calculation sheet for balance of plant zii-zp13 ...rsni-03-1726-2010 : rencana standar nasional...

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 DATEKSO PT TWINK INDONESIA AND PT CIRCLE

Issued for Approval

0 Oct 29, 2008

CALCULATION SHEET FORBALANCE OF PLANT ZII-ZP13-00-C-WW

WORKSHOP & WAREHOUSE

REV.

BY CHKD APVDJoe 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 & WAREHOUSEBALANCE OF PLANT ZII-ZP13-00-C-WW

Project Manager PERFECT CIRCLE ENGINEERING

REVISION HISTORICAL SHEET

Date Description

Project Manager

CALCULATION SHEET FOR

DATE31-Aug-12

DISTRIBUTION ORDER

Engineering Manager Asst. Engineering Manager

Issued for Approval31-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

XX

X

CONSORTIUM PT TWINK INDONESIA AND PT PERFECT CIRCLE ENGINEERING

REV


1 GENERAL 1.1 OUTLINE OF STRUCTURE 1.2 APPLICABLE SPECIFICATIONS, CODES AND STANDARD1.3 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 LOAD3.3 WIND LOAD 3.4 SEISMIC LOAD

3.4.1 Determine Risk Categories3.4.2 Determine Ss and S13.4.3 Determine the site class (soil type)3.4.4 Determine the value Fa and Fv3.4.5 Determine the value SDS and S13.4.6 Respon Spektra Desain3.4.7 Determination of seismic design category (KDG)3.4.8 Determination of the level of seismic risk3.4.9 Building Seismic Parameters

3.4.10 Calculation of earthquake forces drawn from the program Staad Pro3.4.11 Design Calculation Hoist Crane

DATE

BALANCE OF PLANT ZII-ZP13-00-C-WWCALCULATION SHEET FOR

31-Aug-12


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

CONTENTS

0

4 JOINT CONNECTION4.1 DC JOINT SHEAR PLATE4.2 DC JOINT AND PLATE 4.3 DC FOR ANCHOR AND BASE PLATE

5 FOUNDATION CALCULATION5.1 FOOT PLATE OR PILE ARRANGEMENT5.2 CHECK OF FOOT PLATE OR PILE CAPACITY5.3 PUNCHING SHEAR CHECK

ATTACHMENTS1. OUTPUT REPORT CALCULATION BY STAAD PRO2. OUTPUT REPORT CALCULATION BY AFES3. SOIL DATA


REV


1 GENERAL

1.1 OUTLINE OF STRUCTURE

Project : PLTU SUMBAWA BARAT 2X7 MWClient : PT PLN (Persero)Location : NTB, WEST SUMBAWABalance Of Plant : WORKSHOP & WAREHOUSEFoundation Type : REINFORMENT CONCREATE

1.2 APPLICABLE SPECIFICATIONS, CODES AND STANDARD

1) Project SpecificationZII-ZP13-00-DC-C-WW : Design Specification for Civil and Structural2) 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 = A325Quality of Welding = E70XX

31-Aug-12WORKSHOP & WAREHOUSE


ZII-ZP13-00-DC-C-WWDOC. 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 ProMicrosoft ExcelAFES


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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'


DATE


31-Aug-12

BALANCE OF PLANT ZII-ZP13-00-C-WWWORKSHOP & 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 1983Modeling in Staad Pro 2007 using AISC ASD codeDetermination of Material ProfileStructure Analysis by Program Staad Pro 2007Checks Fail Ratio on steel structuresFoundation calculations using the AFES 3.0


REV.


3 LOADING3.1 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/m2distance antar purlin (L') : 1.20 m'

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

3.2 Live LoadZincallumunium live load on the roof (rain water) : ( H ) : 20 Kg/m2Workers 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-12DATEWORKSHOP & 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/m2or 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 15 0

P =


REV


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 :



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)


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3.4. SEISMIC LOADCalculations using RSNI-03-1726-2010 Earthquake

3.4.1 Determine Risk Categories

Building Power Plant is included inCategories of risk = IVFactors virtue = 1.5

Karegori Resiko

Faktor Keutamaan

(I)Gedung dan struktur lainnya yang memiliki resikorendah terhadap jiwa manusia pada saat terjadikegagalanGedung dan struktur lain, kecuali yang termasukdalam kategori resiko I, II, dan IV, termasuk, tetapi tidakdibatasi untuk:- Perumahan- Rumah Toko dan Rumah Kantor- Gedung PerkantoranGedung dan struktur lainnya yang memiliki resikorendah terhadap jiwa manusia pada saat terjadikegagalanGedung dan struktur lainnya yang ditunjukan sebagai fasilitas penting

3.4.2 Determine Ss and S1

Ss = 1.00 gS1 = 0.60 g

1.25

IV 1.5


31-Aug-12DATE

Jenis Pemanfaatan

I

II 1.0

III

1.0



0

Ss = 1.0 g


REV


3.4.3 Determine the site class (soil type)Soil conditions at the building site = Tanah SedangClass Site = SD 1.1 1.02 1

1 1.2 1.25

N or Nch Su (kpa)SA (batuan keras) NA NASB (batuan) NA NA

SC (tanah keras sangat padat > 50 ≥ 100



DOC. NO :

Interpolasi

Vs(m/detik)> 1500

750 < Vs ≤ 1500

350 < Vs ≤ 750

ZII-ZP13-00-DC-C-WW

DATE31-Aug-12

Sifat rata-rata pada 30 m Lapisan AtasKelas 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 > 202. 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


3.4.4 Determine the value Fa and FvFa = 1.1 (Interpolasi) Fv = 1.5

Parameter Respon Spektra Percepatan Perioda Pendek, FaSs ≤ 0.25 Ss = 0.5 Ss = 0.75 Ss = 1 Ss ≥ 1.25

SA 0.8 0.8 0.8 0.8 0.8SB 1 1 1 1 1SC 1.2 1.2 1.1 1 1 SD 1.6 1.4 1.2 1.1 1SE 2.5 1.7 1.2 0.9 0.9

Parameter Respon Spektra Percepatan Perioda detik, FvS1 ≤ 0.1 S1 = 0.2 S1 = 0.3 S1 = 0.4 S1 ≥ 0.5

SA 0.8 0.8 0.8 0.8 0.8SB 1 1 1 1 1SC 1.7 1.6 1.5 1.4 1.3SD 2.4 2 1.8 1.6 1.5SE 3.5 3.2 2.8 2.4 2.4

3.4.5 Determine the value SDS and S1SDS = 0.733SD1 = 0.600T0 = 0.164Ts = 0.818

3.4.6 Respon Spektra Desain

T(s) A(g)0.000 0.290.164 0.730.818 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-WWWORKSHOP & WAREHOUSE DATE

Situs yg membutuhkan investigasi geoteknik spesifik dan analisis respons spesifik situs


31-Aug-12


0.70

0.80

0

1.000 0.601.100 0.55

1.200 0.501.300 0.461.400 0.431.500 0.401.600 0.381.700 0.35

1.800 0.331.900 0.32

2.000 0.30 2.100 0.29

2.200 0.272.300 0.262.400 0.252.500 0.242.600 0.232.700 0.222.800 0.212.900 0.213.000 0.20

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.00

00.

164

0.81

80.

900

1.00

01.

100

1.20

01.

300

1.40

01.

500

1.60

01.

700

1.80

01.

900

2.00

02.

100

2.20

02.

300

2.40

02.

500

2.60

02.

700

2.80

02.

900

3.00

0


REV


3.4.7 Determination of seismic design category (KDG)

SDS<0.1670.167<SDS<0.330.33<SDS<0.50

0.50 ≤ SDS

SD1<0.0670.067<SD1<0.1330.133<SD1<0.20

0.20 ≤ SD1

3.4.8 Determination of the level of seismic risk

Rendah Menengah TinggiRSNI 1726-10 KDS A,B KDS C KDS D,E,F

3.4.9 Building Seismic Parameters

Jenis PemanfaatanKategori Resiko BangunanFaktor Keutamaan Gempa

SsS1Kelas SitusFaFvSDS

SD1 KDS

DATE

SD

D




Kode Tingkat Resiko Kegempaan

B BC

Bangunan Gedung Fasilitas Penting

A

1.11.5

0.7330.600

31-Aug-12

IV1.5

1.000.60

CD D

Kategori Resiko

A

Nilai SD1Kategori Resiko

I stsu II atau III IVA

Nilai SDS

D

IVABCD

I stsu II atau III

BC

0

KDST(s) / TA(g) / C

D0.8180.73


REV


3.4.10 Calculation of earthquake forces drawn from the program Staad Pro

Estimated time of vibration (T) = 0.818 SecondCoefficient of virtue (I) = 1.5 Important buildings such as power plantsReduction of seismic coefficient (Rx) = 8.5 Steel with steel SRPMKReduction 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 0 057 101 561.078 2644.41 69.569 0 0 069 101 -561.078 2642.776 -68.46 0 0 066 101 561.078 2642.775 -68.46 0 0 012 101 -561.076 2633.408 -57.672 0 0 09 101 561.077 2633.405 -57.672 0 0 0

91 101 -561.078 2632.59 57.149 0 0 088 101 561.078 2632.589 57.149 0 0 032 101 -551.446 2555.405 0.048 0 0 082 101 -551.446 2555.405 -0.024 0 0 029 101 551.447 2555.405 0.048 0 0 079 101 551.447 2555.405 -0.024 0 0 019 101 -551.446 2555.404 -0.002 0 0 016 101 551.447 2555.404 -0.002 0 0 049 101 -547.636 2363.865 -71.941 0 0 046 101 547.636 2363.865 -71.941 0 0 05 101 -547.636 2363.048 71.335 0 0 02 101 547.636 2363.048 71.335 0 0 0

45892.617R x-dir 8.5 C 0.73 Cd X-dir 0.129 V X-dir 5939.04R z-dir 6.5 I 1.5 Cd Z-dir 0.169 V Z-dir 7766.44

Wi * HiS 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




DATE31-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 447.5257 2644.41 2644.41 58 6 15866.46 0.058 58 FX 342.22 58 FZ 447.5269 2642.776 2642.776 70 6 15856.656 0.058 70 FX 342.01 70 FZ 447.2466 2642.775 2642.775 67 6 15856.65 0.058 67 FX 342.01 67 FZ 447.2412 2633.408 2633.408 13 6 15800.448 0.057 13 FX 340.8 13 FZ 445.669 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 445.5288 2632.589 2632.589 89 6 15795.534 0.057 89 FX 340.69 89 FZ 445.5232 2555.405 2555.405 34 6 15332.43 0.056 34 FX 330.7 34 FZ 432.4682 2555.405 2555.405 83 6 15332.43 0.056 83 FX 330.7 83 FZ 432.4629 2555.405 2555.405 30 6 15332.43 0.056 30 FX 330.7 30 FZ 432.4679 2555.405 2555.405 80 6 15332.43 0.056 80 FX 330.7 80 FZ 432.4619 2555.404 2555.404 20 6 15332.424 0.056 20 FX 330.7 20 FZ 432.4616 2555.404 2555.404 17 6 15332.424 0.056 17 FX 330.7 17 FZ 432.4649 2363.865 2363.865 50 6 14183.19 0.052 50 FX 305.92 50 FZ 400.0446 2363.865 2363.865 47 6 14183.19 0.052 47 FX 305.92 47 FZ 400.045 2363.048 2363.048 6 6 14178.288 0.051 6 FX 305.81 6 FZ 399.912 2363.048 2363.048 3 6 14178.288 0.051 3 FX 305.81 3 FZ 399.91

275355.7


REV

BY CHKD APVDJoe Arf Hy31-Aug-12

DOC. NO :ZII-ZP13-00-DC-C-WWCALCULATION SHEET FOR

BALANCE OF PLANT ZII-ZP13-00-C-WWWORKSHOP & 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 PURLINGA. TRY PURLIN

H = 125 mm brt = 4.51 Kg/mB = 50 mm Ix = 137 cm4

C = 20 mm Iy = 21 cm4

t = 2.3 mm Zx = 21.9 cm3

A = 5.75 cm2 Zy = 6.22 cm3

B. PLAN DATA Self Weight Roof Kg/m2 SKBI 1,3,53,1987Loads of People Kg SKBI 1,3,53,1987Loads due to rain (40-0.8*a < 20 Kg/m2) Kg/m2 SKBI 1,3,53,1987

CHKD


WORKSHOP & WAREHOUSE BY

C 150 x 65 x 2.3

5100

20


DATE30-Aug-12

Rev

ARFJOEAPVD

HY

0

Loads due to rain (40-0.8*a < 20 Kg/m ) Kg/m SKBI 1,3,53,1987Length of Purlin 600 m perencanaan 1 bentangDistance Between purlin mThe roof angle o

Cos aSin a

C. LOADING THE PURLINDead Load (DL)Weight of Roof Kg/m (Jarak PURLIN*bs. Atap)Self Weight Purlin Kg/mDead Load (Disributed) qDL Kg/m 0.105

Live Load (LL)Rain water load Kg/mLive Load (Distributed) qLL Kg/m 0.24

pLL Kg

D. MOMENTS IN PURLINDead Load (DL)Mx = = 45.7 Kgm Mx= 1/8*qDL*cosx*lx^2

206

1.2015

0.970.26

64.51

10.51

2424

100Loads of people in the middle purlin (Nodal)

Mx = = 45.7 Kgm Mx= 1/8*qDL*cosx*lx^2My = = 1.36 Kgm My= 1/8*qDL*sinx*(lx/3)^2

Live Load (LL)Distributed LoadMx = = 104.3 Kgm Mx= 1/8*qLL*cosx*lx^2My = = 3.11 Kgm My= 1/8*qLL*sinx*(lx/3)^2Point LoadMx = = 144.9 Kgm Mx= 1/4*P*cosx*lxMy = = 12.9 Kgm My= 1/4*P*sinx*(lx/3)

Table Moment on Purlin

Distributed PointMx 104.3 144.9My 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/cm2 (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-WWWORKSHOP & WAREHOUSE

30-Aug-12

1.36 14.3

< 1600 Kg/cm2

APVDCHKDBYDATE

DOC. NO :

ARF HY

RevCALCULATION SHEET FOR0

' '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 OKLive 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

1.96x

'

yx

IyElSinLlq

IyElSinDlq

y

IxElCosqLl

IxElCosqDl

x

44

44

3845

3845

3845

3845

'

y

Live Load Distributed = cm= cm= 1.36 cm < ijin = 3.33 cm

PROFIL OKLive Load Point

= cm= cm= 1.51 cm < ijin = 2.50 cm

PROFIL OK

1.510.10

1.360.03

x

yxy

x

yxy

10.402.460.13

40.0020.00

300.002900.00

11.78960.00100.00100.00132.00

DESIGN CALCULATION FOR ANCHOR AND BASE PLATE STRUCTURE WORKSHOP

4.3. DESIGN OF ANCHOR AND BASE PLATE PINNEDDATA 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)tall ( Alloweble Shear )τ ( kg/cm 2)2n2mAssuming width of the plate B

n

0.8 B

P

H

119.00

s Allowable Pedestal kg/cm2 75.00s Pedestal kg/cm2 0.66CONCLUSION OK…!!t BASE PLATE ( cm ) 1.53

2.0070.00

Many bolts used Anchor 4.00

CALCULATING THE DIAMETER ANCHOR BOLTS

2.230.842.00

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 m0,95 L

0.8 B

L

n

Software licensed to zug

Job Title

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Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

27-Jun-12

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

Print Time/Date: 30/08/2012 18:09 Print Run 1 of 20STAAD.Pro for Windows Release 2007

Section PropertiesProp Section Area

(m2)Iyy

(m4)Izz

(m4)J

(m4)Material

1 H400X200X8 0.008 0.000 0.000 0.000 STEEL2 H350X175X7 0.006 0.000 0.000 0.000 STEEL3 H150X75X5 0.002 0.000 0.000 0.000 STEEL4 H400X200X8 0.008 0.000 0.000 0.000 STEEL5 H125X125X6.5 0.003 0.000 0.000 0.000 STEEL6 L75X75X6 0.001 0.000 0.000 0.000 STEEL7 DLC1523 0.001 0.000 0.000 0.000 STEEL8 Taper 0.007 0.000 0.000 0.000 STEEL9 Taper 0.007 0.000 0.000 0.000 STEEL10 L50X50X5 0.000 0.000 0.000 0.000 STEEL

SupportsNode 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 - - -91 Fixed Fixed Fixed - - -


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2

27-Jun-12



Basic Load CasesNumber Name

1 DL2 LL3 WLX4 WLZ5 EQX6 EQZ7 CL18 CL29 CL310 CL411 CL512 CL613 CL714 CL8

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

15 COMB1 1 DL 1.002 LL 1.00

16 COMB2 1 DL 0.752 LL 0.75

17 COMB3 1 DL 0.752 LL 0.753 WLX 0.75

18 COMB4 1 DL 0.752 LL 0.754 WLZ 0.75

19 COMB5 1 DL 0.752 LL 0.753 WLX -0.75

20 COMB6 1 DL 0.752 LL 0.754 WLZ -0.75

21 COMB7 1 DL 0.752 LL 0.755 EQX 0.756 EQZ 0.22

22 COMB8 1 DL 0.752 LL 0.755 EQX 0.756 EQZ -0.22

23 COMB9 1 DL 0.75


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Client

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Part

Ref

By Date Chd

File Date/Time

3

27-Jun-12



Combination Load Cases Cont...Comb. Combination L/C Name Primary Primary L/C Name Factor

2 LL 0.755 EQX -0.756 EQZ -0.22

24 COMB10 1 DL 0.752 LL 0.755 EQX -0.756 EQZ 0.22

25 COMB11 1 DL 0.535 EQX 0.756 EQZ 0.22

26 COMB12 1 DL 0.535 EQX 0.756 EQZ -0.22

27 COMB13 1 DL 0.535 EQX -0.756 EQZ -0.22

28 COMB14 1 DL 0.535 EQX -0.756 EQZ 0.22

29 COMB15 2 LL 0.753 WLX 0.75

30 COMB16 2 LL 0.754 WLZ 0.75

31 COMB17 2 LL 0.753 WLX -0.75

32 COMB18 2 LL 0.754 WLZ -0.75

33 COMB19 1 DL 0.753 WLX 0.75

34 COMB20 1 DL 0.754 WLZ 0.75

35 COMB21 1 DL 0.753 WLX -0.75

36 COMB22 1 DL 0.754 WLZ -0.75

37 COMB23 1 DL 0.752 LL 0.757 CL1 0.75

38 COMB24 1 DL 0.752 LL 0.758 CL2 0.75

39 COMB25 1 DL 0.752 LL 0.759 CL3 0.75

40 COMB26 1 DL 0.75


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

4

27-Jun-12




2 LL 0.7510 CL4 0.75

41 COMB27 1 DL 0.752 LL 0.7511 CL5 0.75

42 COMB28 1 DL 0.752 LL 0.7512 CL6 0.75

43 COMB29 1 DL 0.752 LL 0.7513 CL7 0.75

44 COMB30 1 DL 0.752 LL 0.7514 CL8 0.75

45 COMB31 1 DL 0.752 LL 0.757 CL1 0.753 WLX 0.75

46 COMB32 1 DL 0.752 LL 0.758 CL2 0.753 WLX 0.75

47 COMB33 1 DL 0.752 LL 0.759 CL3 0.753 WLX 0.75

48 COMB34 1 DL 0.752 LL 0.7510 CL4 0.753 WLX 0.75

49 COMB35 1 DL 0.752 LL 0.7511 CL5 0.753 WLX 0.75

50 COMB36 1 DL 0.752 LL 0.7512 CL6 0.753 WLX 0.75

51 COMB37 1 DL 0.752 LL 0.7513 CL7 0.753 WLX 0.75

52 COMB38 1 DL 0.752 LL 0.7514 CL8 0.75


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

5

27-Jun-12




3 WLX 0.7553 COMB39 1 DL 0.75

2 LL 0.757 CL1 0.754 WLZ 0.75

54 COMB40 1 DL 0.752 LL 0.758 CL2 0.754 WLZ 0.75

55 COMB41 1 DL 0.752 LL 0.759 CL3 0.754 WLZ 0.75

56 COMB42 1 DL 0.752 LL 0.7510 CL4 0.754 WLZ 0.75

57 COMB43 1 DL 0.752 LL 0.7511 CL5 0.754 WLZ 0.75

58 COMB44 1 DL 0.752 LL 0.7512 CL6 0.754 WLZ 0.75

59 COMB45 1 DL 0.752 LL 0.7513 CL7 0.754 WLZ 0.75

60 COMB46 1 DL 0.752 LL 0.7514 CL8 0.754 WLZ 0.75

61 COMB47 1 DL 1.002 LL 1.007 CL1 1.00

62 COMB48 1 DL 1.002 LL 1.008 CL2 1.00

63 COMB49 1 DL 1.002 LL 1.009 CL3 1.00

64 COMB50 1 DL 1.002 LL 1.0010 CL4 1.00


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

6

27-Jun-12




65 COMB51 1 DL 1.002 LL 1.0011 CL5 1.00

66 COMB52 1 DL 1.002 LL 1.0012 CL6 1.00

67 COMB53 1 DL 1.002 LL 1.0013 CL7 1.00

68 COMB54 1 DL 1.002 LL 1.0014 CL8 1.00

69 COMB55 1 DL 0.752 LL 0.755 EQX 0.757 CL1 0.756 EQZ 0.22






75 COMB61 1 DL 0.752 LL 0.755 EQX 0.75


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

7

27-Jun-12




13 CL7 0.756 EQZ 0.22


77 COMB63 1 DL 0.752 LL 0.755 EQX 0.757 CL1 0.756 EQZ -0.22







84 COMB70 1 DL 0.752 LL 0.755 EQX 0.75


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

8

27-Jun-12




14 CL8 0.756 EQZ -0.22

85 COMB71 1 DL 0.752 LL 0.755 EQX -0.757 CL1 0.756 EQZ -0.22








93 COMB79 1 DL 0.752 LL 0.755 EQX -0.75


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

9

27-Jun-12




7 CL1 0.756 EQZ 0.22

94 COMB80 1 DL 0.752 LL 0.755 EQX -0.758 CL2 0.756 EQZ 0.22








Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

10

27-Jun-12



Node Displacement SummaryNode 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 -0.006Min X 113 19:COMB5 -0.047 0.003 0.000 0.047 0.000 -0.000 0.002Max Y 8 49:COMB35 0.083 0.010 0.011 0.084 -0.000 0.011 -0.010Min Y 4 68:COMB54 0.000 -0.014 0.010 0.017 0.005 0.000 0.000Max Z 4 45:COMB31 0.066 -0.009 0.081 0.105 0.039 -0.000 0.004Min Z 11 49:COMB35 0.087 -0.008 -0.082 0.120 -0.040 0.000 0.006Max rX 4 45:COMB31 0.066 -0.009 0.081 0.105 0.039 -0.000 0.004Min rX 11 49:COMB35 0.087 -0.008 -0.082 0.120 -0.040 0.000 0.006Max rY 41 63:COMB49 0.011 0.000 0.007 0.013 0.000 0.013 -0.001Min rY 37 63:COMB49 0.002 -0.001 0.007 0.007 0.000 -0.014 -0.002Max rZ 9 66:COMB52 0.000 0.000 0.000 0.000 0.000 0.000 0.011Min 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 EnvelopeHorizontal 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 0.0002 +ve Load: 62 Load: 62 Load: 20 - - -2 -ve -1.23E 3 -76.228 -1.09E 3 0.000 0.000 0.0002 -ve Load: 45 Load: 30 Load: 30 - - -5 +ve 581.934 5.34E 3 1.17E 3 0.000 0.000 0.0005 +ve Load: 94 Load: 61 Load: 20 - - -5 -ve -2.44E 3 -76.228 -1.09E 3 0.000 0.000 0.0005 -ve Load: 61 Load: 30 Load: 30 - - -9 +ve 2.46E 3 10.4E 3 587.838 0.000 0.000 0.0009 +ve Load: 66 Load: 66 Load: 32 - - -9 -ve -2.09E 3 -80.205 -788.361 0.000 0.000 0.0009 -ve Load: 49 Load: 32 Load: 55 - - -12 +ve 902.441 5.61E 3 587.838 0.000 0.000 0.00012 +ve Load: 31 Load: 65 Load: 32 - - -12 -ve -2.98E 3 -80.204 -721.815 0.000 0.000 0.00012 -ve Load: 49 Load: 32 Load: 55 - - -16 +ve 2.29E 3 3.02E 3 32.467 0.000 0.000 0.00016 +ve Load: 19 Load: 15 Load: 72 - - -16 -ve -1.51E 3 0.000 -32.534 0.000 0.000 0.00016 -ve Load: 29 - Load: 91 - - -19 +ve 907.974 3.02E 3 32.596 0.000 0.000 0.00019 +ve Load: 31 Load: 15 Load: 96 - - -19 -ve -1.68E 3 0.000 -32.592 0.000 0.000 0.00019 -ve Load: 17 - Load: 83 - - -29 +ve 2.29E 3 3.02E 3 32.499 0.000 0.000 0.000


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

11

27-Jun-12



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 0.00029 -ve Load: 29 - Load: 79 - - -32 +ve 907.974 3.02E 3 32.587 0.000 0.000 0.00032 +ve Load: 31 Load: 15 Load: 72 - - -32 -ve -1.68E 3 0.000 -32.477 0.000 0.000 0.00032 -ve Load: 17 - Load: 91 - - -46 +ve 1.41E 3 2.93E 3 522.964 0.000 0.000 0.00046 +ve Load: 19 Load: 67 Load: 32 - - -46 -ve -642.077 0.000 -658.527 0.000 0.000 0.00046 -ve Load: 29 - Load: 59 - - -49 +ve 339.668 2.91E 3 522.964 0.000 0.000 0.00049 +ve Load: 31 Load: 67 Load: 32 - - -49 -ve -1.11E 3 0.000 -649.466 0.000 0.000 0.00049 -ve Load: 51 - Load: 59 - - -57 +ve 2.29E 3 3.23E 3 289.504 0.000 0.000 0.00057 +ve Load: 19 Load: 64 Load: 88 - - -57 -ve -1.51E 3 0.000 -221.756 0.000 0.000 0.00057 -ve Load: 29 - Load: 59 - - -60 +ve 907.974 3.2E 3 287.114 0.000 0.000 0.00060 +ve Load: 31 Load: 64 Load: 20 - - -60 -ve -1.69E 3 0.000 -208.467 0.000 0.000 0.00060 -ve Load: 48 - Load: 59 - - -66 +ve 2.29E 3 3.23E 3 227.895 0.000 0.000 0.00066 +ve Load: 19 Load: 67 Load: 32 - - -66 -ve -1.51E 3 0.000 -371.695 0.000 0.000 0.00066 -ve Load: 29 - Load: 59 - - -69 +ve 907.973 3.2E 3 227.895 0.000 0.000 0.00069 +ve Load: 31 Load: 67 Load: 32 - - -69 -ve -1.69E 3 0.000 -354.726 0.000 0.000 0.00069 -ve Load: 51 - Load: 59 - - -79 +ve 2.29E 3 3.02E 3 33.017 0.000 0.000 0.00079 +ve Load: 19 Load: 15 Load: 76 - - -79 -ve -1.51E 3 0.000 -33.113 0.000 0.000 0.00079 -ve Load: 29 - Load: 87 - - -82 +ve 907.974 3.02E 3 32.743 0.000 0.000 0.00082 +ve Load: 31 Load: 15 Load: 72 - - -82 -ve -1.68E 3 0.000 -32.833 0.000 0.000 0.00082 -ve Load: 17 - Load: 91 - - -88 +ve 2.29E 3 3.19E 3 366.230 0.000 0.000 0.00088 +ve Load: 19 Load: 64 Load: 20 - - -88 -ve -1.51E 3 0.000 -311.816 0.000 0.000 0.00088 -ve Load: 29 - Load: 59 - - -91 +ve 902.439 3.18E 3 366.230 0.000 0.000 0.000


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

12

27-Jun-12



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 0.00091 -ve Load: 48 - Load: 59 - - -

Utilization RatioBeam AnalysisProperty DesignProperty 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 0.0002 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.0003 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.0004 H400X200X8 H400X200X8 0.833 AISC- H1-3 61 0.008 0.000 0.000 0.0005 Taper 175X650 0.592 AISC- H1-3 7 0.007 0.000 0.000 0.0006 Taper 175X650 0.772 AISC- H1-3 45 0.007 0.000 0.000 0.0007 H400X200X8 H400X200X8 0.905 AISC- H1-3 66 0.008 0.000 0.000 0.0008 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.0009 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00010 H400X200X8 H400X200X8 0.901 AISC- H1-3 49 0.008 0.000 0.000 0.00011 Taper 175X650 0.710 AISC- H1-3 49 0.007 0.000 0.000 0.00012 Taper 175X650 0.954 AISC- H1-3 49 0.007 0.000 0.000 0.00013 H400X200X8 H400X200X8 0.549 AISC- H1-3 19 0.008 0.000 0.000 0.00014 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00015 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00016 H400X200X8 H400X200X8 0.469 AISC- H1-3 51 0.008 0.000 0.000 0.00017 Taper 175X650 0.575 AISC- H1-3 19 0.007 0.000 0.000 0.00018 Taper 175X650 0.543 AISC- H1-3 47 0.007 0.000 0.000 0.00019 DLC1523 DLC1523 0.210 AISC- H1-3 65 0.001 0.000 0.000 0.00020 DLC1523 DLC1523 0.206 AISC- H1-3 65 0.001 0.000 0.000 0.00021 DLC1523 DLC1523 0.209 AISC- H1-3 61 0.001 0.000 0.000 0.00022 DLC1523 DLC1523 0.205 AISC- H1-3 61 0.001 0.000 0.000 0.00023 H400X200X8 H400X200X8 0.510 AISC- H1-3 54 0.008 0.000 0.000 0.00024 H400X200X8 H400X200X8 0.642 AISC- H1-3 61 0.008 0.000 0.000 0.00025 H400X200X8 H400X200X8 0.502 AISC- H1-3 66 0.008 0.000 0.000 0.00026 H400X200X8 H400X200X8 0.725 AISC- H1-3 49 0.008 0.000 0.000 0.00027 H400X200X8 H400X200X8 0.463 AISC- H1-3 19 0.008 0.000 0.000 0.00028 H400X200X8 H400X200X8 0.419 AISC- H1-3 17 0.008 0.000 0.000 0.00029 H125X125X6.5 H125X125X6.5 0.161 AISC- H1-3 34 0.003 0.000 0.000 0.00030 H125X125X6.5 H125X125X6.5 0.117 AISC- H1-3 60 0.003 0.000 0.000 0.00031 H125X125X6.5 H125X125X6.5 0.161 AISC- H1-3 34 0.003 0.000 0.000 0.00032 H125X125X6.5 H125X125X6.5 0.112 AISC- H1-3 60 0.003 0.000 0.000 0.00033 L50X50X5 L50X50X5 0.003 AISC- H1-3 20 0.000 0.000 0.000 0.00034 L50X50X5 L50X50X5 0.147 AISC- H1-3 19 0.000 0.000 0.000 0.00037 L50X50X5 L50X50X5 0.004 AISC- H1-3 22 0.000 0.000 0.000 0.000


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Client

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Part

Ref

By Date Chd

File Date/Time

13

27-Jun-12



Utilization Ratio Cont...Beam AnalysisProperty DesignProperty 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 0.00039 H400X200X8 H400X200X8 0.549 AISC- H1-3 19 0.008 0.000 0.000 0.00040 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00041 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00042 H400X200X8 H400X200X8 0.469 AISC- H1-3 48 0.008 0.000 0.000 0.00043 Taper 175X650 0.575 AISC- H1-3 19 0.007 0.000 0.000 0.00044 Taper 175X650 0.543 AISC- H1-3 47 0.007 0.000 0.000 0.00045 DLC1523 DLC1523 0.206 AISC- H1-3 65 0.001 0.000 0.000 0.00046 DLC1523 DLC1523 0.205 AISC- H1-3 66 0.001 0.000 0.000 0.00047 H400X200X8 H400X200X8 0.463 AISC- H1-3 19 0.008 0.000 0.000 0.00048 H400X200X8 H400X200X8 0.419 AISC- H1-3 17 0.008 0.000 0.000 0.00049 H125X125X6.5 H125X125X6.5 0.110 AISC- H1-3 58 0.003 0.000 0.000 0.00050 H125X125X6.5 H125X125X6.5 0.105 AISC- H1-3 57 0.003 0.000 0.000 0.00055 H400X200X8 H400X200X8 0.033 AISC- H1-3 63 0.008 0.000 0.000 0.00056 H400X200X8 H400X200X8 0.032 AISC- H1-3 63 0.008 0.000 0.000 0.00057 H400X200X8 H400X200X8 0.032 AISC- H1-3 67 0.008 0.000 0.000 0.00058 H400X200X8 H400X200X8 0.033 AISC- H1-3 63 0.008 0.000 0.000 0.00059 H400X200X8 H400X200X8 0.032 AISC- H1-3 63 0.008 0.000 0.000 0.00060 H400X200X8 H400X200X8 0.032 AISC- H1-3 63 0.008 0.000 0.000 0.00061 H400X200X8 H400X200X8 0.241 SHEAR -Y 61 0.008 0.000 0.000 0.00062 H400X200X8 H400X200X8 0.248 SHEAR -Y 65 0.008 0.000 0.000 0.00063 H400X200X8 H400X200X8 0.015 AISC- H1-3 63 0.008 0.000 0.000 0.00064 H400X200X8 H400X200X8 0.015 AISC- H1-3 63 0.008 0.000 0.000 0.00065 H400X200X8 H400X200X8 0.063 AISC- H1-3 61 0.008 0.000 0.000 0.00066 H400X200X8 H400X200X8 0.068 AISC- H1-3 65 0.008 0.000 0.000 0.00067 H400X200X8 H400X200X8 0.015 AISC- H1-3 63 0.008 0.000 0.000 0.00068 H400X200X8 H400X200X8 0.015 AISC- H1-3 63 0.008 0.000 0.000 0.00069 H400X200X8 H400X200X8 0.370 AISC- H1-3 19 0.008 0.000 0.000 0.00070 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00071 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00072 H400X200X8 H400X200X8 0.330 AISC- H1-3 51 0.008 0.000 0.000 0.00073 Taper 175X650 0.377 AISC- H1-3 19 0.007 0.000 0.000 0.00074 Taper 175X650 0.367 AISC- H1-3 51 0.007 0.000 0.000 0.00075 H400X200X8 H400X200X8 0.325 AISC- H1-3 19 0.008 0.000 0.000 0.00076 H400X200X8 H400X200X8 0.305 AISC- H1-3 51 0.008 0.000 0.000 0.00077 H400X200X8 H400X200X8 0.013 AISC- H1-3 67 0.008 0.000 0.000 0.00078 H400X200X8 H400X200X8 0.013 AISC- H1-3 63 0.008 0.000 0.000 0.00079 H400X200X8 H400X200X8 0.552 AISC- H1-3 19 0.008 0.000 0.000 0.00080 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00081 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00082 H400X200X8 H400X200X8 0.471 AISC- H1-3 48 0.008 0.000 0.000 0.00083 Taper 175X650 0.578 AISC- H1-3 19 0.007 0.000 0.000 0.00084 Taper 175X650 0.549 AISC- H1-3 48 0.007 0.000 0.000 0.00085 DLC1523 DLC1523 0.206 AISC- H1-3 65 0.001 0.000 0.000 0.00086 DLC1523 DLC1523 0.205 AISC- H1-3 66 0.001 0.000 0.000 0.000


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

14

27-Jun-12




(m2)Iz

(m4)Iy

(m4)Ix

(m4)87 H400X200X8 H400X200X8 0.466 AISC- H1-3 19 0.008 0.000 0.000 0.00088 H400X200X8 H400X200X8 0.423 AISC- H1-3 48 0.008 0.000 0.000 0.00089 H125X125X6.5 H125X125X6.5 0.107 AISC- H1-3 59 0.003 0.000 0.000 0.00090 H125X125X6.5 H125X125X6.5 0.102 AISC- H1-3 59 0.003 0.000 0.000 0.00091 H400X200X8 H400X200X8 0.552 AISC- H1-3 19 0.008 0.000 0.000 0.00092 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00093 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.00094 H400X200X8 H400X200X8 0.471 AISC- H1-3 51 0.008 0.000 0.000 0.00095 Taper 175X650 0.578 AISC- H1-3 19 0.007 0.000 0.000 0.00096 Taper 175X650 0.549 AISC- H1-3 51 0.007 0.000 0.000 0.00097 DLC1523 DLC1523 0.206 AISC- H1-3 67 0.001 0.000 0.000 0.00098 DLC1523 DLC1523 0.205 AISC- H1-3 63 0.001 0.000 0.000 0.00099 H400X200X8 H400X200X8 0.466 AISC- H1-3 19 0.008 0.000 0.000 0.000100 H400X200X8 H400X200X8 0.423 AISC- H1-3 51 0.008 0.000 0.000 0.000101 H125X125X6.5 H125X125X6.5 0.064 AISC- H1-3 58 0.003 0.000 0.000 0.000102 H125X125X6.5 H125X125X6.5 0.062 AISC- H2-1 1 0.003 0.000 0.000 0.000103 L50X50X5 L50X50X5 0.001 TENSION 14 0.000 0.000 0.000 0.000104 L50X50X5 L50X50X5 0.004 AISC- H1-3 22 0.000 0.000 0.000 0.000105 L50X50X5 L50X50X5 0.001 TENSION 10 0.000 0.000 0.000 0.000106 L50X50X5 L50X50X5 0.004 AISC- H1-3 23 0.000 0.000 0.000 0.000107 H400X200X8 H400X200X8 0.031 AISC- H1-3 67 0.008 0.000 0.000 0.000108 H400X200X8 H400X200X8 0.030 AISC- H1-3 67 0.008 0.000 0.000 0.000109 H400X200X8 H400X200X8 0.031 AISC- H1-3 63 0.008 0.000 0.000 0.000110 H400X200X8 H400X200X8 0.030 AISC- H1-3 63 0.008 0.000 0.000 0.000111 H400X200X8 H400X200X8 0.018 AISC- H1-3 64 0.008 0.000 0.000 0.000112 H400X200X8 H400X200X8 0.018 AISC- H1-3 67 0.008 0.000 0.000 0.000113 H400X200X8 H400X200X8 0.018 AISC- H1-3 64 0.008 0.000 0.000 0.000114 H400X200X8 H400X200X8 0.018 AISC- H1-3 63 0.008 0.000 0.000 0.000115 H400X200X8 H400X200X8 0.549 AISC- H1-3 19 0.008 0.000 0.000 0.000116 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.000117 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.000118 H400X200X8 H400X200X8 0.468 AISC- H1-3 48 0.008 0.000 0.000 0.000119 Taper 175X650 0.575 AISC- H1-3 19 0.007 0.000 0.000 0.000120 Taper 175X650 0.543 AISC- H1-3 47 0.007 0.000 0.000 0.000121 DLC1523 DLC1523 0.205 AISC- H1-3 65 0.001 0.000 0.000 0.000122 DLC1523 DLC1523 0.204 AISC- H1-3 66 0.001 0.000 0.000 0.000123 H400X200X8 H400X200X8 0.463 AISC- H1-3 19 0.008 0.000 0.000 0.000124 H400X200X8 H400X200X8 0.419 AISC- H1-3 17 0.008 0.000 0.000 0.000125 H125X125X6.5 H125X125X6.5 0.068 AISC- H1-3 68 0.003 0.000 0.000 0.000126 H125X125X6.5 H125X125X6.5 0.066 AISC- H1-3 68 0.003 0.000 0.000 0.000127 H400X200X8 H400X200X8 0.550 AISC- H1-3 19 0.008 0.000 0.000 0.000128 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.000129 H150X75X5 H150X75X5 0.006 AISC- H2-1 1 0.002 0.000 0.000 0.000130 H400X200X8 H400X200X8 0.469 AISC- H1-3 48 0.008 0.000 0.000 0.000131 Taper 175X650 0.578 AISC- H1-3 19 0.007 0.000 0.000 0.000


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

15

27-Jun-12




(m2)Iz

(m4)Iy

(m4)Ix

(m4)132 Taper 175X650 0.549 AISC- H1-3 48 0.007 0.000 0.000 0.000133 DLC1523 DLC1523 0.205 AISC- H1-3 67 0.001 0.000 0.000 0.000134 DLC1523 DLC1523 0.204 AISC- H1-3 63 0.001 0.000 0.000 0.000135 H400X200X8 H400X200X8 0.465 AISC- H1-3 19 0.008 0.000 0.000 0.000136 H400X200X8 H400X200X8 0.423 AISC- H1-3 48 0.008 0.000 0.000 0.000137 H125X125X6.5 H125X125X6.5 0.070 AISC- H1-3 67 0.003 0.000 0.000 0.000138 H125X125X6.5 H125X125X6.5 0.068 AISC- H1-3 67 0.003 0.000 0.000 0.000143 H400X200X8 H400X200X8 0.029 AISC- H1-3 63 0.008 0.000 0.000 0.000144 H400X200X8 H400X200X8 0.029 AISC- H1-3 63 0.008 0.000 0.000 0.000145 H400X200X8 H400X200X8 0.029 AISC- H1-3 63 0.008 0.000 0.000 0.000146 H400X200X8 H400X200X8 0.029 AISC- H1-3 63 0.008 0.000 0.000 0.000147 H400X200X8 H400X200X8 0.015 AISC- H1-3 64 0.008 0.000 0.000 0.000148 H400X200X8 H400X200X8 0.018 AISC- H1-3 64 0.008 0.000 0.000 0.000149 H400X200X8 H400X200X8 0.015 AISC- H1-3 63 0.008 0.000 0.000 0.000150 H400X200X8 H400X200X8 0.018 AISC- H1-3 64 0.008 0.000 0.000 0.000151 DLC1523 DLC1523 0.206 AISC- H1-3 67 0.001 0.000 0.000 0.000152 DLC1523 DLC1523 0.205 AISC- H1-3 63 0.001 0.000 0.000 0.000153 H125X125X6.5 H125X125X6.5 0.090 AISC- H1-3 36 0.003 0.000 0.000 0.000154 H125X125X6.5 H125X125X6.5 0.090 AISC- H1-3 36 0.003 0.000 0.000 0.000155 H400X200X8 H400X200X8 0.028 AISC- H1-3 63 0.008 0.000 0.000 0.000156 H400X200X8 H400X200X8 0.028 AISC- H1-3 63 0.008 0.000 0.000 0.000157 L50X50X5 L50X50X5 0.147 AISC- H1-3 19 0.000 0.000 0.000 0.000158 L50X50X5 L50X50X5 0.005 AISC- H1-3 22 0.000 0.000 0.000 0.000159 L50X50X5 L50X50X5 0.001 TENSION 10 0.000 0.000 0.000 0.000160 L50X50X5 L50X50X5 0.143 AISC- H1-3 19 0.000 0.000 0.000 0.000161 L75X75X6 L75X75X6 0.745 AISC- H1-1 6 0.001 0.000 0.000 0.000162 L75X75X6 L75X75X6 0.329 AISC- H1-1 20 0.001 0.000 0.000 0.000163 L75X75X6 L75X75X6 0.768 AISC- H1-1 6 0.001 0.000 0.000 0.000164 L75X75X6 L75X75X6 0.464 AISC- H1-1 20 0.001 0.000 0.000 0.000165 L75X75X6 L75X75X6 0.745 AISC- H1-1 6 0.001 0.000 0.000 0.000166 L75X75X6 L75X75X6 0.329 AISC- H1-1 20 0.001 0.000 0.000 0.000167 L75X75X6 L75X75X6 0.817 AISC- H1-1 6 0.001 0.000 0.000 0.000168 L75X75X6 L75X75X6 0.286 AISC- H1-1 80 0.001 0.000 0.000 0.000169 L75X75X6 L75X75X6 0.768 AISC- H1-1 6 0.001 0.000 0.000 0.000170 L75X75X6 L75X75X6 0.464 AISC- H1-1 20 0.001 0.000 0.000 0.000171 L75X75X6 L75X75X6 0.817 AISC- H1-1 6 0.001 0.000 0.000 0.000172 L75X75X6 L75X75X6 0.297 AISC- H1-1 88 0.001 0.000 0.000 0.000173 H350X175X7 H350X175X7 0.929 AISC- H1-3 49 0.006 0.000 0.000 0.000174 H350X175X7 H350X175X7 0.752 AISC- H1-3 61 0.006 0.000 0.000 0.000175 H350X175X7 H350X175X7 0.529 AISC- H1-3 47 0.006 0.000 0.000 0.000176 H350X175X7 H350X175X7 0.529 AISC- H1-3 47 0.006 0.000 0.000 0.000177 H350X175X7 H350X175X7 0.535 AISC- H1-3 48 0.006 0.000 0.000 0.000178 H350X175X7 H350X175X7 0.535 AISC- H1-3 51 0.006 0.000 0.000 0.000179 H350X175X7 H350X175X7 0.529 AISC- H1-3 47 0.006 0.000 0.000 0.000180 H350X175X7 H350X175X7 0.535 AISC- H1-3 48 0.006 0.000 0.000 0.000


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

16

27-Jun-12




(m2)Iz

(m4)Iy

(m4)Ix

(m4)181 H350X175X7 H350X175X7 0.358 AISC- H1-3 51 0.006 0.000 0.000 0.000182 H350X175X7 H350X175X7 0.576 AISC- H1-3 7 0.006 0.000 0.000 0.000183 H350X175X7 H350X175X7 0.691 AISC- H1-3 49 0.006 0.000 0.000 0.000184 H350X175X7 H350X175X7 0.560 AISC- H1-3 19 0.006 0.000 0.000 0.000185 H350X175X7 H350X175X7 0.560 AISC- H1-3 19 0.006 0.000 0.000 0.000186 H350X175X7 H350X175X7 0.563 AISC- H1-3 19 0.006 0.000 0.000 0.000187 H350X175X7 H350X175X7 0.563 AISC- H1-3 19 0.006 0.000 0.000 0.000188 H350X175X7 H350X175X7 0.560 AISC- H1-3 19 0.006 0.000 0.000 0.000189 H350X175X7 H350X175X7 0.563 AISC- H1-3 19 0.006 0.000 0.000 0.000190 H350X175X7 H350X175X7 0.367 AISC- H1-3 19 0.006 0.000 0.000 0.000

Load 15X

Y

Z

Whole Structure


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

17

27-Jun-12



R1

R4R1

R3R8

R6R6

R5R4

R7R2

R1

R4R1

R3R10R10

R1

R8R2

R4 R5R1

R4

R9R3 R7

R6R6

R2

R1

R10R10

R4R5 R4R1

R3R7

R1

R8R2

R4 R5R1

R4

R9R3 R7R2

R1

R4R5 R4R1

R3R7

R1

R8R2

R4 R5R1

R4

R9R3 R7R2

R1

R4R5 R4R1R3R7

R1

R8

R6R6

R2

R4 R5R1

R4

R9R3 R7R2

R1

R4R5 R4R1

R3R7R10R10

R1

R8R2

R4 R5R1

R4

R9R3 R7

R6R6

R2

R1

R10R10

R4R5 R4R1R3R7

R1

R8R2

R4 R5R1

R4

R9R3 R7R2

R1

R4R5 R4R1R3R7

R1

R8

R6R6

R2

R4 R5R1

R4

R9R3 R7R2

R1

R4R5 R4R1R3R7

R10R10

R1

R8R2

R4R1R9R3

R6R6

R2R10R10

R4R5R7

R1

R2

R4R1R9R3

Load 15X

Y

Z

Whole Structure


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

18

27-Jun-12



R3R3

R4

R9

R1

R1

R1

R1

R2

R4

R2

R8

Load 15X

YZ

Whole Structure


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

19

27-Jun-12



R6

R7 R7

R5R5

R1 R6R1

R5R1 R1

R7

R5R1

R1

R1

R1

R1R7

R1

R5

R6 R1

R1R7

R1R5R5

R6

R7R7

R1R6

R7

R5R1

R6R1

R1

R1

R3R3R3 R3R3R3 R3R3 R3

Load 15XY

Z

Whole Structure


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

20

27-Jun-12



R3

R3

R3 R3R3

R3

R3R3

R3 R3R3 R3

R3R3

R3 R3 R3

R3

R7 R7 R7

R7 R7R7

R7R7

R7 R7

R7

R7

R7

R7

R7

R7R9 R9 R9R9 R9 R9R9 R9 R9

R8 R8R8R8 R8 R8R8 R8R8

R10

R10

R10 R10

R10

R10 R10

R10R10

R10

R10 R10 R2 R2R2 R2R2 R2 R2 R2R2

R2R2 R2 R2R2 R2 R2 R2R2

Load 15XYZ

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

Rmax Rmax

X1 X2 wheelbase



KSO OWNER

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.



KSO OWNER

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



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.



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



KSO OWNER

0,75 DL + 0,75 LL + 0,75 Crane Load 1 +0.75 Wx








Normal condition

1 DL + 1 LL + 0,75 Crane Load 1








SEVERE CONDITION

0,75 DL + 0,75 LL + 0,75 Crane Load 1 +0.75 Gempa Arah X + 0,225 Gempa Arah Z









KSO OWNER


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 1 -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 5+0.75 Gempa Arah X - 0,225 Gempa Arah Z




calculation sheet for balance of plant zii-zp13 ...rsni-03-1726-2010 : rencana standar nasional...

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