CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE

KSO :

PROJECT

:

PLTU SUMBAWA BARAT 2X7 MW

CLIENT

:

PT PLN (Persero)

LOCATION

:

NTB, WEST SUMBAWA

DOCUMENT NO

:

ZII-ZP13-00-DC-C-WW

JOE ARF HY

PLN

PREPARED

CHECKED

APVD

APVD

REV

DESCRIPTION

DATE

KSO PT TWINK INDONESIA AND PT CIRCLE

Issued for Approval

0 Oct 29, 2008

CALCULATION SHEET FOR

BALANCE OF PLANT ZII-ZP13-00-C-WW

WORKSHOP & WAREHOUSE

REV. BY CHKD APVD Joe Arf Hy Rev. No. TWINK INDONESIA Project Manager Engineering Manager Procurement Manager Construction Manager QA/QC Manager PT PLN (Persero)

Asst. Project Control Manager WORKSHOP & WAREHOUSE

BALANCE OF PLANT ZII-ZP13-00-C-WW

Project Manager

PERFECT CIRCLE ENGINEERING REVISION HISTORICAL SHEET

Date Description

Project Manager CALCULATION SHEET FOR

DATE 31-Aug-12

DISTRIBUTION ORDER

Engineering Manager Asst. Engineering Manager Issued for Approval 31-Aug-12

Asst. Construction & QA/QC Project Control Manager

Process Lead Engineer

Civil Lead Engineer Asst. Start Up Manager 1

DOC. NO :

ZII-ZP13-00-DC-C-WW 0

QA/QC Manager HSE Manager Adm & Finance Manager Project Control Manager Process Lead Engineer

Civil Lead Engineer Document Control Mechanical Lead Engineer

Piping Lead Engineer Electrical Lead Engineer

Instrument Lead Engineer Document Control Document Control

Instrument Lead Engineer

Piping Lead Engineer Chief HSE Chief Logistic Electrical Lead Engineer

Instrument Lead Engineer Civil Lead Engineer

Mechanical Lead Engineer

Asst. Start Up Manager

Mechanical Lead Engineer Process Lead Engineer Piping Lead Engineer Electrical Lead Engineer Civil Lead Engineer

X

X X

X

REV BY CHKD APVD

Joe Arf Hy

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

DATE BALANCE OF PLANT ZII-ZP13-00-C-WW

CALCULATION SHEET FOR

31-Aug-12 WORKSHOP & WAREHOUSE

DOC. NO : ZII-ZP13-00-DC-C-WW

CONTENTS

0

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

REV BY CHKD APVD

Joe Arf Hy

1 GENERAL

1.1 OUTLINE OF STRUCTURE

Project : PLTU SUMBAWA BARAT 2X7 MW

Client : PT PLN (Persero)

Location : NTB, WEST SUMBAWA

Balance Of Plant : WORKSHOP & WAREHOUSE Foundation Type : REINFORMENT CONCREATE

1.2 APPLICABLE SPECIFICATIONS, CODES AND STANDARD

1) Project Specification

ZII-ZP13-00-DC-C-WW : Design Specification for Civil and Structural 2) Codes and Standards

ASCE 7-2002 : Minimum Design Loads for Buildings and Other Structures UBC 1997 : Uniform Building Code

RSNI-03-1726-2010 : Rencana Standar Nasional Indonesia-03-1726-2010 ACI 318-2002 : Building Code Requirement for Structural Concrete

1.3 ALLOWABLE STRESS AND UNIT WEIGHT OF MATERIAL

Specified compressive strength of concrete : fc' = 250 kg/cm2 Yield strength for deform rebar : fy = 2450 kg/cm2

Unit weight of reinforcement concrete : gc = 2400 kg/m3

Unit weight of soil : gs = 2800 kg/m3

Unit weight of water : gw = 1000 kg/m3

Quality of Bolts = A325

Quality of Welding = E70XX

31-Aug-12 WORKSHOP & WAREHOUSE

CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW

ZII-ZP13-00-DC-C-WW DOC. NO :

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)

DATE

0

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

REV BY CHKD APVD

Joe Arf Hy

2 CALCULATION

2.1 SPACIFICATION AT BUILDING

This structure is supported by a piled foundation.

2.2 DIMENSIONS

Length of the Main Building : 48.00 m'

Width of the Main Building : 15.00 m'

Building Height : 6.00 m'

CALCULATION SHEET FOR

DATE

ZII-ZP13-00-DC-C-WW DOC. NO :

31-Aug-12 BALANCE OF PLANT ZII-ZP13-00-C-WW

WORKSHOP & WAREHOUSE

This calculation is prepared to explain the detail design of structure for ZII-ZP13-00-C-WW - Workshop and Ware House.

0

Building Height : 6.00 m'

Using Roof Zincalumunium

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

REV. BY CHKD APVD Joe Arf Hy 3 LOADING 3.1 Dead Load distance Span (L) : 6.00 m' Weight of purlin C 150x65X20X2.3 (bp) : 5.50 Kg/m'

Weight Roof of Zincalumunium (bz) : 10.00 kg/m2

distance antar purlin (L') : 1.20 m'

Weight Per M 'Span : ((L*bz*L')+(bp*L))/L' 6 meter : 87.50Kg/m'

3.2 Live Load

Zincallumunium live load on the roof (rain water) : ( H ) : 20 Kg/m2

Workers live load (Node load) ( La ) : 100 kg

span distance : 6 m'

Rainfall evenly distributed load span of 6 m : 120 kg/m' DOC. NO : CALCULATION SHEET FOR

BALANCE OF PLANT ZII-ZP13-00-C-WW

31-Aug-12 DATE WORKSHOP & WAREHOUSE

ZII-ZP13-00-DC-C-WW L L' bp bz 0 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

V2 16

We assume the wind speed V, m / s are: 33.33 m/det / (120 km/Hr)

then the wind pressure is: 69.44 kg/m2 70 kg/m2

Based on the structure used is the usual form of the saddle without a wall at an angle of the saddle

is 150

P =

REV

BY CHKD APVD

Joe Arf Hy

Closed roof of the building (Imposition Regulations PPIUG 1983)

- X direction side edge

* Press 1 side = 0.9 x = 3 : 189 kg/m'

* Press 2 side = 0.02 α - 0.6 x = 3 : -63 kg/m'

* Suction side 1 = -0.4 x = 3 : -84 kg/m'

* Suction side 2 = -0.4 x = 3 : -84 kg/m'

- The direction X of Central

* Press 1 side = 0.9 x = 6 : 378 kg/m' * Press 2 side = 0.02 α - 0.6 x = 6 : -126 kg/m' * Suction side 1 = -0.4 x = 6 : -168 kg/m' * Suction side 2 = -0.4 x = 6 : -168 kg/m' DATE ZII-ZP13-00-DC-C-WW 31-Aug-12

BALANCE OF PLANT ZII-ZP13-00-C-WW

DOC. NO : WORKSHOP & WAREHOUSE

CALCULATION SHEET FOR

Wind loads on the roof on the edge

Wind loads on the roof in the middle

0

- Z direction side edge

* Press the side edges = 0.9 x = 7.5 : 473 kg/m'

* Press the sides of the Middle = 0.9 x = 7.5 : 473 kg/m'

* Suction side edges = -0.4 x = 7.5 : -210 kg/m'

* Suction side of Central = -0.4 x = 7.5 : -210 kg/m'

1.2 De2 or (De2 + 0.6) 1.2 De2 or (De2 + 0.6)

REV

BY CHKD APVD

Joe Arf Hy

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 = IV Factors virtue = 1.5 Karegori Resiko Faktor Keutamaan (I) 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 3.4.2Determine Ss and S1 Ss = 1.00 g S1 = 0.60 g 1.25 IV 1.5 DOC. NO : ZII-ZP13-00-DC-C-WW 31-Aug-12 DATE Jenis Pemanfaatan I II 1.0 III 1.0 CALCULATION SHEET FOR

BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE

0

Ss = 1.0 g

REV

BY CHKD APVD

Joe Arf Hy

3.4.3Determine the site class (soil type)

Soil conditions at the building site = Tanah Sedang

Class Site = SD 1.1 1.02 1

1 1.2 1.25

N or Nch Su (kpa)

SA (batuan keras) NA NA

SB (batuan) NA NA

SC (tanah keras sangat padat > 50 ≥ 100 CALCULATION SHEET FOR

BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE

DOC. NO : Interpolasi Vs(m/detik) > 1500 750 < Vs ≤

1500

350 < Vs ≤

750

ZII-ZP13-00-DC-C-WW DATE 31-Aug-12

Sifat rata-rata pada 30 m Lapisan Atas Kelas Situs

S1= 0.6 g

0

SC (tanah keras sangat padat dan batuan lunak)

> 50 ≥ 100 SD (tanah sedang) 15<Vs≤50 50<Vs≤100

< 15 < 50

Setiap profil lapisan tanah yang memiliki salah satu atau lebih dari karakteristik sebagai berikut : SE (tanah lunak)

< 175

- 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

350 < Vs ≤

750

1. indeks plastisitas, PI > 20 2. Kadar air, w ≥ 40 persen, dan kuat geser nir air Su < 25 kpa

Atau setiap profil tanah yang mengandung lebih dari 3 m tanah dengan karakteristik sebagai berikut :

175 < Vs ≤

350

SF (tanah khusus, yang membutuhkan investigasi geoteknik spesifik dan analis respons spesifik situs)

REV

BY CHKD APVD

Joe Arf Hy

3.4.4Determine the value Fa and Fv

Fa = 1.1(Interpolasi)

Fv = 1.5

Parameter Respon Spektra Percepatan Perioda Pendek, Fa Ss ≤ 0.25 Ss = 0.5 Ss = 0.75 Ss = 1 Ss ≥ 1.25 SA 0.8 0.8 0.8 0.8 0.8 SB 1 1 1 1 1 SC 1.2 1.2 1.1 1 1 SD 1.6 1.4 1.2 1.1 1 SE 2.5 1.7 1.2 0.9 0.9

Parameter Respon Spektra Percepatan Perioda detik, Fv S1 ≤ 0.1 S1 = 0.2 S1 = 0.3 S1 = 0.4 S1 ≥ 0.5 SA 0.8 0.8 0.8 0.8 0.8 SB 1 1 1 1 1 SC 1.7 1.6 1.5 1.4 1.3 SD 2.4 2 1.8 1.6 1.5 SE 3.5 3.2 2.8 2.4 2.4

3.4.5Determine the value SDS and S1

SDS = 0.733

SD1 = 0.600

T0 = 0.164

Ts = 0.818

3.4.6 Respon Spektra Desain

T(s) A(g) 0.000 0.29 0.164 0.73 0.818 0.73 0.900 0.67 1.000 0.60 Kelas Situs

SF Situs yg membutuhkan investigasi geoteknik spesifik dan analisis respons spesifik situs

Kelas Situs

SF

Respon Spektra Desain

BALANCE OF PLANT ZII-ZP13-00-C-WW

WORKSHOP & WAREHOUSE DATE

Situs yg membutuhkan investigasi geoteknik spesifik dan analisis respons spesifik situs

CALCULATION SHEET FOR

31-Aug-12 ZII-ZP13-00-DC-C-WW DOC. NO : 0.70 0.80 0 1.000 0.60 1.100 0.55 1.200 0.50 1.300 0.46 1.400 0.43 1.500 0.40 1.600 0.38 1.700 0.35 1.800 0.33 1.900 0.32 2.000 0.30 2.100 0.29 2.200 0.27 2.300 0.26 2.400 0.25 2.500 0.24 2.600 0.23 2.700 0.22 2.800 0.21 2.900 0.21 3.000 0.20 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0 .0 0 0 0 .1 6 4 0 .8 1 8 0 .9 0 0 1 .0 0 0 1 .1 0 0 1 .2 0 0 1 .3 0 0 1 .4 0 0 1 .5 0 0 1 .6 0 0 1 .7 0 0 1 .8 0 0 1 .9 0 0 2 .0 0 0 2 .1 0 0 2 .2 0 0 2 .3 0 0 2 .4 0 0 2 .5 0 0 2 .6 0 0 2 .7 0 0 2 .8 0 0 2 .9 0 0 3 .0 0 0

REV

BY CHKD APVD

Joe Arf Hy

3.4.7 Determination of seismic design category (KDG)

SDS<0.167 0.167<SDS<0.33 0.33<SDS<0.50 0.50 ≤SDS SD1<0.067 0.067<SD1<0.133 0.133<SD1<0.20 0.20 ≤SD1

3.4.8 Determination of the level of seismic risk

Rendah Menengah Tinggi RSNI 1726-10 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 SD1 KDS DATE SD D CALCULATION SHEET FOR

BALANCE OF PLANT ZII-ZP13-00-C-WW WORKSHOP & WAREHOUSE

DOC. NO : ZII-ZP13-00-DC-C-WW

Kode Tingkat Resiko Kegempaan

B B

C

Bangunan Gedung Fasilitas Penting A 1.1 1.5 0.733 0.600 31-Aug-12 IV 1.5 1.00 0.60 C D D Kategori Resiko A Nilai SD1 Kategori Resiko I stsu II atau III IV

A Nilai SDS D IV A B C D I stsu II atau III

B C 0 KDS T(s) / T A(g) / C D 0.818 0.73

REV

BY CHKD APVD

Joe Arf Hy

3.4.10 Calculation of earthquake forces drawn from the program Staad Pro

Estimated time of vibration (T) = 0.818 Second

Coefficient of virtue (I) = 1.5 Important buildings such as power plants Reduction of seismic coefficient (Rx) = 8.5 Steel with steel SRPMK

Reduction of seismic coefficient (Rz) = 6.5 Steel with steel SRPMK SEISMIC OPERATING CONDITION

Node L/C Force-X kg Force-Y kg Force-Z kg Moment-X kip-in Moment-Y kip-in Moment-Z kip-in 60 101 -561.078 2644.41 69.569 0 0 0 57 101 561.078 2644.41 69.569 0 0 0 69 101 -561.078 2642.776 -68.46 0 0 0 66 101 561.078 2642.775 -68.46 0 0 0 12 101 -561.076 2633.408 -57.672 0 0 0 9 101 561.077 2633.405 -57.672 0 0 0 91 101 -561.078 2632.59 57.149 0 0 0 88 101 561.078 2632.589 57.149 0 0 0 32 101 -551.446 2555.405 0.048 0 0 0 82 101 -551.446 2555.405 -0.024 0 0 0 29 101 551.447 2555.405 0.048 0 0 0 79 101 551.447 2555.405 -0.024 0 0 0 19 101 -551.446 2555.404 -0.002 0 0 0 16 101 551.447 2555.404 -0.002 0 0 0 49 101 -547.636 2363.865 -71.941 0 0 0 46 101 547.636 2363.865 -71.941 0 0 0 5 101 -547.636 2363.048 71.335 0 0 0 2 101 547.636 2363.048 71.335 0 0 0 45892.617

R x-dir 8.5 C 0.73 Cd X-dir 0.129 V X-dir 5939.04

R z-dir 6.5 I 1.5 Cd Z-dir 0.169 V Z-dir 7766.44

Wi * Hi S Wi.hi

60 2644.41 2644.41 61 6 15866.46 0.058 61 FX 342.22 61 FZ 447.52

Node Node Up Hi Sx Sz

CALCULATION SHEET FOR BALANCE OF PLANT ZII-ZP13-00-C-WW

WORKSHOP & WAREHOUSE

DOC. NO : ZII-ZP13-00-DC-C-WW DATE 31-Aug-12 Force-Y kg Wi Wi * Hi 0 60 2644.41 2644.41 61 6 15866.46 0.058 61 FX 342.22 61 FZ 447.52 57 2644.41 2644.41 58 6 15866.46 0.058 58 FX 342.22 58 FZ 447.52 69 2642.776 2642.776 70 6 15856.656 0.058 70 FX 342.01 70 FZ 447.24 66 2642.775 2642.775 67 6 15856.65 0.058 67 FX 342.01 67 FZ 447.24 12 2633.408 2633.408 13 6 15800.448 0.057 13 FX 340.8 13 FZ 445.66 9 2633.405 2633.405 10 6 15800.43 0.057 10 FX 340.8 10 FZ 445.66 91 2632.59 2632.59 92 6 15795.54 0.057 92 FX 340.69 92 FZ 445.52 88 2632.589 2632.589 89 6 15795.534 0.057 89 FX 340.69 89 FZ 445.52 32 2555.405 2555.405 34 6 15332.43 0.056 34 FX 330.7 34 FZ 432.46 82 2555.405 2555.405 83 6 15332.43 0.056 83 FX 330.7 83 FZ 432.46 29 2555.405 2555.405 30 6 15332.43 0.056 30 FX 330.7 30 FZ 432.46 79 2555.405 2555.405 80 6 15332.43 0.056 80 FX 330.7 80 FZ 432.46 19 2555.404 2555.404 20 6 15332.424 0.056 20 FX 330.7 20 FZ 432.46 16 2555.404 2555.404 17 6 15332.424 0.056 17 FX 330.7 17 FZ 432.46 49 2363.865 2363.865 50 6 14183.19 0.052 50 FX 305.92 50 FZ 400.04 46 2363.865 2363.865 47 6 14183.19 0.052 47 FX 305.92 47 FZ 400.04 5 2363.048 2363.048 6 6 14178.288 0.051 6 FX 305.81 6 FZ 399.91 2 2363.048 2363.048 3 6 14178.288 0.051 3 FX 305.81 3 FZ 399.91 275355.7

REV BY CHKD APVD Joe Arf Hy 31-Aug-12 DOC. NO : ZII-ZP13-00-DC-C-WW CALCULATION SHEET FOR

BALANCE OF PLANT ZII-ZP13-00-C-WW

WORKSHOP & WAREHOUSE DATE

0

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).

1. Dinding geser beton bertulang 2,7 4,5 2,8

2. Dinding penumpu dengan rangka baja ringan dan bresing tarik

1,8 2,8 2,2

3.Rangka bresing di mana bresingnya memikul beban gravitasi

a.Baja 2,8 4,4 2,2

b.Beton bertulang (tidak untuk Wilayah 5 & 6) 1,8 2,8 2,2

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. Rangka bresing eksentris baja (RBE) 4,3 7,0 2,8

2. Dinding geser beton bertulang 3,3 5,5 2,8

3. Rangka bresing biasa

a.Baja 3,6 5,6 2,2

b.Beton bertulang (tidak untuk Wilayah 5 & 6) 3,6 5,6 2,2

4. Rangka bresing konsentrik khusus

a.Baja 4,1 6,4 2,2

5. Dinding geser beton bertulang berangkai daktail 4,0 6,5 2,8

6. Dinding geser beton bertulang kantilever daktail penuh

3,6 6,0 2,8

7. Dinding geser beton bertulang kantilever daktail parsial

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)

1. Rangka pemikul momen khusus (SRPMK)

a.Baja 5,2 8,5 2,8

b.Beton bertulang 5,2 8,5 2,8

2. Rangka pemikul momen menengah beton (SRPMM) 3,3 5,5 2,8

3. Rangka pemikul momen biasa (SRPMB)

a.Baja 2,7 4,5 2,8

b.Beton bertulang 2,1 3,5 2,8

4. Rangka batang baja pemikul momen khusus (SRBPMK)

4,0 6,5 2,8

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

1. Dinding geser

a.Beton bertulang dengan SRPMK beton bertulang 5,2 8,5 2,8

b.Beton bertulang dengan SRPMB baja 2,6 4,2 2,8

c. Beton bertulang dengan SRPMM beton bertulang 4,0 6,5 2,8

2. RBE baja

a.Dengan SRPMK baja 5,2 8,5 2,8

Rangka pemikul momen harus direncanakan secara terpisah mampu memikul sekurang-kurangnya 25% dari seluruh beban lateral; 3) kedua sistem harus direncanakan untuk memikul secara bersama-sama seluruh beban lateral dengan memperhatikan interaksi /sistem ganda)

a.Dengan SRPMK baja 5,2 8,5 2,8

b.Dengan SRPMB baja 2,6 4,2 2,8

3. Rangka bresing biasa

a.Baja dengan SRPMK baja 4,0 6,5 2,8

b.Baja dengan SRPMB baja 2,6 4,2 2,8

c.Beton bertulang dengan SRPMK beton bertulang (tidak untuk Wilayah 5 & 6)

4,0 6,5 2,8

d.Beton bertulang dengan SRPMM beton bertulang (tidak untuk Wilayah 5 & 6)

2,6 4,2 2,8

4. Rangka bresing konsentrik khusus

a.Baja dengan SRPMK baja 4,6 7,5 2,8

b.Baja dengan SRPMB baja 2,6 4,2 2,8

5. Sistem struktur gedung kolom kantilever: (Sistem struktur yang memanfaatkan kolom kantilever untuk memikul beban lateral)

Sistem struktur kolom kantilever 1,4 2,2 2

6. Sistem interaksi dinding geser dengan rangka

Beton bertulang biasa (tidak untuk Wilayah 3, 4, 5 & 6) 3,4 5,5 2,8 7. Subsistem tunggal

(Subsistem struktur bidang yang membentuk struktur gedung secara keseluruhan)

1. Rangka terbuka baja 5,2 8,5 2,8

2. Rangka terbuka beton bertulang 5,2 8,5 2,8

3. Rangka terbuka beton bertulang dengan balok beton pratekan (bergantung pada indeks baja total)

3,3 5,5 2,8

4. Dinding geser beton bertulang berangkai daktail penuh.

4,0 6,5 2,8

5. Dinding geser beton bertulang kantilever daktail parsial

3,3 5,5 2,8

1. PLAN OF PURLING

A. TRY PURLIN

H =

125

mm

brt =

4.51

Kg/m

B =

50

mm

Ix =

137

cm

4

C =

20

mm

Iy =

21

cm

4

t =

2.3

mm

Zx =

21.9

cm

3

A =

5.75

cm

2

Zy =

6.22

cm

3

B. PLAN DATA

Self Weight Roof

Kg/m

2

SKBI 1,3,53,1987

Loads of People

Kg

SKBI 1,3,53,1987

Loads due to rain (40-0.8*a < 20 Kg/m

2

)

Kg/m

2

SKBI 1,3,53,1987

CHKD

CALCULATION SHEET FOR

BALANCE OF PLANT ZII-ZP13-00-C-WW

WORKSHOP & WAREHOUSE

BY

C 150 x 65 x 2.3

5

100

20

DOC. NO :

ZII-ZP13-00-DC-C-WW

DATE

30-Aug-12

Rev

ARF

JOE

APVD

HY

0

Loads due to rain (40-0.8*a < 20 Kg/m )

Kg/m

SKBI 1,3,53,1987

Length of Purlin

600

m

perencanaan 1 bentang

Distance Between purlin

m

The roof angle

o

Cos a

Sin a

C. LOADING THE PURLIN

Dead Load (DL)

Weight of Roof

Kg/m

(Jarak PURLIN*bs. Atap)

Self Weight Purlin

Kg/m

Dead Load (Disributed)

qDL

Kg/m

0.105

Live Load (LL)

Rain water load

Kg/m

Live Load (Distributed)

qLL

Kg/m

0.24

pLL

Kg

D. MOMENTS IN PURLIN

Dead Load (DL)

Mx =

=

45.7

Kgm

Mx= 1/8*qDL*cosx*lx^2

20

6

1.20

15

0.97

0.26

6

4.51

10.51

24

24

100

Loads of people in the middle purlin

(Nodal)

Mx =

=

45.7

Kgm

Mx= 1/8*qDL*cosx*lx^2

My =

=

1.36

Kgm

My= 1/8*qDL*sinx*(lx/3)^2

Live Load (LL)

Distributed Load

Mx =

=

104.3

Kgm

Mx= 1/8*qLL*cosx*lx^2

My =

=

3.11

Kgm

My= 1/8*qLL*sinx*(lx/3)^2

Point Load

Mx =

=

144.9

Kgm

Mx= 1/4*P*cosx*lx

My =

=

12.9

Kgm

My= 1/4*P*sinx*(lx/3)

Table Moment on Purlin

Distributed Point

Mx

104.3 144.9

My

3.11 12.94

E. CHECK OF STRESS

Factor of safety (2400/1.5 = 1600 kg/cm2) for the bending axis of the profile has a value:

then,

=

1100

Kg/cm

2

(Mx/Wy)+(My/Wx)

JOE

45.7

190.6

DL

LL

DL +LL

ZII-ZP13-00-DC-C-WW

Stress that occurs at the purlin at the time of the operation must be smaller than the stress

permits the steel /

BALANCE OF PLANT ZII-ZP13-00-C-WW

WORKSHOP & WAREHOUSE

30-Aug-12

1.36

14.3

<

1600

Kg/cm

2

APVD

CHKD

BY

DATE

DOC. NO :

ARF

HY

Rev

CALCULATION SHEET FOR

0

'



'



then,

=

1100

Kg/cm

(Mx/Wy)+(My/Wx)

PROFIL OK

F. CHECK DEFLECTION

Allowable for a profile they will have a bending axis with a value of:

E

Kg/cm2

*obtained from equation :

Live Load + Dead Load

=

cm

=

cm

=

1.96 cm

<

ijin

=

2.40

cm

PROFIL OK

Live Load Distributed

Deflection that occurs at the purlin at the time of the operation of the load must be smaller

than the deflection

0.04

<

1600

Kg/cm

2.10E+06

1.96

x





'



y



x































































































































Iy

E

l

Sin

Ll

q

Iy

E

l

Sin

Dl

q

y

Ix

E

l

Cos

qLl

Ix

E

l

Cos

qDl

x

4 4 4 4

384

5

384

5

384

5

384

5









'



y





Live Load Distributed

=

cm

=

cm

=

1.36 cm

<

ijin

=

3.33

cm

PROFIL OK

Live Load Point

=

cm

=

cm

=

1.51 cm

<

ijin

=

2.50

cm

PROFIL OK

1.51

0.10

1.36

0.03

x





y



x



y





x





y



x



y





10.40

2.46

0.13

40.00

20.00

300.00

2900.00

11.78

960.00

100.00

100.00

132.00

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 )

PROFIL USED (HB)

B ( WIDTH PROFIL ) ( cm )

L ( LONG PROFIL ) ( cm )

Quality of Concrete fc' ( kg/cm2 )

Quality of Steel fy (kg/cm2)

t

all

( Alloweble Shear )

τ ( kg/cm 2)

2n

2m

Assuming width of the plate B

n

0.8 B

P

H

119.00

s Allowable Pedestal kg/cm

2

75.00

s Pedestal

kg/cm

2

0.66

CONCLUSION

OK…!!

t BASE PLATE ( cm )

1.53

2.00

70.00

Many bolts used Anchor

4.00

CALCULATING THE DIAMETER ANCHOR BOLTS

2.23

0.84

2.00

205.75

Assuming long of the plate L

Review the style of Shear

SAFE AGAINST SHEAR

CALCULATING SIZE FOR BASE PLATE

t BASE PLATE USED ( cm )

Long of Anchor ( cm )

Stress of Shear (cm2)

Diamter of Anchor ( cm )

Diamter of Anchor Used ( cm )

m

m

0,95 L

0.8 B

L

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Section Properties

Prop Section Area

(m2) Iyy (m4) Izz (m4) J (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

Supports

Node X (kip/in) Y (kip/in) Z (kip/in) rX (kip-ft/deg) rY (kip-ft/deg) rZ (kip-ft/deg)

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 - -

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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. Combination L/C Name Primary Primary L/C Name Factor

15 COMB1 1 DL 1.00 2 LL 1.00 16 COMB2 1 DL 0.75 2 LL 0.75 17 COMB3 1 DL 0.75 2 LL 0.75 3 WLX 0.75 18 COMB4 1 DL 0.75 2 LL 0.75 4 WLZ 0.75 19 COMB5 1 DL 0.75 2 LL 0.75 3 WLX -0.75 20 COMB6 1 DL 0.75 2 LL 0.75 4 WLZ -0.75 21 COMB7 1 DL 0.75 2 LL 0.75 5 EQX 0.75 6 EQZ 0.22 22 COMB8 1 DL 0.75 2 LL 0.75 5 EQX 0.75 6 EQZ -0.22 23 COMB9 1 DL 0.75

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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

2 LL 0.75 5 EQX -0.75 6 EQZ -0.22 24 COMB10 1 DL 0.75 2 LL 0.75 5 EQX -0.75 6 EQZ 0.22 25 COMB11 1 DL 0.53 5 EQX 0.75 6 EQZ 0.22 26 COMB12 1 DL 0.53 5 EQX 0.75 6 EQZ -0.22 27 COMB13 1 DL 0.53 5 EQX -0.75 6 EQZ -0.22 28 COMB14 1 DL 0.53 5 EQX -0.75 6 EQZ 0.22 29 COMB15 2 LL 0.75 3 WLX 0.75 30 COMB16 2 LL 0.75 4 WLZ 0.75 31 COMB17 2 LL 0.75 3 WLX -0.75 32 COMB18 2 LL 0.75 4 WLZ -0.75 33 COMB19 1 DL 0.75 3 WLX 0.75 34 COMB20 1 DL 0.75 4 WLZ 0.75 35 COMB21 1 DL 0.75 3 WLX -0.75 36 COMB22 1 DL 0.75 4 WLZ -0.75 37 COMB23 1 DL 0.75 2 LL 0.75 7 CL1 0.75 38 COMB24 1 DL 0.75 2 LL 0.75 8 CL2 0.75 39 COMB25 1 DL 0.75 2 LL 0.75 9 CL3 0.75 40 COMB26 1 DL 0.75

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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

2 LL 0.75 10 CL4 0.75 41 COMB27 1 DL 0.75 2 LL 0.75 11 CL5 0.75 42 COMB28 1 DL 0.75 2 LL 0.75 12 CL6 0.75 43 COMB29 1 DL 0.75 2 LL 0.75 13 CL7 0.75 44 COMB30 1 DL 0.75 2 LL 0.75 14 CL8 0.75 45 COMB31 1 DL 0.75 2 LL 0.75 7 CL1 0.75 3 WLX 0.75 46 COMB32 1 DL 0.75 2 LL 0.75 8 CL2 0.75 3 WLX 0.75 47 COMB33 1 DL 0.75 2 LL 0.75 9 CL3 0.75 3 WLX 0.75 48 COMB34 1 DL 0.75 2 LL 0.75 10 CL4 0.75 3 WLX 0.75 49 COMB35 1 DL 0.75 2 LL 0.75 11 CL5 0.75 3 WLX 0.75 50 COMB36 1 DL 0.75 2 LL 0.75 12 CL6 0.75 3 WLX 0.75 51 COMB37 1 DL 0.75 2 LL 0.75 13 CL7 0.75 3 WLX 0.75 52 COMB38 1 DL 0.75 2 LL 0.75 14 CL8 0.75

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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

3 WLX 0.75 53 COMB39 1 DL 0.75 2 LL 0.75 7 CL1 0.75 4 WLZ 0.75 54 COMB40 1 DL 0.75 2 LL 0.75 8 CL2 0.75 4 WLZ 0.75 55 COMB41 1 DL 0.75 2 LL 0.75 9 CL3 0.75 4 WLZ 0.75 56 COMB42 1 DL 0.75 2 LL 0.75 10 CL4 0.75 4 WLZ 0.75 57 COMB43 1 DL 0.75 2 LL 0.75 11 CL5 0.75 4 WLZ 0.75 58 COMB44 1 DL 0.75 2 LL 0.75 12 CL6 0.75 4 WLZ 0.75 59 COMB45 1 DL 0.75 2 LL 0.75 13 CL7 0.75 4 WLZ 0.75 60 COMB46 1 DL 0.75 2 LL 0.75 14 CL8 0.75 4 WLZ 0.75 61 COMB47 1 DL 1.00 2 LL 1.00 7 CL1 1.00 62 COMB48 1 DL 1.00 2 LL 1.00 8 CL2 1.00 63 COMB49 1 DL 1.00 2 LL 1.00 9 CL3 1.00 64 COMB50 1 DL 1.00 2 LL 1.00 10 CL4 1.00

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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

65 COMB51 1 DL 1.00 2 LL 1.00 11 CL5 1.00 66 COMB52 1 DL 1.00 2 LL 1.00 12 CL6 1.00 67 COMB53 1 DL 1.00 2 LL 1.00 13 CL7 1.00 68 COMB54 1 DL 1.00 2 LL 1.00 14 CL8 1.00 69 COMB55 1 DL 0.75 2 LL 0.75 5 EQX 0.75 7 CL1 0.75 6 EQZ 0.22 70 COMB56 1 DL 0.75 2 LL 0.75 5 EQX 0.75 8 CL2 0.75 6 EQZ 0.22 71 COMB57 1 DL 0.75 2 LL 0.75 5 EQX 0.75 9 CL3 0.75 6 EQZ 0.22 72 COMB58 1 DL 0.75 2 LL 0.75 5 EQX 0.75 10 CL4 0.75 6 EQZ 0.22 73 COMB59 1 DL 0.75 2 LL 0.75 5 EQX 0.75 11 CL5 0.75 6 EQZ 0.22 74 COMB60 1 DL 0.75 2 LL 0.75 5 EQX 0.75 12 CL6 0.75 6 EQZ 0.22 75 COMB61 1 DL 0.75 2 LL 0.75 5 EQX 0.75

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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

13 CL7 0.75 6 EQZ 0.22 76 COMB62 1 DL 0.75 2 LL 0.75 5 EQX 0.75 14 CL8 0.75 6 EQZ 0.22 77 COMB63 1 DL 0.75 2 LL 0.75 5 EQX 0.75 7 CL1 0.75 6 EQZ -0.22 78 COMB64 1 DL 0.75 2 LL 0.75 5 EQX 0.75 8 CL2 0.75 6 EQZ -0.22 79 COMB65 1 DL 0.75 2 LL 0.75 5 EQX 0.75 9 CL3 0.75 6 EQZ -0.22 80 COMB66 1 DL 0.75 2 LL 0.75 5 EQX 0.75 10 CL4 0.75 6 EQZ -0.22 81 COMB67 1 DL 0.75 2 LL 0.75 5 EQX 0.75 11 CL5 0.75 6 EQZ -0.22 82 COMB68 1 DL 0.75 2 LL 0.75 5 EQX 0.75 12 CL6 0.75 6 EQZ -0.22 83 COMB69 1 DL 0.75 2 LL 0.75 5 EQX 0.75 13 CL7 0.75 6 EQZ -0.22 84 COMB70 1 DL 0.75 2 LL 0.75 5 EQX 0.75

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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

14 CL8 0.75 6 EQZ -0.22 85 COMB71 1 DL 0.75 2 LL 0.75 5 EQX -0.75 7 CL1 0.75 6 EQZ -0.22 86 COMB72 1 DL 0.75 2 LL 0.75 5 EQX -0.75 8 CL2 0.75 6 EQZ -0.22 87 COMB73 1 DL 0.75 2 LL 0.75 5 EQX -0.75 9 CL3 0.75 6 EQZ -0.22 88 COMB74 1 DL 0.75 2 LL 0.75 5 EQX -0.75 10 CL4 0.75 6 EQZ -0.22 89 COMB75 1 DL 0.75 2 LL 0.75 5 EQX -0.75 11 CL5 0.75 6 EQZ -0.22 90 COMB76 1 DL 0.75 2 LL 0.75 5 EQX -0.75 12 CL6 0.75 6 EQZ -0.22 91 COMB77 1 DL 0.75 2 LL 0.75 5 EQX -0.75 13 CL7 0.75 6 EQZ -0.22 92 COMB78 1 DL 0.75 2 LL 0.75 5 EQX -0.75 14 CL8 0.75 6 EQZ -0.22 93 COMB79 1 DL 0.75 2 LL 0.75 5 EQX -0.75

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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

7 CL1 0.75 6 EQZ 0.22 94 COMB80 1 DL 0.75 2 LL 0.75 5 EQX -0.75 8 CL2 0.75 6 EQZ 0.22 95 COMB81 1 DL 0.75 2 LL 0.75 5 EQX -0.75 9 CL3 0.75 6 EQZ 0.22 96 COMB82 1 DL 0.75 2 LL 0.75 5 EQX -0.75 10 CL4 0.75 6 EQZ 0.22 97 COMB83 1 DL 0.75 2 LL 0.75 5 EQX -0.75 11 CL5 0.75 6 EQZ 0.22 98 COMB84 1 DL 0.75 2 LL 0.75 5 EQX -0.75 12 CL6 0.75 6 EQZ 0.22 99 COMB85 1 DL 0.75 2 LL 0.75 5 EQX -0.75 13 CL7 0.75 6 EQZ 0.22 100 COMB86 1 DL 0.75 2 LL 0.75 5 EQX -0.75 14 CL8 0.75 6 EQZ 0.22

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Node Displacement Summary

Node L/C X (m) Y (m) Z (m) Resultant (m) rX (rad) rY (rad) rZ (rad) Max X 100 49:COMB35 0.091 0.007 -0.010 0.092 -0.005 -0.010 -0.006 Min X 113 19:COMB5 -0.047 0.003 0.000 0.047 0.000 -0.000 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 Min rY 37 63:COMB49 0.002 -0.001 0.007 0.007 0.000 -0.014 -0.002 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

Horizontal Vertical Horizontal Moment

Node Env FX (kg) FY (kg) FZ (kg) MX (kg-m) MY (kg-m) MZ (kg-m)

2 +ve 2.45E 3 10.1E 3 1.17E 3 0.000 0.000 0.000

2 +ve Load: 62 Load: 62 Load: 20 - -

-2 -ve -1.23E 3 -76.228 -1.09E 3 0.000 0.000 0.000

2 -ve Load: 45 Load: 30 Load: 30 - -

-5 +ve 581.934 5.34E 3 1.17E 3 0.000 0.000 0.000

5 +ve Load: 94 Load: 61 Load: 20 - -

-5 -ve -2.44E 3 -76.228 -1.09E 3 0.000 0.000 0.000

5 -ve Load: 61 Load: 30 Load: 30 - -

-9 +ve 2.46E 3 10.4E 3 587.838 0.000 0.000 0.000

9 +ve Load: 66 Load: 66 Load: 32 - -

-9 -ve -2.09E 3 -80.205 -788.361 0.000 0.000 0.000

9 -ve Load: 49 Load: 32 Load: 55 - -

-12 +ve 902.441 5.61E 3 587.838 0.000 0.000 0.000

12 +ve Load: 31 Load: 65 Load: 32 - -

-12 -ve -2.98E 3 -80.204 -721.815 0.000 0.000 0.000

12 -ve Load: 49 Load: 32 Load: 55 - -

-16 +ve 2.29E 3 3.02E 3 32.467 0.000 0.000 0.000

16 +ve Load: 19 Load: 15 Load: 72 - -

-16 -ve -1.51E 3 0.000 -32.534 0.000 0.000 0.000

16 -ve Load: 29 - Load: 91 - -

-19 +ve 907.974 3.02E 3 32.596 0.000 0.000 0.000

19 +ve Load: 31 Load: 15 Load: 96 - -

-19 -ve -1.68E 3 0.000 -32.592 0.000 0.000 0.000

19 -ve Load: 17 - Load: 83 - -

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Reaction Envelope Cont...

Horizontal Vertical Horizontal Moment

Node Env FX (kg) FY (kg) FZ (kg) MX (kg-m) MY (kg-m) MZ (kg-m)

29 +ve Load: 19 Load: 15 Load: 100 - -

-29 -ve -1.51E 3 0.000 -32.432 0.000 0.000 0.000

29 -ve Load: 29 - Load: 79 - -

-32 +ve 907.974 3.02E 3 32.587 0.000 0.000 0.000

32 +ve Load: 31 Load: 15 Load: 72 - -

-32 -ve -1.68E 3 0.000 -32.477 0.000 0.000 0.000

32 -ve Load: 17 - Load: 91 - -

-46 +ve 1.41E 3 2.93E 3 522.964 0.000 0.000 0.000

46 +ve Load: 19 Load: 67 Load: 32 - -

-46 -ve -642.077 0.000 -658.527 0.000 0.000 0.000

46 -ve Load: 29 - Load: 59 - -

-49 +ve 339.668 2.91E 3 522.964 0.000 0.000 0.000

49 +ve Load: 31 Load: 67 Load: 32 - -

-49 -ve -1.11E 3 0.000 -649.466 0.000 0.000 0.000

49 -ve Load: 51 - Load: 59 - -

-57 +ve 2.29E 3 3.23E 3 289.504 0.000 0.000 0.000

57 +ve Load: 19 Load: 64 Load: 88 - -

-57 -ve -1.51E 3 0.000 -221.756 0.000 0.000 0.000

57 -ve Load: 29 - Load: 59 - -

-60 +ve 907.974 3.2E 3 287.114 0.000 0.000 0.000

60 +ve Load: 31 Load: 64 Load: 20 - -

-60 -ve -1.69E 3 0.000 -208.467 0.000 0.000 0.000

60 -ve Load: 48 - Load: 59 - -

-66 +ve 2.29E 3 3.23E 3 227.895 0.000 0.000 0.000

66 +ve Load: 19 Load: 67 Load: 32 - -

-66 -ve -1.51E 3 0.000 -371.695 0.000 0.000 0.000

66 -ve Load: 29 - Load: 59 - -

-69 +ve 907.973 3.2E 3 227.895 0.000 0.000 0.000

69 +ve Load: 31 Load: 67 Load: 32 - -

-69 -ve -1.69E 3 0.000 -354.726 0.000 0.000 0.000

69 -ve Load: 51 - Load: 59 - -

-79 +ve 2.29E 3 3.02E 3 33.017 0.000 0.000 0.000

79 +ve Load: 19 Load: 15 Load: 76 - -

-79 -ve -1.51E 3 0.000 -33.113 0.000 0.000 0.000

79 -ve Load: 29 - Load: 87 - -

-82 +ve 907.974 3.02E 3 32.743 0.000 0.000 0.000

82 +ve Load: 31 Load: 15 Load: 72 - -

-82 -ve -1.68E 3 0.000 -32.833 0.000 0.000 0.000

82 -ve Load: 17 - Load: 91 - -

-88 +ve 2.29E 3 3.19E 3 366.230 0.000 0.000 0.000

88 +ve Load: 19 Load: 64 Load: 20 - -

-88 -ve -1.51E 3 0.000 -311.816 0.000 0.000 0.000

88 -ve Load: 29 - Load: 59 - -

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27-Jun-12 30-Aug-2012 16:50 WW SB REV 1.std

Print Time/Date: 30/08/2012 18:09 _{STAAD.Pro for Windows Release 2007} Print Run 12 of 20

Reaction Envelope Cont...

Horizontal Vertical Horizontal Moment

Node Env FX (kg) FY (kg) FZ (kg) MX (kg-m) MY (kg-m) MZ (kg-m)

91 +ve Load: 31 Load: 64 Load: 20 - -

-91 -ve -1.68E 3 0.000 -303.738 0.000 0.000 0.000

91 -ve Load: 48 - Load: 59 - -

Utilization Ratio

BeamAnalysisPropertyDesignProperty Ratio Clause L/C Ax (m2) Iz (m4) Iy (m4) Ix (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

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27-Jun-12 30-Aug-2012 16:50 WW SB REV 1.std

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Utilization Ratio Cont...

BeamAnalysisPropertyDesignProperty Ratio Clause L/C Ax (m2) Iz (m4) Iy (m4) Ix (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

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Utilization Ratio Cont...

BeamAnalysisPropertyDesignProperty Ratio Clause L/C Ax (m2) Iz (m4) Iy (m4) Ix (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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27-Jun-12 30-Aug-2012 16:50 WW SB REV 1.std

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Utilization Ratio Cont...

BeamAnalysisPropertyDesignProperty Ratio Clause L/C Ax (m2) Iz (m4) Iy (m4) Ix (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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Utilization Ratio Cont...

BeamAnalysisPropertyDesignProperty Ratio Clause L/C Ax (m2) Iz (m4) Iy (m4) Ix (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 Load 15 X Y Z Whole Structure

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R1 R4R1 R3 R8 R6 R6 R5 R4 R7 R2 R1 R4R1 R3 R10 R10 R1 R8 R2 R4 _R5 R1 R4 R9 R3 R7 R6 R6 R2 R1 R10 R10 R4 R5 _R4R1 R3 R7 R1 R8 R2 R4 _R5 R1 R4 R9 R3 R7 R2 R1 R4 R5 _R4R1 R3 R7 R1 R8 R2 R4 _R5 R1 R4 R9 R3 R7 R2 R1 R4 R5 _R4R1 R3 R7 R1 R8 R6 R6 R2 R4 _R5 R1 R4 R9 R3 R7 R2 R1 R4 R5 _R4R1 R3 R7 R10 R10 R1 R8 R2 R4 _R5 R1 R4 R9 R3 R7 R6 R6 R2 R1 R10 R10 R4 R5 _R4R1 R3 R7 R1 R8 R2 R4 _R5 R1 R4 R9 R3 R7 R2 R1 R4 R5 _R4R1 R3 R7 R1 R8 R6 R6 R2 R4 _R5 R1 R4 R9 R3 R7 R2 R1 R4 R5 _R4R1 R3 R7 R10 R10 R1 R8 R2 R4 R1 R9 R3 R6 R6 R2 R10 R10 R4 R5 R7 R1 R2 R4 R1 R9 R3 Load 15 X Y Z Whole Structure

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R3 R3 R4 R9 R1 R1 R1 R1 R2 R4 R2 R8 Load 15 X Y Z Whole Structure

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R6 R7 R7 R5 R5 R1 R6 R1 R5 R1 R1 R7 R5 R1 R1 R1 R1 R1 R7 R1 R5 R6 R1 R1 R7 R1 R5 R5 R6 R7 R7 R1 R6 R7 R5 R1 R6 R1 R1 R1 R3 R3 R3 R3 R3 R3 R3 R3 R3 Load 15 X Y Z Whole Structure

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R3 R3 R3 R3 R3 R3 R3 R3 R3 R3 R3 R3 R3 R3 R3 R3 R3 R3 R7 R7 R7 R7 R7 R7 R7 R7 R7 R7 R7 R7 R7 R7 R7 R7 R9 R9 R9 R9 R9 R9 R9 R9 R9 R8 R8 R8 R8 R8 R8 R8 R8 R8 R10 R10 R10 R10 R10 R10 R10 R10 R10 R10 R10 R10 R2 R2 R2 R2 R2 R2 R2 R2 R2 R2 R2 R2 R2 R2 R2 R2 R2 R2 Load 15 X Y Z Whole Structure

PLTU SUMBAWA BARAT 2X7 MW

Design : Joe

Chek

: Arif

App

: Heru

KSO

OWNER

3.4.11. DESIGN CALCULATION

HOISE CRANE (CAPACITY 5 Ton )

WORKSHOP AND WARE HOUSE PLTU SUMBAWA BARAT

1.

Calculating Needs Run Way Beam

Assuming As a simple beam

KAP 5

T

R

max

R

_max

X1

X2

PLTU SUMBAWA BARAT 2X7 MW

Design : Joe

Chek

: Arif

App

: Heru

KSO

OWNER

Data

:

-

Calculated from data ABUS R

max

Rmax X 1,25 ( Impact Load )

= 32,7 X 1,25 = 40,87 KN

-

Calculated from data ABUS R

min

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

Design : Joe

Chek

: Arif

App

: Heru

KSO

OWNER

3.

Check Requirement Profile Runway Beam used

PLTU SUMBAWA BARAT 2X7 MW

Design : Joe

Chek

: Arif

App

: Heru

KSO

OWNER

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

Design : Joe

Chek

: Arif

App

: Heru

KSO

OWNER

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

Design : Joe

Chek

: Arif

App

: Heru

KSO

OWNER

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