 2.00 70.00 4.00
kg/cm s Pedestal CONCLUSION t BASE PLATE ( cm ) t BASE PLATE USED ( cm ) Long of Anchor ( cm ) Many bolts used Anchor
m
0,95 L
m
L
CALCULATING THE DIAMETER ANCHOR BOLTS Stress of Shear (cm2) Diamter of Anchor ( cm ) Diamter of Anchor Used ( cm ) Review the style of Shear
2.23 0.84 2.00 205.75
SAFE AGAINST SHEAR
Job No
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Date27-Jun-12
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Date/Time
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Section Properties Prop
Section
Area
Iyy
Izz
J
(m2)
(m4)
(m4)
(m4)
Material
1
H400X200X8
0.008
0.000
0.000
0.000
STEEL
2
H350X175X7
0.006
0.000
0.000
0.000
STEEL
3
H150X75X5
0.002
0.000
0.000
0.000
STEEL
4
H400X200X8
0.008
0.000
0.000
0.000
STEEL
5
H125X125X6.5
0.003
0.000
0.000
0.000
STEEL
6
L75X75X6
0.001
0.000
0.000
0.000
STEEL
7
DLC1523
0.001
0.000
0.000
0.000
STEEL
8
Taper
0.007
0.000
0.000
0.000
STEEL
9
Taper
0.007
0.000
0.000
0.000
STEEL
10
L50X50X5
0.000
0.000
0.000
0.000
STEEL
rX
rY
rZ
Supports Node
X
Y
Z
(kip/in)
(kip/in)
(kip/in)
2
Fixed
Fixed
Fixed
-
-
-
5
Fixed
Fixed
Fixed
-
-
-
9
Fixed
Fixed
Fixed
-
-
-
12
Fixed
Fixed
Fixed
-
-
-
16
Fixed
Fixed
Fixed
-
-
-
19
Fixed
Fixed
Fixed
-
-
-
29
Fixed
Fixed
Fixed
-
-
-
32
Fixed
Fixed
Fixed
-
-
-
46
Fixed
Fixed
Fixed
-
-
-
49
Fixed
Fixed
Fixed
-
-
-
57
Fixed
Fixed
Fixed
-
-
-
60
Fixed
Fixed
Fixed
-
-
-
66
Fixed
Fixed
Fixed
-
-
-
69
Fixed
Fixed
Fixed
-
-
-
79
Fixed
Fixed
Fixed
-
-
-
82
Fixed
Fixed
Fixed
-
-
-
88
Fixed
Fixed
Fixed
-
-
-
91
Fixed
Fixed
Fixed
-
-
-
Print Time/Date: 30/08/2012 18:09
(kip-ft/deg) (kip-ft/deg) (kip-ft/deg)
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Date27-Jun-12
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30-Aug-2012 16:50
Basic Load Cases Number
Name
1
DL
2
LL
3
WLX
4
WLZ
5
EQX
6
EQZ
7
CL1
8
CL2
9
CL3
10
CL4
11
CL5
12
CL6
13
CL7
14
CL8
Combination Load Cases Comb. 15 16 17
18
19
20
21
22
23
Combination L/C Name COMB1 COMB2 COMB3
COMB4
COMB5
COMB6
COMB7
COMB8
COMB9
Print Time/Date: 30/08/2012 18:09
Primary
Primary L/C Name
Factor
1
DL
1.00
2
LL
1.00
1
DL
0.75
2
LL
0.75
1
DL
0.75
2
LL
0.75
3
WLX
0.75
1
DL
0.75
2
LL
0.75
4
WLZ
0.75
1
DL
0.75
2
LL
3
WLX
1
DL
2
LL
4
WLZ
1
DL
0.75
2
LL
0.75
5
EQX
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
6
EQZ
-0.22
1
DL
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0.75 Print Run 2 of 20
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Combination Load Cases Cont... Comb.
24
25
26
27
28
29 30 31 32 33 34 35 36 37
38
39
40
Combination L/C Name
COMB10
COMB11
COMB12
COMB13
COMB14
COMB15 COMB16 COMB17 COMB18 COMB19 COMB20 COMB21 COMB22 COMB23
COMB24
COMB25
COMB26
Print Time/Date: 30/08/2012 18:09
Primary
Primary L/C Name
Factor
2
LL
5
EQX
-0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
-0.75
6
EQZ
0.22
1
DL
0.53
5
EQX
0.75
6
EQZ
0.22
1
DL
0.53
5
EQX
0.75
6
EQZ
-0.22
1
DL
5
EQX
-0.75
6
EQZ
-0.22
1
DL
5
EQX
-0.75
6
EQZ
0.22
2
LL
0.75
3
WLX
0.75
2
LL
0.75
4
WLZ
0.75
2
LL
3
WLX
2
LL
4
WLZ
1
DL
0.75
3
WLX
0.75
1
DL
0.75
4
WLZ
0.75
1
DL
3
WLX
1
DL
4
WLZ
1
DL
0.75
2
LL
0.75
7
CL1
0.75
1
DL
0.75
2
LL
0.75
8
CL2
0.75
1
DL
0.75
2
LL
0.75
9
CL3
0.75
1
DL
0.75
STAAD.Pro for Windows Release 2007
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0.75 0.75
0.53
0.53
0.75 -0.75 0.75 -0.75
0.75 -0.75 0.75 -0.75
Print Run 3 of 20
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30-Aug-2012 16:50
Combination Load Cases Cont... Comb.
41
42
43
44
45
46
47
48
49
50
51
52
Combination L/C Name
COMB27
COMB28
COMB29
COMB30
COMB31
COMB32
COMB33
COMB34
COMB35
COMB36
COMB37
COMB38
Print Time/Date: 30/08/2012 18:09
Primary
Primary L/C Name
Factor
2
LL
0.75
10
CL4
0.75
1
DL
0.75
2
LL
0.75
11
CL5
0.75
1
DL
0.75
2
LL
0.75
12
CL6
0.75
1
DL
0.75
2
LL
0.75
13
CL7
0.75
1
DL
0.75
2
LL
0.75
14
CL8
0.75
1
DL
0.75
2
LL
0.75
7
CL1
0.75
3
WLX
0.75
1
DL
0.75
2
LL
0.75
8
CL2
0.75
3
WLX
0.75
1
DL
0.75
2
LL
0.75
9
CL3
0.75
3
WLX
0.75
1
DL
0.75
2
LL
0.75
10
CL4
0.75
3
WLX
0.75
1
DL
0.75
2
LL
0.75
11
CL5
0.75
3
WLX
0.75
1
DL
0.75
2
LL
0.75
12
CL6
0.75
3
WLX
0.75
1
DL
0.75
2
LL
0.75
13
CL7
0.75
3
WLX
0.75
1
DL
0.75
2
LL
0.75
14
CL8
0.75
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30-Aug-2012 16:50
Combination Load Cases Cont... Comb.
53
54
55
56
57
58
59
60
61
62
63
64
Combination L/C Name
COMB39
COMB40
COMB41
COMB42
COMB43
COMB44
COMB45
COMB46
COMB47
COMB48
COMB49
COMB50
Print Time/Date: 30/08/2012 18:09
Primary
Primary L/C Name
Factor
3
WLX
0.75
1
DL
0.75
2
LL
0.75
7
CL1
0.75
4
WLZ
0.75
1
DL
0.75
2
LL
0.75
8
CL2
0.75
4
WLZ
0.75
1
DL
0.75
2
LL
0.75
9
CL3
0.75
4
WLZ
0.75
1
DL
0.75
2
LL
0.75
10
CL4
0.75
4
WLZ
0.75
1
DL
0.75
2
LL
0.75
11
CL5
0.75
4
WLZ
0.75
1
DL
0.75
2
LL
0.75
12
CL6
0.75
4
WLZ
0.75
1
DL
0.75
2
LL
0.75
13
CL7
0.75
4
WLZ
0.75
1
DL
0.75
2
LL
0.75
14
CL8
0.75
4
WLZ
0.75
1
DL
1.00
2
LL
1.00
7
CL1
1.00
1
DL
1.00
2
LL
1.00
8
CL2
1.00
1
DL
1.00
2
LL
1.00
9
CL3
1.00
1
DL
1.00
2
LL
1.00
10
CL4
1.00
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Combination Load Cases Cont... Comb. 65
66
67
68
69
70
71
72
73
74
75
Combination L/C Name COMB51
COMB52
COMB53
COMB54
COMB55
COMB56
COMB57
COMB58
COMB59
COMB60
COMB61
Print Time/Date: 30/08/2012 18:09
Primary
Primary L/C Name
Factor
1
DL
1.00
2
LL
1.00
11
CL5
1.00
1
DL
1.00
2
LL
1.00
12
CL6
1.00
1
DL
1.00
2
LL
1.00
13
CL7
1.00
1
DL
1.00
2
LL
1.00
14
CL8
1.00
1
DL
0.75
2
LL
0.75
5
EQX
0.75
7
CL1
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
8
CL2
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
9
CL3
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
10
CL4
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
11
CL5
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
12
CL6
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
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Combination Load Cases Cont... Comb.
76
77
78
79
80
81
82
83
84
Combination L/C Name
COMB62
COMB63
COMB64
COMB65
COMB66
COMB67
COMB68
COMB69
COMB70
Print Time/Date: 30/08/2012 18:09
Primary
Primary L/C Name
Factor
13
CL7
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
14
CL8
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
7
CL1
0.75
6
EQZ
-0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
8
CL2
0.75
6
EQZ
-0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
9
CL3
0.75
6
EQZ
-0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
10
CL4
0.75
6
EQZ
-0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
11
CL5
0.75
6
EQZ
-0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
12
CL6
0.75
6
EQZ
-0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
13
CL7
0.75
6
EQZ
-0.22
1
DL
0.75
2
LL
0.75
5
EQX
0.75
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Combination Load Cases Cont... Comb.
85
86
87
88
89
90
91
92
93
Combination L/C Name
COMB71
COMB72
COMB73
COMB74
COMB75
COMB76
COMB77
COMB78
COMB79
Print Time/Date: 30/08/2012 18:09
Primary
Primary L/C Name
Factor
14
CL8
0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
7
CL1
0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
8
CL2
0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
9
CL3
0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
10
CL4
0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
11
CL5
0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
12
CL6
0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
13
CL7
0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
14
CL8
0.75
6
EQZ
-0.22
1
DL
2
LL
5
EQX
STAAD.Pro for Windows Release 2007
0.75 0.75 -0.75
0.75 0.75 -0.75
0.75 0.75 -0.75
0.75 0.75 -0.75
0.75 0.75 -0.75
0.75 0.75 -0.75
0.75 0.75 -0.75
0.75 0.75 -0.75
0.75 0.75 -0.75 Print Run 8 of 20
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Combination Load Cases Cont... Comb.
94
95
96
97
98
99
100
Combination L/C Name
COMB80
COMB81
COMB82
COMB83
COMB84
COMB85
COMB86
Print Time/Date: 30/08/2012 18:09
Primary
Primary L/C Name
Factor
7
CL1
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
5
EQX
-0.75
8
CL2
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
5
EQX
-0.75
9
CL3
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
5
EQX
-0.75
10
CL4
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
5
EQX
-0.75
11
CL5
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
5
EQX
-0.75
12
CL6
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
5
EQX
-0.75
13
CL7
0.75
6
EQZ
0.22
1
DL
0.75
2
LL
5
EQX
-0.75
14
CL8
0.75
6
EQZ
0.22
STAAD.Pro for Windows Release 2007
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0.75
0.75
0.75
0.75
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Node Displacement Summary Node
L/C
X
Y
Z
Resultant
rX
rY
rZ
(m)
(m)
(m)
(m)
(rad)
(rad)
(rad)
Max X
100
49:COMB35
0.091
0.007
-0.010
0.092
-0.005
-0.010
Min X
113
19:COMB5
-0.047
0.003
0.000
0.047
0.000
-0.000
-0.006 0.002
Max Y
8
49:COMB35
0.083
0.010
0.011
0.084
-0.000
0.011
-0.010
Min Y
4
68:COMB54
0.000
-0.014
0.010
0.017
0.005
0.000
0.000
Max Z
4
45:COMB31
0.066
-0.009
0.081
0.105
0.039
-0.000
0.004
Min Z
11
49:COMB35
0.087
-0.008
-0.082
0.120
-0.040
0.000
0.006
Max rX
4
45:COMB31
0.066
-0.009
0.081
0.105
0.039
-0.000
0.004
Min rX
11
49:COMB35
0.087
-0.008
-0.082
0.120
-0.040
0.000
0.006
Max rY
41
63:COMB49
0.011
0.000
0.007
0.013
0.000
0.013
-0.001 -0.002
Min rY
37
63:COMB49
0.002
-0.001
0.007
0.007
0.000
-0.014
Max rZ
9
66:COMB52
0.000
0.000
0.000
0.000
0.000
0.000
0.011
Min rZ
12
49:COMB35
0.000
0.000
0.000
0.000
0.000
-0.000
-0.018
Max Rst
11
49:COMB35
0.087
-0.008
-0.082
0.120
-0.040
0.000
0.006
Reaction Envelope Node
Env
2
+ve
2
+ve
2
-ve
2
-ve
5
+ve
5
+ve
5
-ve
5
-ve
9
+ve
9
+ve
9
-ve
9
-ve
12
+ve
12
+ve
12
-ve
12
-ve
16
+ve
16
+ve
16
-ve
16
-ve
19
+ve
19
+ve
19
-ve
19
-ve
29
+ve
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kg)
(kg)
(kg)
(kg-m)
(kg-m)
(kg-m)
2.45E 3 Load: 62
10.1E 3 Load: 62
-1.23E 3 Load: 45
-76.228 Load: 30
581.934 Load: 94
5.34E 3 Load: 61
-2.44E 3 Load: 61
-76.228 Load: 30
2.46E 3 Load: 66
10.4E 3 Load: 66
-2.09E 3 Load: 49
-80.205 Load: 32
902.441 Load: 31
5.61E 3 Load: 65
-2.98E 3 Load: 49
-80.204 Load: 32
2.29E 3 Load: 19
3.02E 3 Load: 15
-1.51E 3 Load: 29
0.000 -
907.974 Load: 31
3.02E 3
Print Time/Date: 30/08/2012 18:09
2.29E 3
0.000 -
0.000
0.000
0.000
0.000
0.000
0.000 -
0.000 -
0.000
0.000 -
-
-
0.000 -
-
-
-32.592 32.499
0.000
0.000
32.596
0.000 -
-
-
0.000 -
0.000
0.000
-32.534
Load: 96
0.000
-
-
0.000 -
0.000
32.467 Load: 72
0.000
0.000
-
0.000 -
-
-
-721.815 Load: 55
0.000
0.000
587.838 Load: 32
0.000 -
-
-
0.000 -
0.000
0.000
-788.361 Load: 55
0.000
-
-
0.000 -
0.000
587.838 Load: 32
0.000
0.000
-
0.000 -
-
-
-1.09E 3 Load: 30
0.000 -
-
1.17E 3 Load: 20
Load: 83 3.02E 3
0.000 -
-1.09E 3 Load: 30
Load: 91
Load: 15
-1.68E 3 Load: 17
1.17E 3 Load: 20
0.000 -
0.000
STAAD.Pro for Windows Release 2007
0.000 Print Run 10 of 20
Job No
Sheet No
Rev
11 Part
Software licensed to zug Job Title
Ref By
Client
File
Date27-Jun-12
WW SB REV 1.std
Date/Time
Chd
30-Aug-2012 16:50
Reaction Envelope Cont... Node
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kg)
(kg)
(kg)
(kg-m)
(kg-m)
(kg-m)
Load: 19
Load: 15
Env
29
+ve
29
-ve
29
-ve
32
+ve
32
+ve
32
-ve
32
-ve
46
+ve
46
+ve
46
-ve
46
-ve
49
+ve
49
+ve
49
-ve
49
-ve
57
+ve
57
+ve
57
-ve
57
-ve
60
+ve
60
+ve
60
-ve
60
-ve
66
+ve
66
+ve
66
-ve
66
-ve
69
+ve
69
+ve
69
-ve
69
-ve
79
+ve
79
+ve
79
-ve
79
-ve
82
+ve
82
+ve
82
-ve
82
-ve
88
+ve
88
+ve
88
-ve
88
-ve
91
+ve
-1.51E 3 Load: 29
0.000 -
907.974 Load: 31
3.02E 3 0.000 -
1.41E 3 Load: 19
2.93E 3
-642.077 Load: 29
0.000 -
339.668 Load: 31
2.91E 3
-1.11E 3 Load: 51
0.000 -
2.29E 3 Load: 19
3.23E 3
-1.51E 3 Load: 29
0.000 -
907.974 Load: 31
3.2E 3 Load: 64
-1.69E 3 Load: 48
0.000 -
2.29E 3 Load: 19
3.23E 3 Load: 67
-1.51E 3 Load: 29
0.000 -
907.973 Load: 31
3.2E 3 Load: 67
-1.69E 3 Load: 51
0.000 -
2.29E 3 Load: 19
3.02E 3 Load: 15
-1.51E 3 Load: 29
0.000 -
907.974 Load: 31
3.02E 3 Load: 15
-1.68E 3 Load: 17
0.000 -
2.29E 3 Load: 19
3.19E 3 Load: 64
-1.51E 3 Load: 29
Print Time/Date: 30/08/2012 18:09
902.439
0.000 3.18E 3
366.230
0.000
0.000
-311.816 Load: 59
0.000
0.000
0.000 -
0.000 -
0.000
0.000 -
-
-
0.000 -
-
-
0.000 -
0.000
0.000
366.230 Load: 20
0.000
-
-
0.000 -
0.000
-32.833 Load: 91
0.000
0.000
-
0.000 -
-
-
32.743 Load: 72
0.000
0.000
-33.113 Load: 87
0.000 -
-
-
0.000 -
0.000
0.000
33.017 Load: 76
0.000
-
-
0.000 -
0.000
-354.726 Load: 59
0.000
0.000
-
0.000 -
-
-
227.895 Load: 32
0.000
0.000
-371.695
0.000 -
-
-
0.000 -
0.000
0.000
227.895
Load: 59
0.000
-
-
0.000 -
0.000
-208.467
Load: 32
0.000
0.000
-
0.000 -
-
-
0.000 -
0.000
0.000
287.114
Load: 59
0.000
-
-
0.000 -
0.000
-221.756
Load: 20
0.000
0.000
-
0.000 -
-
-
0.000 -
0.000
0.000
289.504
Load: 59
0.000
-
-
0.000 -
0.000
-649.466
Load: 88
0.000
0.000
-
0.000 -
-
-
522.964 Load: 32 Load: 59
Load: 64
0.000
-658.527
0.000
-
-
522.964
Load: 59
Load: 67
-
-32.477
Load: 32
0.000
32.587 Load: 72 Load: 91
Load: 67
-
-32.432 Load: 79
Load: 15
-1.68E 3 Load: 17
Load: 100
0.000 -
0.000
STAAD.Pro for Windows Release 2007
0.000 Print Run 11 of 20
Job No
Sheet No
Rev
12 Part
Software licensed to zug Job Title
Ref By
Client
Date27-Jun-12
File
Date/Time
WW SB REV 1.std
Chd
30-Aug-2012 16:50
Reaction Envelope Cont... Node
Horizontal FX
Vertical FY
Horizontal FZ
MX
Moment MY
MZ
(kg)
(kg)
(kg)
(kg-m)
(kg-m)
(kg-m)
Load: 31
Load: 64
Load: 20
Env
91
+ve
91
-ve
91
-ve
-1.68E 3 Load: 48
0.000 -
-
-303.738 Load: 59
-
-
0.000 -
0.000 -
0.000 -
Utilization Ratio Beam AnalysisPropertyDesignProperty
Ratio
Clause
L/C
Ax
Iz
Iy
Ix
(m2)
(m4)
(m4)
(m4)
1
H400X200X8
H400X200X8
0.898
AISC- H1-3
62
0.008
0.000
0.000
0.000
2
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
3
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
4
H400X200X8
H400X200X8
0.833
AISC- H1-3
61
0.008
0.000
0.000
0.000
5
Taper
175X650
0.592
AISC- H1-3
7
0.007
0.000
0.000
0.000
6
Taper
175X650
0.772
AISC- H1-3
45
0.007
0.000
0.000
0.000
7
H400X200X8
H400X200X8
0.905
AISC- H1-3
66
0.008
0.000
0.000
0.000
8
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
9
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
10
H400X200X8
H400X200X8
0.901
AISC- H1-3
49
0.008
0.000
0.000
0.000
11
Taper
175X650
0.710
AISC- H1-3
49
0.007
0.000
0.000
0.000
12
Taper
175X650
0.954
AISC- H1-3
49
0.007
0.000
0.000
0.000
13
H400X200X8
H400X200X8
0.549
AISC- H1-3
19
0.008
0.000
0.000
0.000
14
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
15
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
16
H400X200X8
H400X200X8
0.469
AISC- H1-3
51
0.008
0.000
0.000
0.000
17
Taper
175X650
0.575
AISC- H1-3
19
0.007
0.000
0.000
0.000
18
Taper
175X650
0.543
AISC- H1-3
47
0.007
0.000
0.000
0.000
19
DLC1523
DLC1523
0.210
AISC- H1-3
65
0.001
0.000
0.000
0.000
20
DLC1523
DLC1523
0.206
AISC- H1-3
65
0.001
0.000
0.000
0.000
21
DLC1523
DLC1523
0.209
AISC- H1-3
61
0.001
0.000
0.000
0.000
22
DLC1523
DLC1523
0.205
AISC- H1-3
61
0.001
0.000
0.000
0.000
23
H400X200X8
H400X200X8
0.510
AISC- H1-3
54
0.008
0.000
0.000
0.000
24
H400X200X8
H400X200X8
0.642
AISC- H1-3
61
0.008
0.000
0.000
0.000
25
H400X200X8
H400X200X8
0.502
AISC- H1-3
66
0.008
0.000
0.000
0.000
26
H400X200X8
H400X200X8
0.725
AISC- H1-3
49
0.008
0.000
0.000
0.000
27
H400X200X8
H400X200X8
0.463
AISC- H1-3
19
0.008
0.000
0.000
0.000
28
H400X200X8
H400X200X8
0.419
AISC- H1-3
17
0.008
0.000
0.000
0.000
29
H125X125X6.5 H125X125X6.5
0.161
AISC- H1-3
34
0.003
0.000
0.000
0.000
30
H125X125X6.5 H125X125X6.5
0.117
AISC- H1-3
60
0.003
0.000
0.000
0.000
31
H125X125X6.5 H125X125X6.5
0.161
AISC- H1-3
34
0.003
0.000
0.000
0.000
32
H125X125X6.5 H125X125X6.5
0.112
AISC- H1-3
60
0.003
0.000
0.000
0.000
33
L50X50X5
L50X50X5
0.003
AISC- H1-3
20
0.000
0.000
0.000
0.000
34
L50X50X5
L50X50X5
0.147
AISC- H1-3
19
0.000
0.000
0.000
0.000
37
L50X50X5
L50X50X5
0.004
AISC- H1-3
22
0.000
0.000
0.000
0.000
Print Time/Date: 30/08/2012 18:09
STAAD.Pro for Windows Release 2007
Print Run 12 of 20
Job No
Sheet No
Rev
13 Part
Software licensed to zug Job Title
Ref By
Client
File
Date27-Jun-12 Date/Time
WW SB REV 1.std
Chd
30-Aug-2012 16:50
Utilization Ratio Cont... Beam AnalysisPropertyDesignProperty
Ratio
Clause
L/C
Ax
Iz
Iy
Ix
(m2)
(m4)
(m4)
(m4)
38
L50X50X5
L50X50X5
0.143
AISC- H1-3
19
0.000
0.000
0.000
0.000
39
H400X200X8
H400X200X8
0.549
AISC- H1-3
19
0.008
0.000
0.000
0.000
40
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
41
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
42
H400X200X8
H400X200X8
0.469
AISC- H1-3
48
0.008
0.000
0.000
0.000
43
Taper
175X650
0.575
AISC- H1-3
19
0.007
0.000
0.000
0.000
44
Taper
175X650
0.543
AISC- H1-3
47
0.007
0.000
0.000
0.000
45
DLC1523
DLC1523
0.206
AISC- H1-3
65
0.001
0.000
0.000
0.000
46
DLC1523
DLC1523
0.205
AISC- H1-3
66
0.001
0.000
0.000
0.000
47
H400X200X8
H400X200X8
0.463
AISC- H1-3
19
0.008
0.000
0.000
0.000
48
H400X200X8
H400X200X8
0.419
AISC- H1-3
17
0.008
0.000
0.000
0.000
49
H125X125X6.5 H125X125X6.5
0.110
AISC- H1-3
58
0.003
0.000
0.000
0.000
50
H125X125X6.5 H125X125X6.5
0.105
AISC- H1-3
57
0.003
0.000
0.000
0.000
55
H400X200X8
H400X200X8
0.033
AISC- H1-3
63
0.008
0.000
0.000
0.000
56
H400X200X8
H400X200X8
0.032
AISC- H1-3
63
0.008
0.000
0.000
0.000
57
H400X200X8
H400X200X8
0.032
AISC- H1-3
67
0.008
0.000
0.000
0.000
58
H400X200X8
H400X200X8
0.033
AISC- H1-3
63
0.008
0.000
0.000
0.000
59
H400X200X8
H400X200X8
0.032
AISC- H1-3
63
0.008
0.000
0.000
0.000
60
H400X200X8
H400X200X8
0.032
AISC- H1-3
63
0.008
0.000
0.000
0.000
61
H400X200X8
H400X200X8
0.241
SHEAR -Y
61
0.008
0.000
0.000
0.000
62
H400X200X8
H400X200X8
0.248
SHEAR -Y
65
0.008
0.000
0.000
0.000
63
H400X200X8
H400X200X8
0.015
AISC- H1-3
63
0.008
0.000
0.000
0.000
64
H400X200X8
H400X200X8
0.015
AISC- H1-3
63
0.008
0.000
0.000
0.000
65
H400X200X8
H400X200X8
0.063
AISC- H1-3
61
0.008
0.000
0.000
0.000
66
H400X200X8
H400X200X8
0.068
AISC- H1-3
65
0.008
0.000
0.000
0.000
67
H400X200X8
H400X200X8
0.015
AISC- H1-3
63
0.008
0.000
0.000
0.000
68
H400X200X8
H400X200X8
0.015
AISC- H1-3
63
0.008
0.000
0.000
0.000
69
H400X200X8
H400X200X8
0.370
AISC- H1-3
19
0.008
0.000
0.000
0.000
70
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
71
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
72
H400X200X8
H400X200X8
0.330
AISC- H1-3
51
0.008
0.000
0.000
0.000
73
Taper
175X650
0.377
AISC- H1-3
19
0.007
0.000
0.000
0.000
74
Taper
175X650
0.367
AISC- H1-3
51
0.007
0.000
0.000
0.000
75
H400X200X8
H400X200X8
0.325
AISC- H1-3
19
0.008
0.000
0.000
0.000
76
H400X200X8
H400X200X8
0.305
AISC- H1-3
51
0.008
0.000
0.000
0.000
77
H400X200X8
H400X200X8
0.013
AISC- H1-3
67
0.008
0.000
0.000
0.000
78
H400X200X8
H400X200X8
0.013
AISC- H1-3
63
0.008
0.000
0.000
0.000
79
H400X200X8
H400X200X8
0.552
AISC- H1-3
19
0.008
0.000
0.000
0.000
80
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
81
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
82
H400X200X8
H400X200X8
0.471
AISC- H1-3
48
0.008
0.000
0.000
0.000
83
Taper
175X650
0.578
AISC- H1-3
19
0.007
0.000
0.000
0.000
84
Taper
175X650
0.549
AISC- H1-3
48
0.007
0.000
0.000
0.000
85
DLC1523
DLC1523
0.206
AISC- H1-3
65
0.001
0.000
0.000
0.000
86
DLC1523
DLC1523
0.205
AISC- H1-3
66
0.001
0.000
0.000
0.000
Print Time/Date: 30/08/2012 18:09
STAAD.Pro for Windows Release 2007
Print Run 13 of 20
Job No
Sheet No
Rev
14 Part
Software licensed to zug Job Title
Ref By
Client
File
Date27-Jun-12 Date/Time
WW SB REV 1.std
Chd
30-Aug-2012 16:50
Utilization Ratio Cont... Beam AnalysisPropertyDesignProperty
Ratio
Clause
L/C
Ax
Iz
Iy
Ix
(m2)
(m4)
(m4)
(m4)
87
H400X200X8
H400X200X8
0.466
AISC- H1-3
19
0.008
0.000
0.000
0.000
88
H400X200X8
H400X200X8
0.423
AISC- H1-3
48
0.008
0.000
0.000
0.000
89
H125X125X6.5 H125X125X6.5
0.107
AISC- H1-3
59
0.003
0.000
0.000
0.000
90
H125X125X6.5 H125X125X6.5
0.102
AISC- H1-3
59
0.003
0.000
0.000
0.000
91
H400X200X8
H400X200X8
0.552
AISC- H1-3
19
0.008
0.000
0.000
0.000
92
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
93
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
94
H400X200X8
H400X200X8
0.471
AISC- H1-3
51
0.008
0.000
0.000
0.000
95
Taper
175X650
0.578
AISC- H1-3
19
0.007
0.000
0.000
0.000
96
Taper
175X650
0.549
AISC- H1-3
51
0.007
0.000
0.000
0.000
97
DLC1523
DLC1523
0.206
AISC- H1-3
67
0.001
0.000
0.000
0.000
98
DLC1523
DLC1523
0.205
AISC- H1-3
63
0.001
0.000
0.000
0.000
99
H400X200X8
H400X200X8
0.466
AISC- H1-3
19
0.008
0.000
0.000
0.000
100
H400X200X8
H400X200X8
0.423
AISC- H1-3
51
0.008
0.000
0.000
0.000
101
H125X125X6.5 H125X125X6.5
0.064
AISC- H1-3
58
0.003
0.000
0.000
0.000
102
H125X125X6.5 H125X125X6.5
0.062
AISC- H2-1
1
0.003
0.000
0.000
0.000
103
L50X50X5
L50X50X5
0.001
TENSION
14
0.000
0.000
0.000
0.000
104
L50X50X5
L50X50X5
0.004
AISC- H1-3
22
0.000
0.000
0.000
0.000
105
L50X50X5
L50X50X5
0.001
TENSION
10
0.000
0.000
0.000
0.000
106
L50X50X5
L50X50X5
0.004
AISC- H1-3
23
0.000
0.000
0.000
0.000
107
H400X200X8
H400X200X8
0.031
AISC- H1-3
67
0.008
0.000
0.000
0.000
108
H400X200X8
H400X200X8
0.030
AISC- H1-3
67
0.008
0.000
0.000
0.000
109
H400X200X8
H400X200X8
0.031
AISC- H1-3
63
0.008
0.000
0.000
0.000
110
H400X200X8
H400X200X8
0.030
AISC- H1-3
63
0.008
0.000
0.000
0.000
111
H400X200X8
H400X200X8
0.018
AISC- H1-3
64
0.008
0.000
0.000
0.000
112
H400X200X8
H400X200X8
0.018
AISC- H1-3
67
0.008
0.000
0.000
0.000
113
H400X200X8
H400X200X8
0.018
AISC- H1-3
64
0.008
0.000
0.000
0.000
114
H400X200X8
H400X200X8
0.018
AISC- H1-3
63
0.008
0.000
0.000
0.000
115
H400X200X8
H400X200X8
0.549
AISC- H1-3
19
0.008
0.000
0.000
0.000
116
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
117
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
118
H400X200X8
H400X200X8
0.468
AISC- H1-3
48
0.008
0.000
0.000
0.000
119
Taper
175X650
0.575
AISC- H1-3
19
0.007
0.000
0.000
0.000
120
Taper
175X650
0.543
AISC- H1-3
47
0.007
0.000
0.000
0.000
121
DLC1523
DLC1523
0.205
AISC- H1-3
65
0.001
0.000
0.000
0.000
122
DLC1523
DLC1523
0.204
AISC- H1-3
66
0.001
0.000
0.000
0.000
123
H400X200X8
H400X200X8
0.463
AISC- H1-3
19
0.008
0.000
0.000
0.000
124
H400X200X8
H400X200X8
0.419
AISC- H1-3
17
0.008
0.000
0.000
0.000
125
H125X125X6.5 H125X125X6.5
0.068
AISC- H1-3
68
0.003
0.000
0.000
0.000
126
H125X125X6.5 H125X125X6.5
0.066
AISC- H1-3
68
0.003
0.000
0.000
0.000
127
H400X200X8
H400X200X8
0.550
AISC- H1-3
19
0.008
0.000
0.000
0.000
128
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
129
H150X75X5
H150X75X5
0.006
AISC- H2-1
1
0.002
0.000
0.000
0.000
130
H400X200X8
H400X200X8
0.469
AISC- H1-3
48
0.008
0.000
0.000
0.000
131
Taper
175X650
0.578
AISC- H1-3
19
0.007
0.000
0.000
0.000
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Ref By
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File
Date27-Jun-12 Date/Time
WW SB REV 1.std
Chd
30-Aug-2012 16:50
Utilization Ratio Cont... Beam AnalysisPropertyDesignProperty
Ratio
Clause
L/C
Ax
Iz
Iy
Ix
(m2)
(m4)
(m4)
(m4)
132
Taper
175X650
0.549
AISC- H1-3
48
0.007
0.000
0.000
0.000
133
DLC1523
DLC1523
0.205
AISC- H1-3
67
0.001
0.000
0.000
0.000
134
DLC1523
DLC1523
0.204
AISC- H1-3
63
0.001
0.000
0.000
0.000
135
H400X200X8
H400X200X8
0.465
AISC- H1-3
19
0.008
0.000
0.000
0.000
136
H400X200X8
H400X200X8
0.423
AISC- H1-3
48
0.008
0.000
0.000
0.000
137
H125X125X6.5 H125X125X6.5
0.070
AISC- H1-3
67
0.003
0.000
0.000
0.000
138
H125X125X6.5 H125X125X6.5
0.068
AISC- H1-3
67
0.003
0.000
0.000
0.000
143
H400X200X8
H400X200X8
0.029
AISC- H1-3
63
0.008
0.000
0.000
0.000
144
H400X200X8
H400X200X8
0.029
AISC- H1-3
63
0.008
0.000
0.000
0.000
145
H400X200X8
H400X200X8
0.029
AISC- H1-3
63
0.008
0.000
0.000
0.000
146
H400X200X8
H400X200X8
0.029
AISC- H1-3
63
0.008
0.000
0.000
0.000
147
H400X200X8
H400X200X8
0.015
AISC- H1-3
64
0.008
0.000
0.000
0.000
148
H400X200X8
H400X200X8
0.018
AISC- H1-3
64
0.008
0.000
0.000
0.000
149
H400X200X8
H400X200X8
0.015
AISC- H1-3
63
0.008
0.000
0.000
0.000
150
H400X200X8
H400X200X8
0.018
AISC- H1-3
64
0.008
0.000
0.000
0.000
151
DLC1523
DLC1523
0.206
AISC- H1-3
67
0.001
0.000
0.000
0.000
152
DLC1523
DLC1523
0.205
AISC- H1-3
63
0.001
0.000
0.000
0.000
153
H125X125X6.5 H125X125X6.5
0.090
AISC- H1-3
36
0.003
0.000
0.000
0.000
154
H125X125X6.5 H125X125X6.5
0.090
AISC- H1-3
36
0.003
0.000
0.000
0.000
155
H400X200X8
H400X200X8
0.028
AISC- H1-3
63
0.008
0.000
0.000
0.000
156
H400X200X8
H400X200X8
0.028
AISC- H1-3
63
0.008
0.000
0.000
0.000
157
L50X50X5
L50X50X5
0.147
AISC- H1-3
19
0.000
0.000
0.000
0.000
158
L50X50X5
L50X50X5
0.005
AISC- H1-3
22
0.000
0.000
0.000
0.000
159
L50X50X5
L50X50X5
0.001
TENSION
10
0.000
0.000
0.000
0.000
160
L50X50X5
L50X50X5
0.143
AISC- H1-3
19
0.000
0.000
0.000
0.000
161
L75X75X6
L75X75X6
0.745
AISC- H1-1
6
0.001
0.000
0.000
0.000
162
L75X75X6
L75X75X6
0.329
AISC- H1-1
20
0.001
0.000
0.000
0.000
163
L75X75X6
L75X75X6
0.768
AISC- H1-1
6
0.001
0.000
0.000
0.000
164
L75X75X6
L75X75X6
0.464
AISC- H1-1
20
0.001
0.000
0.000
0.000
165
L75X75X6
L75X75X6
0.745
AISC- H1-1
6
0.001
0.000
0.000
0.000
166
L75X75X6
L75X75X6
0.329
AISC- H1-1
20
0.001
0.000
0.000
0.000
167
L75X75X6
L75X75X6
0.817
AISC- H1-1
6
0.001
0.000
0.000
0.000
168
L75X75X6
L75X75X6
0.286
AISC- H1-1
80
0.001
0.000
0.000
0.000
169
L75X75X6
L75X75X6
0.768
AISC- H1-1
6
0.001
0.000
0.000
0.000
170
L75X75X6
L75X75X6
0.464
AISC- H1-1
20
0.001
0.000
0.000
0.000
171
L75X75X6
L75X75X6
0.817
AISC- H1-1
6
0.001
0.000
0.000
0.000
172
L75X75X6
L75X75X6
0.297
AISC- H1-1
88
0.001
0.000
0.000
0.000
173
H350X175X7
H350X175X7
0.929
AISC- H1-3
49
0.006
0.000
0.000
0.000
174
H350X175X7
H350X175X7
0.752
AISC- H1-3
61
0.006
0.000
0.000
0.000
175
H350X175X7
H350X175X7
0.529
AISC- H1-3
47
0.006
0.000
0.000
0.000
176
H350X175X7
H350X175X7
0.529
AISC- H1-3
47
0.006
0.000
0.000
0.000
177
H350X175X7
H350X175X7
0.535
AISC- H1-3
48
0.006
0.000
0.000
0.000
178
H350X175X7
H350X175X7
0.535
AISC- H1-3
51
0.006
0.000
0.000
0.000
179
H350X175X7
H350X175X7
0.529
AISC- H1-3
47
0.006
0.000
0.000
0.000
180
H350X175X7
H350X175X7
0.535
AISC- H1-3
48
0.006
0.000
0.000
0.000
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16 Part
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Ref By
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File
Date27-Jun-12
Chd
Date/Time
WW SB REV 1.std
30-Aug-2012 16:50
Utilization Ratio Cont... Beam AnalysisPropertyDesignProperty
Ratio
Clause
L/C
Ax
Iz
Iy
Ix
(m2)
(m4)
(m4)
(m4)
181
H350X175X7
H350X175X7
0.358
AISC- H1-3
51
0.006
0.000
0.000
0.000
182
H350X175X7
H350X175X7
0.576
AISC- H1-3
7
0.006
0.000
0.000
0.000
183
H350X175X7
H350X175X7
0.691
AISC- H1-3
49
0.006
0.000
0.000
0.000
184
H350X175X7
H350X175X7
0.560
AISC- H1-3
19
0.006
0.000
0.000
0.000
185
H350X175X7
H350X175X7
0.560
AISC- H1-3
19
0.006
0.000
0.000
0.000
186
H350X175X7
H350X175X7
0.563
AISC- H1-3
19
0.006
0.000
0.000
0.000
187
H350X175X7
H350X175X7
0.563
AISC- H1-3
19
0.006
0.000
0.000
0.000
188
H350X175X7
H350X175X7
0.560
AISC- H1-3
19
0.006
0.000
0.000
0.000
189
H350X175X7
H350X175X7
0.563
AISC- H1-3
19
0.006
0.000
0.000
0.000
190
H350X175X7
H350X175X7
0.367
AISC- H1-3
19
0.006
0.000
0.000
0.000
Y X Z
Load 15
Whole Structure
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R2
R1
R10 R2
R4R3R9 R5 R1 R4 R7 R6 R4R3R9 R5 R1 R1 R4 R7
R2
R5 R8R3 R2 R4 R1 R1 R4 R7
R2
R5 R8R3 R2 R4 R1 R1 R10 R4 R7
R2
R4R3R9 R5 R1 R1 R4 R7 R1
R10 R2
R4R3R9 R5 R1 R4 R7 R6 R4R3R9 R5 R1 R1 R4 R7
R2
R5 R8R3 R2 R4 R1 R1 R4 R7 R6 R5 R8R3 R2 R4 R1 R1 R4 R7
R1 X
R5 R8R3 R2 R4 R1 R1 R10 R4 R7
R2 R10
R4R3R9 R5 R1 R1 R4 R7
Z
30-Aug-2012 16:50
R5 R8R3 R2 R4 R1 R1 R4 R7 R6 R5 R8R3 R2 R4 R1 R1 R4 R7
R4R3R9 R5 R1 R1 R4 R7
Y
Date/Time
WW SB REV 1.std
Chd
R8R3 R1 R10 R4 R7
R2
R9 R3 R1 R4 R7
Date27-Jun-12
R2
R4R3R9 R5 R1 R4 R6 R1
R5 R8R3 R2 R4 R1 R1 R4 R6 R1
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Date27-Jun-12
WW SB REV 1.std
R2
30-Aug-2012 16:50
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R8
R3
Date/Time
Chd
R9
R1
R3 R1
R4
R4
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R1
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R7
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R3 R1
R5 R1
R6
R7
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R5 R1
R7
R3 R1
R5 R1
R7
R3 R1
R5 R1
R7
Date27-Jun-12
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R6
Date/Time
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R7
R3 R1
R5 R1
Chd
R7
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R3 R9
R2
R2
R8 R3
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R10
R7
R3 R9
R7
R3 R9
R7
R3 R9
R2
R2
R2
R2
R2
R2
R8 R3
R7
R8 R3
R7
R8 R3
R7
R10
R10
R7
R3 R9
R7
Date27-Jun-12 Date/Time
WW SB REV 1.std
R3 R9
R7
R3 R9
R7
R3 R9
R2
R2
R2
R2
R2
R2
R2
R2
R8 R3
R7
R8 R3
Y
R7
R8 R3
R7
R8 R3
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STAAD.Pro for Windows Release 2007
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OWNER
KSO Design : Joe Chek : Arif App : Heru
3.4.11. DESIGN CALCULATION HOISE CRANE (CAPACITY 5 Ton ) WORKSHOP AND WARE HOUSE PLTU SUMBAWA BARAT
KAP 5 T
1. Calculating Needs Run Way Beam Assuming As a simple beam
Rmax
Rmax
wheelbase X1
X2
PLTU SUMBAWA BARAT 2X7 MW
OWNER
KSO Design : Joe Chek : Arif App : Heru
Data -
:
Calculated from data ABUS Rmax Rmax X 1,25 ( Impact Load ) = 32,7 X 1,25 = 40,87 KN
-
Calculated from data ABUS Rmin Rmin X 1,25 ( Impact Load ) = 6,2 X 1,25 = 7,75 KN
-
Wheels range from data ABUS = 1.9 m
2. Using Program 2007 Staad Pro wearing running load (Moving Load) the results of the analysis with the hood Hoist Crane 5000 kg obtained values Biggest Reaction.
PLTU SUMBAWA BARAT 2X7 MW
OWNER
KSO Design : Joe Chek : Arif App : Heru
3. Check Requirement Profile Runway Beam used
-
By using steel profiles designed WF 350 x 175 with a ratio of 0.655 the profile is SAFE to use
PLTU SUMBAWA BARAT 2X7 MW
OWNER
KSO Design : Joe Chek : Arif App : Heru
4. Check Against Deflection
-
According to the MBA from a book about Hoist crane that is allowable deflection: L/600 so = 6000/600 = 10 mm> of L design (3 mm) so the profile that is used to support the weight of 5000 kg.
PLTU SUMBAWA BARAT 2X7 MW
OWNER
KSO Design : Joe Chek : Arif App : Heru
5. COMBINATION HOIST CRANE
In accordance with the contract data on crane hoist combinations are: Combination Hoist Crane For Construction 0,75 DL + 0,75 LL + 0,75 Crane Load 1 0,75 DL + 0,75 LL + 0,75 Crane Load 2 0,75 DL + 0,75 LL + 0,75 Crane Load 3 0,75 DL + 0,75 LL + 0,75 Crane Load 4 0,75 DL + 0,75 LL + 0,75 Crane Load 5 0,75 DL + 0,75 LL + 0,75 Crane Load 6 0,75 DL + 0,75 LL + 0,75 Crane Load 7 0,75 DL + 0,75 LL + 0,75 Crane Load 8
PLTU SUMBAWA BARAT 2X7 MW
OWNER
KSO Design : Joe Chek : Arif App : Heru
0,75 DL + 0,75 LL + 0,75 Crane Load 1 +0.75 Wx 0,75 DL + 0,75 LL + 0,75 Crane Load 2 +0.75 Wx 0,75 DL + 0,75 LL + 0,75 Crane Load 3 +0.75 Wx 0,75 DL + 0,75 LL + 0,75 Crane Load 4 +0.75 Wx 0,75 DL + 0,75 LL + 0,75 Crane Load 5 +0.75 Wx 0,75 DL + 0,75 LL + 0,75 Crane Load 6 +0.75 Wx 0,75 DL + 0,75 LL + 0,75 Crane Load 7 +0.75 Wx 0,75 DL + 0,75 LL + 0,75 Crane Load 8 +0.75 Wx Normal condition 1 DL + 1 LL + 0,75 Crane Load 1 1 DL + 1 LL + 0,75 Crane Load 2 1 DL + 1 LL + 0,75 Crane Load 3 1 DL + 1 LL + 0,75 Crane Load 4 1 DL + 1 LL + 0,75 Crane Load 5 1 DL + 1 LL + 0,75 Crane Load 6 1 DL + 1 LL + 0,75 Crane Load 7 1 DL + 1 LL + 0,75 Crane Load 8 SEVERE CONDITION 0,75 DL + 0,75 LL + 0,75 Crane Load 1 +0.75 Gempa Arah X + 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 2 +0.75 Gempa Arah X + 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 3 +0.75 Gempa Arah X + 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 4 +0.75 Gempa Arah X + 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 5 +0.75 Gempa Arah X + 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 6 +0.75 Gempa Arah X + 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 7 +0.75 Gempa Arah X + 0,225 Gempa Arah Z PLTU SUMBAWA BARAT 2X7 MW
OWNER
KSO Design : Joe Chek : Arif App : Heru
0,75 DL + 0,75 LL + 0,75 Crane Load 8 +0.75 Gempa Arah X + 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 1 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 2 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 3 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 4 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 5 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 6 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 7 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 8 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 1 -0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 2 -0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 3 -0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 4 -0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 5 -0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 6 -0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 7 -0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 8 -0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 1 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 2 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 3+0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 4 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 5+0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 6 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 7 +0.75 Gempa Arah X - 0,225 Gempa Arah Z 0,75 DL + 0,75 LL + 0,75 Crane Load 8 +0.75 Gempa Arah X - 0,225 Gempa Arah Z PLTU SUMBAWA BARAT 2X7 MW
