CLIENT CALCULATION OF PIPE RACK STRUCTURE

SHEET 1-15

# 10

9 6 0 8SNO - S - CC - 05 - 010

Sulawesi

CALCULATION CONTRACT NO. : K0498R/JOBT/MDP

CALCULATION OF PIPE RACK STRUCTURE

SU2573 B

SENORO GAS DEVELOPMENT PROJECTCIVIL / CIVIL

Joint Operating Body JOB NO. DOC. NO REV.Pertamina Medco E&P Tomori

REV

HDY

DATECLIENT

FMM JHH

DATE DESCRIPTION PREP'D

B 23-Jun-13 Issued for COMPANY Review AMP SN

APP'DBY

CHK'DEND'

DREV'D

SENORO GAS DEVELOPMENT PROJECT

TABULATION OF REVISED PAGES

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DATE. 23-Jun-13

CALCULATION OF PIPE RACK STRUCTURE # 10

Doc. No. SNO-S-CC-05-010

REV. B

BSHEET

REVISIONB

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REVISION SUMMARY

REV. DATE DESCRIPTION OF CHANGE

B 23-Jun-2013 Issued for Company Review



SENORO GAS DEVELOPMENT PROJECT DATE.

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CALCULATION OF PIPE RACK STRUCTURE # 10 REV


1. GENERAL ………………………………………………………………………………………………………… 5

1.1 Scope ………………………………………………………………………………………………………… 5

DATE.

B

TABLE OF CONTENTS

SENORO GAS DEVELOPMENT PROJECT 23-Jun-13

REV.

1.2 Codes, Standards, and References …………………………………………………………………… 5

1.3 Units ……………………………………………………………………………………………………………… 5

1.4 Quality of Material …………………………………………………………………………………… 5

1.5 Unit Weight of Material …………………………………………………………………………… 6

1.6 Abbreviation ………………………………………………………………………………………………… 6

2. ANALYSIS METHOD ………………………………………………………………………………………… 7

2.1 Design Concept ………………………………………………………………………………………… 7g p

2.2 Design Criteria ………………………………………………………………………………………… 7

2.3 Design Loading ………………………………………………………………………………………… 72.4 Load Combination ………………………………………………………………………………………… 9

2.5 Allowable Deflection …………………………………………………………………………………… 11

3 STRUCTURAL MODELING …………………………………………………………………………………… 124 STEEL STRUCTURE CHECKING …………………………………………………………………………………… 12

4.1 Steel Stress Checking …………………………………………………………………………………… 12g

4.2 Deflection Checking …………………………………………………………………………………… 135. FOUNDATION CHECKING …………………………………………………………………………………… 15

ATTACHMENT

A. PIPE RACK PLAN VIEW & SECTION

B. PIPES, CABLE TRAY AND EQUIPMENT LOADING DATA

C. STRUCTURAL MODELLING

D. DESIGN LOAD

E. STAAD INPUT DATA

F. STRESS RATIO

G. DEFLECTION DATA

H. CONNECTION CHECK

I. ANCHOR BOLT CAPACITY

J FOUNDATION DESIGN

K. STEEL & FOUNDATION MATERIAL TAKE OFF (MTO)

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CALCULATION OF PIPE RACK STRUCTURE # 10 REV.

23-Jun-13

1. General1.1 Scope

1.2 Codes, Standards, and References

1 SNO-S-DB-001 Design Basis Tripatra-Samsung " Civil/Structural Design Criteria "

This document presents calculation of foundation and steel structure for pipe rack structure PR-08.

1 SNO-S-DB-001, Design Basis Tripatra-Samsung Civil/Structural Design Criteria.

2

3 ACI 318-08 " Building Code Requirements for Structural Concrete and Commentary."

4

5 AISC-ASD " Manual of Steel Construction ", volume 2, 9th Edition

6 UBC 1997 " Uniform Building Code "

Job No 2894, Geotechnical Investigation For Senoro Gas Processing Plant Senoro-Central

Sulawesi Indonesia,Rev 03 by Soilens,PT on March, 21st 2013.

ASCE 7-10 " American Society of Civil Engineers - Minimum Design Loads for Buildings and Other Structures."

6 UBC - 1997, Uniform Building Code.

7

8 SNO-C-TC-102, Tripatra-Samsung " Wind Data Evaluation Report."

9

10 SNO-C-CC-001, " Calculation For Piling Capacity Design."

SNO-C-TS-101, Tripatra-Samsung " Earthquake Loads Calculation Procedure for Structures and Foundations. "

SNO-S-TS-001, Tripatra-Samsung Specification " Spesification For Structural Steel Material. "

1.3 Units

All Units are in SI Unit unless noted otherwise

1.4 Quality of Material

Structural Steel, ASTM A 36 or JIS G3101 Grade SS400

fy =

Strength

235 00 MPa

Material

fy = fu =

Ft all = Fv all =

Structural Concrete fc' = Levelling Concrete fc' = Reinforcing Bar : ASTM A615 d 60 BD f d B f

MPa

235.00

MPa

400.00141.0094.00

MPa 28.00

MP

Material Strength

17.50

MPa

MPa MPa

390 00ASTM A615 grade 60 or BDeformed Bar fy =

Anchor Bolt ASTM A 307 Grade C fy =

ft all = fv all =

HS Bolt, ASTM A 325 fy =

fu =

Weld Electrode (AWS D 1 1 E60xx) Fu =

137.30 MPa

240.00Strength

MPa Material

720.00

MPa

413 7 MPa

550.00

68.60

MPa

MPa

MPa

390.00

Weld Electrode (AWS D.1.1, E60xx) Fu =

Fv all = MPa 124.11

413.7 MPa

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1.5 Unit Weight of Material

Reinforced Concrete (c)

Lean Concrete (pc)

Steel (s) 78.50

MaterialkN/m3

21.58

Unit Weight

3

23.54kN/m3

kN/m3

Soil (so)

Operating Liquid (L(o))

Water (L)

Sand Gravel (g)

1.6 Abbreviation

BCD : bolt circle diameter

10.00

kN/m316.50 kN/m3

kN/m310.60

kN/m317.65

BCD : bolt circle diameter

Ca : seismic coefficient

Cf : force coefficient

D : dead load

db : diameter bolt

E : young modulus

E : earthquake Load (E)

e : excentricitye : excentricity

F : minimum bolt pitch

ft : bolt tensile strength

fv : bolt shear strength

fy : yield strength of reinforce steel

G : gust effect factor

h : height of structure from ground level

I : importance factorI : importance factor

ID : inside diameter

Kd : wind directionaly factor

Kz : velocity pressure exposure coefficient

Kzt : topographic factor

LC1 : factored load combination

LC2 : unfactored load combination

Le minim m bolt embedmentLe : minimum bolt embedment

Mu : moment ultimate

: coefficient of frictionn1 : number of bolt

PE : weight of pipe in empty condition

PO : piping load (operating condition)

PT : piping load (testing condition)

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QE : weight of machinery incl. appurtenances and it is clasiffied as empty load (erection)

Qo : equipment weight (operating condition)QT : equipment weight (testing condition)

qz : wind pressure

T : tensile forceTF : thermal force

V : shear force

Vs : base shear

Vp : shear of plate

W : wind load

Wt : weight of equipment and/or structure

Z : modulus section

2. Analysis Method2.1 Design Concept

-

- Stability :-

-

in transverse direction, structure are designed as reinforced steel frame with fixed connection

Loads to be considered in calculation consist of dead loads, live loads, pipe loads, equipment loads and environmental loads.

in longitudinal direction, structure are designed as reinforced steel frame with

- Horizontal and vertical bracing is designed as truss member

- Types of support is pinned connection in all direction.

pinned connection

Allowable Stress Design shall be used in the design of steel structure member conforming to AISC ASD.

- The structure will be analyzed with STAADPro V8i structural analysis computer programming and as space frame analysis.

-

2.2 Design Criteria2.2.1 Allowable Ratio

- Allowable ratio for permanent is 1.00 with apply unfactored combination.

- Allowable ratio for temporary is 1.33 with apply unfactored combination.

2.2.1 Allowable Deflection

- Allowable ratio for vertical is L/240 with apply unfactored combination.

- Allowable ratio for horizontal is L/200 with apply unfactored combination.

2.3 Design Loading2.3.1 Primary Load

The following loads and forces are considered in the design of Structure :

2.3.1.1. Dead Load (D)Selfweight of Steel Structure exclude plate connection, bolt & fireproofing.

2.3.1.2. Live Load (L)

Any load not permanently fixed to the structure e.g loading caused by personnel, tools during

Live Load shall be applied on platform in the top level of rack, as servicing cooling tower access.

Live Load in operating or maintenance platform are 2.50 kN/m2

2.5 x 3 = 7.5 kN/m ---> span 3 m

maintenance.

Live Load =

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2.3.1.3. Equipment Load (Q)

2.3.1.4. Piping Load (P)

Dynamic load due to fan rotation has considered as additional static load that was determined based on the fan size.

Weight of equipment or machinery (ACHE) including appurtenances and it is classified as an empty (erection) load QE, an operating load Qo or a testing load QT.

2.3.1.5. Cable Tray Load

Weight of cable tray is included according to Electrical and Instrument information.

Weight of pipe including appurtenances and it is classified as an empty (erection) load PE, an operating load PO or a testing load PT.

Miscellaneous piping support attached on main structure that were not modeled on structure model, will be provided by piping. The miscellaneous piping loading at any position on platform were assumed that have been covered as live load on platform (170 kg/m2)

Weight of cable tray is calculated as follow :

- cable tray (900 mm = 150 kg,m; 600 mm = 100 kg/m; 300 mm = 50 kg/m)

2.3.1.6. Wind Load (W)

Wind Velocity (v) = m/s Risk Category III & IV

( ) kN/ 2

32.080

Based on , 'Senoro Gas Development Project, SNO-C-TC-102, "Wind Data Evaluation Report"', wind load will be calculated by following formula :

Wind Pressure (qz) = kN/m2 h = 4,6 m

= kN/m2 h = 6,1 m

= kN/m2 h = 7,6 m

= kN/m2 h = 9,1 m

= kN/m2 h = 12,2 m

= kN/m2 h = 15,2 m

= kN/m2 h = 18 m

0.690

0.710

0.620

0.540

0.570

0.590

0.660

2.3.1.7. Earthquake Load ( E)

Vs = Cs x Wt ,with Cs = Transv

Vs = x Wt Cs = Longit0.210

0.260

Based on, 'Senoro Gas Development Project, SNO-C-TS-101, "Earthquake Loads Calculation Procedure For Structure And Foundation "'', earthquake load will be calculated in accordance with UBC-97 as :

0.260

Vs = x Wt0.210

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2.3.1.8. Thermal Load ( TF)

a. Thermal Load due to Material Friction

Thermal friction loads are calculated by estimating piping load by friction coeffficients ()

as follows:

In design of pipe supports, horizontal friction forces due to thermal expansion or contraction of flare lines and stream lines, etc shall be applied at the support bearing surfaces.

as follows:

= 0.3 ( steel to steel ) (Design Criteria)TF = x gravity pipe operation load

Pipe Weight (Wp)

NOTE :

b. Thermal Load due to Pipe anchorage/ Supporting system

Anchor and guide load is resulted from pipe stress analysis (PSA) which be generated from piping software analysis

The derived thermal forces based on normal and friction as described above is not used when thermal force from pipe stress analysis is given from piping.

Tf

The PSA result were plotted on piping loading data number (Attachment B)

2.3.1.9. Platform Load

Weight of Platform

Bar Φ 6 = 0.25 d2 x 78.5 x 11 = 0.024

Serrated = 0.03 x 0.01 x 1 x 78.5 x 35 = 0.343Total = 0 368

kN/m2

kN/m2

piping software analysis.

kN/m2

Total 0.368= 0.037

Total = 0.405

2.4

Empty Condition:

kN/m2

kN/m2

kN/m2

2.4.1Load Combination

Accessories + 10%

The following factored load combination is used to design concrete reinforcement by Load and Resistance Factored Design method:

Empty Condition:

LC 1-11 1.4(D + PE + QE )

LC 1-21 1.2(D + PE + QE) + 1.6 W in Z(+)

LC 1-22 1.2(D + PE + QE) + 1.6 W in Z(-)

LC 1-23 1.2(D + PE + QE) + 1.6 W in X(+)

LC 1-24 1.2(D + PE + QE) + 1.6 W in X(-)

LC 1-31 1.2(D + PE + QE) + E in Z(+)

LC 1-32 1 2(D + PE + QE) + E in Z(-)LC 1-32 1.2(D + PE + QE) + E in Z(-)

LC 1-33 1.2(D + PE + QE) + E in X(+)

LC 1-34 1.2(D + PE + QE) + E in X(-)

Operating Condition:LC 1-41 1.4(D + PO + QO + TF(+))

LC 1-42 1.2(D + PO + QO + TF(+)) + 1.6 L

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LC 1-43 1.4(D + PO + QO + TF(-))

LC 1-44 1.2(D + PO + QO + TF(-)) + 1.6 L

Operating Condition + Wind (on positive thermal):LC 1-51 1.2(D + PO + QO + TF(+)) + L + 1.6 W in Z(+)

LC 1-52 1.2(D + PO + QO + TF(+)) + L + 1.6 W in Z(-)

LC 1-53 1.2(D + PO + QO + TF(+)) + L + 1.6 W in X(+)

LC 1-54 1.2(D + PO + QO + TF(+)) + L + 1.6 W in X(-)

Operating Condition + Earthquake (on positive thermal):LC 1-61 1.2(D + PO + QO + TF(+)) + L + E in Z(+)

LC 1-62 1.2(D + PO + QO + TF(+)) + L + E in Z(-)

LC 1-63 1.2(D + PO + QO + TF(+)) + L + E in X(+)

LC 1-64 1.2(D + PO + QO + TF(+)) + L + E in X(-)

Operating Condition + Wind (on negative thermal):LC 1-71 1.2(D + PO + QO + TF(-)) + L + 1.6 W in Z(+)

LC 1-72 1.2(D + PO + QO + TF(-)) + L + 1.6 W in Z(-)

LC 1-73 1.2(D + PO + QO + TF(-)) + L + 1.6 W in X(+)

LC 1-74 1.2(D + PO + QO + TF(-)) + L + 1.6 W in X(-)

Operating Condition + Earthquake (on negative thermal):LC 1-91 1.2(D + PO + QO + TF(-)) + L + E in Z(+)

LC 1-92 1.2(D + PO + QO + TF(-)) + L + E in Z(-)

LC 1-93 1.2(D + PO + QO + TF(-)) + L + E in X(+)

LC 1-94 1.2(D + PO + QO + TF(-)) + L + E in X(-)

Test Condition:LC 1-80 1.2(D + PT + QT) + 1.6 (L/2)

LC 1-81 0.9(D + PT + QT) + 1.6 (W/3) in Z(+)

LC 1-82 0.9(D + PT + QT) + 1.6 (W/3) in Z(-)

LC 1-83 0.9(D + PT + QT) + 1.6 (W/3) in X(+)

LC 1-84 0.9(D + PT + QT) + 1.6 (W/3) in X(-)

Empty Condition: Increase in Allowable StressLC 2-11 D + PE + QE 1.00

LC 2-21 D + PE + QE + W in Z(+) 1.33

2.4.2 The following unfactored load combination is used to steel structure design by Allowable Stress Design.

LC 2-22 D + PE + QE + W in Z(-) 1.33

LC 2-23 D + PE + QE + W in X(+) 1.33

LC 2-24 D + PE + QE + W in X(-) 1.33

LC 2-31 D + PE + QE + E in Z(+)/1,4 1.33

LC 2-32 D + PE + QE + E in Z(-)/1,4 1.33

LC 2-33 D + PE + QE + E in X(+)/1,4 1.33

LC 2-34 D + PE + QE + E in X(-)/1,4 1.33

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Operating Condition:LC 2-41 D + PO + QO + TF(+) 1.00

LC 2-42 D + PO + QO + TF(-) 1.00

Operating Condition + Wind (on positive thermal):LC 2-51 D + PO + QO + TF(+) + L + W in Z(+) 1.33

LC 2-52 D + PO + QO + TF(+) + L + W in Z(-) 1.33

LC 2 53 D + P + Q + TF(+) + L + W in X(+) 1 33LC 2-53 D + PO + QO + TF(+) + L + W in X(+) 1.33

LC 2-54 D + PO + QO + TF(+) + L + W in X(-) 1.33

Operating Condition + Earthquake (on positive thermal):LC 2-61 D + PO + QO + TF(+) + L + E in Z(+)/1,4 1.33

LC 2-62 D + PO + QO + TF(+) + L + E in Z(-)/1,4 1.33

LC 2-63 D + PO + QO + TF(+) + L + E in X(+)/1,4 1.33

LC 2-64 D + PO + QO + TF(+) + L + E in X(-)/1,4 1.33

Operating Condition + Wind (on negative thermal):Operating Condition + Wind (on negative thermal):LC 2-71 D + PO + QO + TF(-) + L + W in Z(+) 1.33

LC 2-72 D + PO + QO + TF(-) + L + W in Z(-) 1.33

LC 2-73 D + PO + QO + TF(-) + L + W in X(+) 1.33

LC 2-74 D + PO + QO + TF(-) + L + W in X(-) 1.33

Operating Condition + Earthquake (on negative thermal):LC 2-81 D + PO + QO + TF(-) + L + E in Z(+)/1,4 1.33

LC 2-82 D + PO + QO + TF(-) + L + E in Z(-)/1,4 1.33LC 2 82 O QO ( ) ( ) , 1.33

LC 2-83 D + PO + QO + TF(-) + L + E in X(+)/1,4 1.33

LC 2-84 D + PO + QO + TF(-) + L + E in X(-)/1,4 1.33

Test Condition:LC 2-90 D + PT + QT 1.00

LC 2-91 D + PT + QT + W in Z(+) 1.33

LC 2-92 D + PT + QT + W in Z(-) 1.33

LC 2-93 D + PT + QT + W in X(+) 1.33

LC 2-94 D + PT + QT + W in X(-) 1.33

LC 2-95 D + PT + QT + E in Z(+)/1,4 1.33

LC 2-96 D + PT + QT + E in Z(-)/1,4 1.33

LC 2-97 D + PT + QT + E in X(+)/1,4 1.33

LC 2-98 D + PT+ QT + E in X(-)/1,4 1.33

2.5 Allowable Deflection

2.5.1

- Beam for Structural componen: L/2402.5.2 The limiting permissible horizontal displacement of structures :

- Steel Structure : H/200

The limiting permissible vertical deflection for structural steel members shall be as specified below :

where :

L = Theoretical span of beam

H = Total Height of structures

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3 St t l M d li3. Structural ModelingStructural modeling at the pipe rack is applied three dimensional with seismic analysis.

4. Steel Structure Checking4.1 Steel Stress Checking

Steel member stresses are checked in accordance with AISC by STAAD Pro V8i whichpresents the actual stress to the allowable Stress Ratio as SR.

Pipe Rack PR-08

Permanent Temporary

H-588X300X12 Column

H-588X300X12 Main beam

EL+0,00 H-300x150x6,5 Secondary beamto H-300x150x6 5 Longitudinal beam

0.640

0.244

0 374

0.243

0.369

0.857

Steel Stress RatioProfiles

0.357

Remarksm

Elevation

0 361to H 300x150x6,5 Longitudinal beam

EL+5,00 H-200x100x5,5 Secondary longitudinal beam

T-150x150 Horizontal Bracing

T-200x200 Vertical Bracing

H-588X300X12 Column


EL+5,00 H-300x150x6,5 Secondary beamto H-300x150x6,5 Longitudinal beam0.278

0.214 0.417

0.155 0.417

0.465 0.467

0.210

0.1200.092

0.374

0.093

0.306 0.582

0.361

0.089

H 300x150x6,5 Longitudinal beam

EL+7,00 H-200x100x5,5 Secondary longitudinal beam



H-588X300X12 Column


EL+7,00 H-300x150x6,5 Secondary beamto H-300x150x6,5 Longitudinal beam

0.278

0.101 0.218

0.210

0.074 0.083

0.106 0.121

0.274 0.277

0.189 0.329

0.094 0.354

0.154 0.212, g

EL+10,00H-200x100x5,5 Secondary longitudinal beam



H-588X300X12 Column


EL+10,00H-300x150x6,5 Secondary beamto H-300x150x6,5 Longitudinal beam

0.105 0.243

0.069 0.088

0.057 0.076

0.414 0.420

0.437 0.749

0.333

0.163 0.277

0.127

g




H-588X300X12 Column


EL+13,00H-400x200x8 Secondary beamto H-400x200x8 Longitudinal beam

0.922

0.117 0.253

0.476 0.570

0.848

0.032 0.065

0.030 0.110

0.558 0.561

0.471 0.479




0.166 0.264

0.159 0.305

0.184 0.285

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For Permanent condition,Max ratio < …OK

For Temporary condition,Max ratio < …OK

4.2 Deflection CheckingDeflection check for steel structures is performed based on the unfactored load combinations.

0.922

0.848 1.00

1.33

(1). Vertical deflection (dv) Check.dv allowed = L / 240

(2). Horizontal Deflection (dh) Check:dh allowed = H / 200

Where, L = horizontal span length of the structure member

H = height of structure member (column)

The following tables present summary of the results.

Beam Deflection Permanent Load ConditionElevation Properties L δall δ check Remarks

(m) (mm) (mm) (mm)

H-588X300X12 OK Main beam

H-300x150x6,5 OK Secondary beam

EL+5,00 H-300x150x6,5 OK Longitudinal beam

H 200x100x5 5 OK Secondary longitudinal beam

33.333

12 500

25.000

33.333

1.453

1.449

6000

8000

3000 0 058

8000

1.983

H-200x100x5,5 OK Secondary longitudinal beam

T-150x150 OK Horizontal Bracing

T-200x200 OK Vertical Bracing






5830

12.500

24.292

3000 0.058

33.333 0.985

8000 33.333 2.536

0.003

0.003

6000 25.000 0.715

8000

5000 20.833

3000 12.500 0.058

5000 20 833 0 003T-150x150 OK Horizontal Bracing




EL+10,00H-300x150x6,5 OK Longitudinal beam




8000 33.333 0.760

6000 25.000

5000 20.833 0.003

3606 15.025 0.003

8000 33.333 1.596

0.630

3000 12.500 0.058

5000 20.833 0.003

4243 17 679 0 003T 200x200 OK Vertical Bracing








0.700

6000 25.000 2.516

8000 33.333 2.354

8000

4243 17.679 0.003

3000 12.500 0.058

33.333

5000 20.833 0.003

8000 33.333 4.449

4243 17.679 0.003

H 588X300X12 OK Main beam






8000 33.333 4.449

8000 33.333 2.575

6000 25.000 1.290

3000 12.500 0.058

5000 20.833 0.003

4243 17.679 0.003

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Column Deflection Permanent Load Condition

Elevation Properties L δall δx check δz check Remarks

(m) (mm) (mm) (mm) (mm)

EL+5,00 H-588X300X12 OK OK AA - HA

EL+7,00 H-588X300X12 AA - HA

EL+10,00H-588X300X12 AA - HAOK

OK7000 35.000 4.911 1.129

1.585

OK

OK10000 50.000

5000 25.000 4.365 1.105

5.315

EL+13,00H-588X300X12 AA - HA

EL+16,00H-588X300X12 AA - HA

Beam Deflection Temporary Load ConditionElevation Properties L δall δ check Remarks

(m) (mm) (mm) (mm)

H 588X300X12 OK M i b

OK 1.881

2.107

OK

OK OK16000 80.000 6.293

13000 65.000 5.705

8000 33 333 2 285 H-588X300X12 OK Main beam







H 300 150 6 5 OK S d b

6000 25.000 1.454

3000 12.500 0.058

8000 33.333 2.285

8000 33 333 2 981

5000 20.833 0.003

5830 24.292 0.003

8000 33.333 4.070

8000 33.333 1.462








EL+10 00H 300x150x6 5 OK Longitudinal beam

5000 20.833 0.003

3606 15.025 0.003

8000 33.333 2.981

6000 25.000 0.595

8000 33.333 1.996

8000 33.333 3.153

6000 25 000 0 620

3000 12.500 0.058








H 300x150x6 5 OK Secondary longitudinal beam

6000 25.000 0.620

8000 33.333 0.357

8000 33.333 2.232

6000 25.000 0.955

3000 12 500 0 058

3000 12.500 0.058

5000 20.833 0.003

4243 17.679 0.003









8000 33.333 4.829

4243 17.679 0.003

5000 20.833 0.003

3000 12.500 0.058

3000 12.500 0.058

5000 20 833 0 003

8000 33.333 1.995

6000 25.000 1.384


T-200x200 OK Vertical Bracing4243 17.679 0.003

5000 20.833 0.003

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Column Deflection Temporary Load Condition

Elevation Properties L δall δx check δz check Remarks

(m) (mm) (mm) (mm) (mm)

EL+5,00 H-588X300X12 OK OK AA - HA

EL+7,00 H-588X300X12 AA - HA

EL+10,00H-588X300X12 AA - HA

5000 25.000 21.654 2.118

7000 35.000 25.557 OK 2.760 OK

10000 50.000 30.298 OK 3.731 OK

EL+13,00H-588X300X12 AA - HA

EL+16,00H-588X300X12 AA - HA

5. Foundation Checking

- Summary of pile foundation design

16000 80.000 37.950 OK 5.611 OK

13000 65.000 34.463 OK 4.703 OK

Allowable (kN)

0.00 -175.00 11.57 39.00

Pile Lateral

Allowable (kN)

Forces (kN)

Allowable (kN)

Forces (kN)

Pile Compression Pile Tension

Row AA-HA

4

Permanent 0.3 - 18 206.94 355.80

Pile Loc.

ConditionPile

D-L (m)Forces

(kN)

- Based on the given condition in structural analysis, the pile capacity of

piperack foundation considered adequate in meeting design criteria.

Row AA-HA

- Number of pile used per foundation = 4 pile diameter 300 mm effective length 18 m

Temporary 0.3 - 18 308.47 475.00 0.00 -233.30 28.26 39.00zone 4

Number of pile used per foundation 4 pile, diameter 300 mm, effective length 18 m.

- Use 8 ea inch dia. Anchor bolt.

- Footing shall be 2700 mm length, 2700 mm width and 500 mm thick, with D16-250 flexural

reinforcement.

1 1/4

of 15

SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13

PIPE RACK PLAN VIEW & SECTION



REV. B

ATTACHMENT A



Doc. No.

B

SNO-S-CC-05-010

A.1 Pipe Rack PR-08 Plan

PR‐10

Fig.A.1.1 Pipe Rack PR-10 LayoutFig.A.1.1 Pipe Rack PR 10 Layout

A.2 Pipe Rack PR-10 Section

Note

Thi i t i f t h i lThis picture is for technical

drawing.

Please see Attachment B

Fig.A.2.1 Section of Pipe Rack PR-10

Attachment A - Page 1 of 1

PIPES, CABLE TRAY AND EQUIPMENT LOADING DATA



REV. B

ATTACHMENT B


SNO-S-CC-05-010

REV. B



Doc. No.

B.1 PIPING LOADING DATA B.1.1 Piping Info ( SNO-P-INF-102)

Drawing no : SNO-INF-26A

Attachment B (Pipe Load Data) - Page 1 of 16

SNO-S-CC-05-010

REV. B



Doc. No.

Drawing no : SNO-INF-26B


SNO-S-CC-05-010

REV. B



Doc. No.

Drawing no : SNO-INF-26C


SNO-S-CC-05-010

REV. B



Doc. No.

Drawing no : SNO-INF-26D


SNO-S-CC-05-010

REV. B



Doc. No.

Drawing no : SNO-INF-26E


SNO-S-CC-05-010

REV. B



Doc. No.

Drawing no : SNO-INF-27A


SNO-S-CC-05-010

REV. B



Doc. No.

Drawing no : SNO-INF-27B


SNO-S-CC-05-010

REV. B



Doc. No.

Drawing no : SNO-INF-27C


SNO-S-CC-05-010

REV. B



Doc. No.

Drawing no : SNO-INF-27D


SNO-S-CC-05-010

REV. B



Doc. No.

Drawing no : SNO-INF-27E


SNO-S-CC-05-010

B.



Doc. No.

B.1.2 Piping Load

Attachment B - 11 of 16

SNO-S-CC-05-010

B.



Doc. No.


SNO-S-CC-05-010

B.



Doc. No.

Piping loads for each bay of PR-10 can be seen on the following table,

DEAD LOAD

GRAVITY DIRECTION (Fy)

Test

PT

Piping Location Unit

PE PO

OperateEmpty

Elev. +5.000

Bay 45 - 46

Line <= 10 inch

Line = 16 inch

Line = 16 inch

Line = 16 inch

5.10

0.55-1.5

10.00 23.00 16.00

2.200 2.200 2.200

5.00 7.00 15.00

2.800 2.800 2.800

18.00 18.00

kN/m 5.103.60

0.55-1.5

Kn

x=kN

x=kN 10.00

x=

x= 0.55-1.5

3 325 3 325 3 325

Line = 16 inch

Elev. +7,000

Bay 45 - 46

Line <= 10 inch

Line = 12 inch

Line = 12 inch kN 13.00 15.00 17.00

8.00 8.00 10.00

x= 0.996 0.996 0.996

x=

1.600

kN/m 3.60 5.10 5.10

x= 1.8-3.3 1.8-3.3

1.600

1.8-3.3

kN 12.00 17.00 18.00

x= 1.600

3.325 3.325 3.325

kN

Line = 12 inch

Line = 12 inch

Line = 16 inch

Elev. +10,000

Bay 45 - 46

Line <= 10 inch

kN 6.00 12.00 10.00

kN/m 5 10 5 10

x= 2.425 2.425 2.425

kN 12.00 13.00 17.00

x=

x= 2.500 2.500

1.100 1.100

3 60

2.500

1.100

kN 10.00 11.00 14.00

x= 3.400 3.400 3.400

Line <= 10 inch

Line = 24 inch

Line = 16 inch

Line = 12 inch

0.850 0.850 0.850

x= 0.800 0.800 0.800

kN

kN 12.00

kN 5.00 6.00 14.00

x= 2.450 2.450 2.450

17.00

x=

8.00 8.00 29.00

kN/m 5.10 5.10

x= 1.5-2.25 1.5-2.25 1.5-2.25

13.00

3.60


SNO-S-CC-05-010

B.



Doc. No.

Elev. +16.000

Bay 45 - 46

Line <= 10 inch

Line <= 10 inch

Line = 20 inch

Line = 20 inch

x= 1.600 1.600 1.600

kN 90.00 95.00 94.00

kN/m 3.60 5.10 5.10

x= 1-1.9 1-1.9 1-1.9

kN 150.00 157.00 168.00

kN/m 3.60 5.10 5.10

x= 3-3.5 3-3.5 3-3.5

THERMAL LOAD

LONGITUDINAL DIRECTION (Fz)

Elev. +5.000

Bay 45 - 46

x= 2.800 2.800 2.800


Long.

Direct.

Fz

Bay 45 46

Line <= 10 inch

Line = 16 inch

Line = 16 inch

Elev. +7,000

Bay 45 - 46

Line <= 10 inch kN/m 1.53

kN/m 1.53

x= 0.55-1.5

Kn 35.00

x= 2.200

kN 6.00

x= 3.325

Line = 12 inch

Line = 12 inch

Line = 12 inch

Elev. +10,000

Bay 45 - 46

Line <= 10 inch kN/m 1 53

x= 1.600

kN 5.00

x= 2.500

kN 8.00

x= 3.400

x= 1.8-3.3

kN 15.00

Line <= 10 inch

Line = 24 inch

Line = 16 inch

Line = 12 inch

Elev. +16.000

Bay 45 - 46

kN 9.00

x= 0.800

x= 1.5-2.25

kN 9.00

x= 0.850

kN 2.10

x= 2.450

kN/m 1.53

Line <= 10 inch

Line <= 10 inch

Line = 12 inch kN 97.00

kN/m 1.53

x= 3-3.5

x= 2.800

kN/m 1.53

x= 1-1.9


SNO-S-CC-05-010

B.



Doc. No.

TRANSVERSE DIRECTION (Fx)

Elev. +5.000

Bay 45 - 46

Line = 16 inch

Line = 16 inch

Trans. Direct.

Kn 23.00

x= 2.200

7.00kN


Fz

Line = 16 inch

Line = 16 inch

Elev. +7,000

Bay 45 - 46

Line = 12 inch

Line = 12 inch

x= 0.996

kN 2.00

x= 3.325

2.800

x= 1.600

kN 1.00

8.00

x=

kN

kN 18.00

Line 12 inch

Line = 12 inch

Line = 12 inch

Line = 16 inch

Elev. +10,000

Bay 45 - 46

x= 3.400

kN 2.00

x= 2.425

5.00

x= 1.100

kN 4.50

x= 2.500

kN

kN 1.00

Line = 24 inch

Line = 16 inch

Line = 12 inch

Elev. +16.000

Bay 45 - 46

Line = 20 inch

kN 1.50

x= 0.850

kN 3.00

x= 2.450

x= 0.800

kN 4.00

kN 3.00

x= 1 600

Line = 20 inch

x= 2.800

x= 1.600

kN 1.50


STRUCTURAL MODELLING



REV. B

ATTACHMENT C



B



C.1 STAAD.PRO MODEL

Fig. C.1.1 Piperack 3D view

Fig. C.1.2 Plan EL. +5.000

Fig. C.1.3 Plan EL. +7.000

Attachment C - Page 1 of 3


B



Fig. C.1.4 Plan EL. +10.000

Fig. C.1.5 Plan EL. +13.000

Fig. C.1.6 Plan EL. +16.000



B



Fig. C.1.4 Long Section

Fig. C.1.5 Short Section


DESIGN LOAD



REV. B

ATTACHMENT D



Doc. No.CALCULATION OF PIPE RACK STRUCTURE # 10

SNO-S-CC-05-010

BREV.

D. DESIGN LOAD

D.1 STAAD.PRO 2007 MODEL LOAD ASSIGN

D.1.1 Dead load

Fig. D.1.1.1 Dead Load (Selfweight)

Load 11

XY

Z

Fig. D.1.1.2 Dead Load (Cable Tray)

Load 17

XY

Z

Attachment D - Page 1 of 8



SNO-S-CC-05-010

BREV.

Fig. D.1.1.3 Dead Load (Platform)

Load 18

XY

Z

D.1.2 Live load

Fig. D.1.2 Live Load

Load 19

XY

Z




SNO-S-CC-05-010

BREV.

D.1.3 Pipe Empty load

D.1.4 Pipe Operating Load

Fig. D.1.3 Pipe Empty LoadX

Y

Z

Fig. D.1.4 Pipe Operating Load

XY

Z




SNO-S-CC-05-010

BREV.

D.1.5 Pipe Test load

Fig. D.1.5 Pipe Test Load

XY

Z




SNO-S-CC-05-010

BREV.

D.1.6 Wind Load Z Direction

Load 31

XY

Z

D.1.7 Wind Load X Direction

Fig. D.1.6 Wind Load Z Direction

Y

Fig. D.1.7 Wind Load X Direction

Load 21

XY

Z




SNO-S-CC-05-010

BREV.

D.1.8 Wind Load on pipes

Fig. D.1.8 Wind Load on Pipes

Load 22

XY

Z

D.1.9 Thermal Load Z Direction

g p

Fig. D.1.9 Thermal Load Z Direction

XY

Z




SNO-S-CC-05-010

BREV.

D.1.10 Thermal Load X Direction

XY

D.1.11 Earthquake Load Z Direction

Fig. D.1.10 Thermal Load X-Dir

XZ

Fig. D.1.11 Earth quake Load Z Direction

XY

Z




SNO-S-CC-05-010

BREV.

D.1.12 Earthquake Load X Direction

Fig. D.1.12 Earth quake Load X Direction

XY

Z


STAAD INPUT DATA



REV. B

ATTACHMENT E


E. STAAD PRO INPUT

STAAD SPACESTART JOB INFORMATIONENGINEER DATE 25-Jun-13JOB NAME SENORO PROJECTJOB CLIENT JOB PERTAMINA - MEDCOJOB NO 9608JOB REV BJOB REF PIPE RACK PR-10ENGINEER NAME AMPEND JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0.3 0; 2 0 5 0; 3 0 7 0; 4 0 10 0; 5 0 13 0; 6 0 16 0; 7 8 0.3 0; 8 8 5 0;9 8 7 0; 10 8 10 0; 11 8 13 0; 12 8 16 0; 13 0 0.3 6; 14 0 5 6; 15 0 7 6;16 0 10 6; 17 0 13 6; 18 0 16 6; 19 8 0.3 6; 20 8 5 6; 21 8 7 6; 22 8 10 6;23 8 13 6; 24 8 16 6; 25 0 0.3 12; 26 0 5 12; 27 0 7 12; 28 0 10 12;29 0 13 12; 30 0 16 12; 31 8 0.3 12; 32 8 5 12; 33 8 7 12; 34 8 10 12;35 8 13 12; 36 8 16 12; 37 0 0.3 18; 38 0 5 18; 39 0 7 18; 40 0 10 18;41 0 13 18; 42 0 16 18; 43 8 0.3 18; 44 8 5 18; 45 8 7 18; 46 8 10 18;47 8 13 18; 48 8 16 18; 49 0 0.3 24; 50 0 5 24; 51 0 7 24; 52 0 10 24;53 0 13 24; 54 0 16 24; 55 8 0.3 24; 56 8 5 24; 57 8 7 24; 58 8 10 24;59 8 13 24; 60 8 16 24; 61 0 0.3 30; 62 0 5 30; 63 0 7 30; 64 0 10 30;


B



; ; ; ; ; ;65 0 13 30; 66 0 16 30; 67 8 0.3 30; 68 8 5 30; 69 8 7 30; 70 8 10 30;71 8 13 30; 72 8 16 30; 73 0 0.3 36; 74 0 5 36; 75 0 7 36; 76 0 10 36;77 0 13 36; 78 0 16 36; 79 8 0.3 36; 80 8 5 36; 81 8 7 36; 82 8 10 36;83 8 13 36; 84 8 16 36; 85 0 0.3 42; 86 0 5 42; 87 0 7 42; 88 0 10 42;89 0 13 42; 90 0 16 42; 91 8 0.3 42; 92 8 5 42; 93 8 7 42; 94 8 10 42;95 8 13 42; 96 8 16 42; 97 0 5 3; 98 8 5 3; 99 0 5 9; 100 8 5 9; 101 0 5 15;102 8 5 15; 103 0 5 21; 104 8 5 21; 105 0 5 27; 106 8 5 27; 107 0 5 33;108 8 5 33; 109 0 5 39; 110 8 5 39; 111 0 7 3; 112 8 7 3; 113 0 7 9; 114 8 7 9;115 0 7 15; 116 8 7 15; 117 0 7 21; 118 8 7 21; 119 0 7 27; 120 8 7 27;121 0 7 33; 122 8 7 33; 123 0 7 39; 124 8 7 39; 125 0 10 3; 126 8 10 3;127 0 10 9; 128 8 10 9; 129 0 10 15; 130 8 10 15; 131 0 10 21; 132 8 10 21;133 0 10 27; 134 8 10 27; 135 0 10 33; 136 8 10 33; 137 0 10 39; 138 8 10 39;139 0 13 3; 140 8 13 3; 141 0 13 9; 142 8 13 9; 143 0 13 15; 144 8 13 15;145 0 13 21; 146 8 13 21; 147 0 13 27; 148 8 13 27; 149 0 13 33; 150 8 13 33;151 0 13 39; 152 8 13 39; 153 0 16 3; 154 8 16 3; 155 0 16 9; 156 8 16 9;157 0 16 15; 158 8 16 15; 159 0 16 21; 160 8 16 21; 161 0 16 27; 162 8 16 27;163 0 16 33; 164 8 16 33; 165 0 16 39; 166 8 16 39; 167 4 5 0; 168 4 5 3;169 4 5 6; 170 4 5 9; 171 4 5 12; 172 4 5 15; 173 4 5 18; 174 4 5 21;175 4 5 24; 176 4 5 27; 177 4 5 30; 178 4 5 33; 179 4 5 36; 180 4 5 39;181 4 5 42; 182 4 7 0; 183 4 7 3; 184 4 7 6; 185 4 7 9; 186 4 7 12; 187 4 7 15;188 4 7 18; 189 4 7 21; 190 4 7 24; 191 4 7 27; 192 4 7 30; 193 4 7 33;194 4 7 36; 195 4 7 39; 196 4 7 42; 197 4 10 0; 198 4 10 3; 199 4 10 6;200 4 10 9; 201 4 10 12; 202 4 10 15; 203 4 10 18; 204 4 10 21; 205 4 10 24;206 4 10 27; 207 4 10 30; 208 4 10 33; 209 4 10 36; 210 4 10 39; 211 4 10 42;212 4 13 0; 213 4 13 3; 214 4 13 6; 215 4 13 9; 216 4 13 12; 217 4 13 15;

Attachment E - Page 1 of 16


B



218 4 13 18; 219 4 13 21; 220 4 13 24; 221 4 13 27; 222 4 13 30; 223 4 13 33;224 4 13 36; 225 4 13 39; 226 4 13 42; 227 4 16 0; 228 4 16 3; 229 4 16 6;230 4 16 9; 231 4 16 12; 232 4 16 15; 233 4 16 18; 234 4 16 21; 235 4 16 24;236 4 16 27; 237 4 16 30; 238 4 16 33; 239 4 16 36; 240 4 16 39; 241 4 16 42;242 0 5 -1.5; 243 8 5 -1.5; 245 0 5 43.5; 246 8 5 43.5; 248 0 7 -1.5;249 8 7 -1.5; 251 0 7 43.5; 252 8 7 43.5; 254 0 10 -1.5; 255 8 10 -1.5;257 0 10 43.5; 258 8 10 43.5; 260 0 13 -1.5; 261 8 13 -1.5; 263 0 13 43.5;264 8 13 43.5; 266 0 16 -1.5; 267 8 16 -1.5; 269 0 16 43.5; 270 8 16 43.5;272 0 3.5 0; 273 0 3.5 42; 274 0 5.5 0; 275 0 5.5 42; 276 0 8.5 0;277 0 8.5 42; 278 0 11.5 0; 279 0 11.5 42; 280 0 14.5 0; 281 0 14.5 42;282 8 3.5 0; 283 8 3.5 42; 284 8 5.5 0; 285 8 5.5 42; 286 8 8.5 0;287 8 8.5 42; 288 8 11.5 0; 289 8 11.5 42; 290 8 14.5 0; 291 8 14.5 42;292 1.5 5 0; 293 6.5 5 0; 294 1.5 5 42; 295 6.5 5 42; 296 1.5 7 0; 297 6.5 7 0;298 1.5 10 0; 299 6.5 10 0; 300 1.5 13 0; 301 6.5 13 0; 302 1.5 16 0;303 6.5 16 0; 304 1.5 7 42; 305 6.5 7 42; 306 1.5 10 42; 307 6.5 10 42;308 1.5 13 42; 309 6.5 13 42; 310 1.5 16 42; 311 6.5 16 42; 312 4 5 -1.5;313 4 5 43.5; 314 4 7 -1.5; 315 4 7 43.5; 316 4 10 -1.5; 317 4 10 43.5;318 4 13 -1.5; 319 4 13 43.5; 320 4 16 -1.5; 321 4 16 43.5;MEMBER INCIDENCES1 1 272; 2 2 274; 3 3 276; 4 4 278; 5 5 280; 6 7 282; 7 8 284; 8 9 286;9 10 288; 10 11 290; 11 2 292; 12 3 296; 13 4 298; 14 5 300; 15 6 302; 16 2 97;17 3 111; 18 4 125; 19 5 139; 20 6 153; 21 8 98; 22 9 112; 23 10 126;24 11 140; 25 12 154; 26 13 14; 27 14 15; 28 15 16; 29 16 17; 30 17 18;31 19 20; 32 20 21; 33 21 22; 34 22 23; 35 23 24; 36 14 169; 37 15 184;38 16 199; 39 17 214; 40 18 229; 41 14 99; 42 15 113; 43 16 127; 44 17 141;45 18 155; 46 20 100; 47 21 114; 48 22 128; 49 23 142; 50 24 156; 51 25 26;52 26 27; 53 27 28; 54 28 29; 55 29 30; 56 31 32; 57 32 33; 58 33 34; 59 34 35;60 35 36; 61 26 171; 62 27 186; 63 28 201; 64 29 216; 65 30 231; 66 26 101;67 27 115; 68 28 129; 69 29 143; 70 30 157; 71 32 102; 72 33 116; 73 34 130;74 35 144; 75 36 158; 76 37 38; 77 38 39; 78 39 40; 79 40 41; 80 41 42;81 43 44; 82 44 45; 83 45 46; 84 46 47; 85 47 48; 86 38 173; 87 39 188;88 40 203; 89 41 218; 90 42 233; 91 38 103; 92 39 117; 93 40 131; 94 41 145;95 42 159; 96 44 104; 97 45 118; 98 46 132; 99 47 146; 100 48 160; 101 49 50;102 50 51; 103 51 52; 104 52 53; 105 53 54; 106 55 56; 107 56 57; 108 57 58;109 58 59; 110 59 60; 111 50 175; 112 51 190; 113 52 205; 114 53 220;115 54 235; 116 50 105; 117 51 119; 118 52 133; 119 53 147; 120 54 161;121 56 106; 122 57 120; 123 58 134; 124 59 148; 125 60 162; 126 61 62;127 62 63; 128 63 64; 129 64 65; 130 65 66; 131 67 68; 132 68 69; 133 69 70;134 70 71; 135 71 72; 136 62 177; 137 63 192; 138 64 207; 139 65 222;140 66 237; 141 62 107; 142 63 121; 143 64 135; 144 65 149; 145 66 163;146 68 108; 147 69 122; 148 70 136; 149 71 150; 150 72 164; 151 73 74;152 74 75; 153 75 76; 154 76 77; 155 77 78; 156 79 80; 157 80 81; 158 81 82;159 82 83; 160 83 84; 161 74 179; 162 75 194; 163 76 209; 164 77 224;165 78 239; 166 74 109; 167 75 123; 168 76 137; 169 77 151; 170 78 165;171 80 110; 172 81 124; 173 82 138; 174 83 152; 175 84 166; 176 85 273;177 86 275; 178 87 277; 179 88 279; 180 89 281; 181 91 283; 182 92 285;183 93 287; 184 94 289; 185 95 291; 186 86 294; 187 87 304; 188 88 306;189 89 308; 190 90 310; 191 97 14; 192 98 20; 193 97 168; 194 99 26;195 100 32; 196 99 170; 197 101 38; 198 102 44; 199 101 172; 200 103 50;201 104 56; 202 103 174; 203 105 62; 204 106 68; 205 105 176; 206 107 74;207 108 80; 208 107 178; 209 109 86; 210 110 92; 211 109 180; 212 111 15;



B



213 112 21; 214 113 27; 215 114 33; 216 115 39; 217 116 45; 218 117 51;219 118 57; 220 119 63; 221 120 69; 222 121 75; 223 122 81; 224 123 87;225 124 93; 226 111 183; 227 113 185; 228 115 187; 229 117 189; 230 119 191;231 121 193; 232 123 195; 233 125 16; 234 126 22; 235 127 28; 236 128 34;237 129 40; 238 130 46; 239 131 52; 240 132 58; 241 133 64; 242 134 70;243 135 76; 244 136 82; 245 137 88; 246 138 94; 247 125 198; 248 127 200;249 129 202; 250 131 204; 251 133 206; 252 135 208; 253 137 210; 254 139 17;255 140 23; 256 141 29; 257 142 35; 258 143 41; 259 144 47; 260 145 53;261 146 59; 262 147 65; 263 148 71; 264 149 77; 265 150 83; 266 151 89;267 152 95; 268 139 213; 269 141 215; 270 143 217; 271 145 219; 272 147 221;273 149 223; 274 151 225; 275 153 18; 276 154 24; 277 155 30; 278 156 36;279 157 42; 280 158 48; 281 159 54; 282 160 60; 283 161 66; 284 162 72;285 163 78; 286 164 84; 287 165 90; 288 166 96; 289 153 228; 290 155 230;291 157 232; 292 159 234; 293 161 236; 294 163 238; 295 165 240; 296 167 293;297 168 98; 298 167 168; 299 169 20; 300 170 100; 301 169 170; 302 171 32;303 172 102; 304 171 172; 305 173 44; 306 174 104; 307 173 174; 308 175 56;309 176 106; 310 175 176; 311 177 68; 312 178 108; 313 177 178; 314 179 80;315 180 110; 316 179 180; 317 181 295; 318 168 169; 319 170 171; 320 172 173;321 174 175; 322 176 177; 323 178 179; 324 180 181; 325 182 297; 326 183 112;327 184 21; 328 185 114; 329 186 33; 330 187 116; 331 188 45; 332 189 118;333 190 57; 334 191 120; 335 192 69; 336 193 122; 337 194 81; 338 195 124;339 196 305; 340 182 183; 341 184 185; 342 186 187; 343 188 189; 344 190 191;345 192 193; 346 194 195; 347 183 184; 348 185 186; 349 187 188; 350 189 190;351 191 192; 352 193 194; 353 195 196; 354 197 299; 355 198 126; 356 199 22;357 200 128; 358 201 34; 359 202 130; 360 203 46; 361 204 132; 362 205 58;363 206 134; 364 207 70; 365 208 136; 366 209 82; 367 210 138; 368 211 307;369 197 198; 370 199 200; 371 201 202; 372 203 204; 373 205 206; 374 207 208;375 209 210; 376 198 199; 377 200 201; 378 202 203; 379 204 205; 380 206 207;381 208 209; 382 210 211; 383 212 301; 384 213 140; 385 214 23; 386 215 142;387 216 35; 388 217 144; 389 218 47; 390 219 146; 391 220 59; 392 221 148;393 222 71; 394 223 150; 395 224 83; 396 225 152; 397 226 309; 398 212 213;399 214 215; 400 216 217; 401 218 219; 402 220 221; 403 222 223; 404 224 225;405 213 214; 406 215 216; 407 217 218; 408 219 220; 409 221 222; 410 223 224;411 225 226; 412 227 303; 413 228 154; 414 229 24; 415 230 156; 416 231 36;417 232 158; 418 233 48; 419 234 160; 420 235 60; 421 236 162; 422 237 72;423 238 164; 424 239 84; 425 240 166; 426 241 311; 427 227 228; 428 229 230;429 231 232; 430 233 234; 431 235 236; 432 237 238; 433 239 240; 434 228 229;435 230 231; 436 232 233; 437 234 235; 438 236 237; 439 238 239; 440 240 241;441 2 168; 442 168 20; 443 14 168; 444 168 8; 449 74 180; 450 180 92;451 86 180; 452 180 80; 453 3 183; 454 183 21; 455 15 183; 456 183 9;461 75 195; 462 195 93; 463 87 195; 464 195 81; 465 4 198; 466 198 22;467 16 198; 468 198 10; 473 76 210; 474 210 94; 475 88 210; 476 210 82;477 5 213; 478 213 23; 479 17 213; 480 213 11; 485 77 225; 486 225 95;487 89 225; 488 225 83; 489 6 228; 490 228 24; 491 18 228; 492 228 12;497 78 240; 498 240 96; 499 90 240; 500 240 84; 501 1 97; 502 97 13;505 73 109; 506 109 85; 507 7 98; 508 98 19; 511 79 110; 512 110 91; 513 2 111;514 111 14; 517 74 123; 518 123 86; 519 8 112; 520 112 20; 523 80 124;524 124 92; 525 3 125; 526 125 15; 529 75 137; 530 137 87; 531 9 126;532 126 21; 535 81 138; 536 138 93; 537 4 139; 538 139 16; 541 76 151;542 151 88; 543 10 140; 544 140 22; 547 82 152; 548 152 94; 549 5 153;550 153 17; 553 77 165; 554 165 89; 555 11 154; 556 154 23; 559 83 166;



B



560 166 95; 561 242 312; 563 245 313; 565 243 8; 567 242 2; 568 92 246;570 86 245; 611 272 2; 612 273 86; 613 272 242; 614 273 245; 615 274 3;616 275 87; 617 274 248; 618 275 251; 619 276 4; 620 277 88; 621 276 254;622 277 257; 623 278 5; 624 279 89; 625 278 260; 626 279 263; 627 280 6;628 281 90; 629 280 266; 630 281 269; 631 282 8; 632 283 92; 633 284 9;634 285 93; 635 286 10; 636 287 94; 637 288 11; 638 289 95; 639 290 12;640 291 96; 641 282 243; 642 283 246; 643 284 249; 644 285 252; 645 286 255;646 287 258; 647 288 261; 648 289 264; 649 290 267; 650 291 270; 651 292 167;652 293 8; 653 242 292; 654 293 243; 655 294 181; 656 295 92; 657 245 294;658 295 246; 659 296 182; 660 297 9; 661 248 296; 662 297 249; 663 298 197;664 299 10; 665 254 298; 666 299 255; 667 300 212; 668 301 11; 669 260 300;670 301 261; 671 302 227; 672 303 12; 673 266 302; 674 303 267; 675 304 196;676 305 93; 677 251 304; 678 305 252; 679 306 211; 680 307 94; 681 257 306;682 307 258; 683 308 226; 684 309 95; 685 263 308; 686 309 264; 687 310 241;688 311 96; 689 269 310; 690 311 270; 691 26 172; 692 172 44; 693 38 172;694 172 32; 695 25 101; 696 101 37; 697 31 102; 698 102 43; 699 50 176;700 176 68; 701 62 176; 702 176 56; 703 49 105; 704 105 61; 705 55 106;706 106 67; 707 27 187; 708 187 45; 709 39 187; 710 187 33; 711 26 115;712 115 38; 713 32 116; 714 116 44; 715 51 191; 716 191 69; 717 63 191;718 191 57; 719 50 119; 720 119 62; 721 56 120; 722 120 68; 723 28 202;724 202 46; 725 40 202; 726 202 34; 727 27 129; 728 129 39; 729 33 130;730 130 45; 731 52 206; 732 206 70; 733 64 206; 734 206 58; 735 51 133;736 133 63; 737 57 134; 738 134 69; 739 29 217; 740 217 47; 741 41 217;742 217 35; 743 28 143; 744 143 40; 745 34 144; 746 144 46; 747 53 221;748 221 71; 749 65 221; 750 221 59; 751 52 147; 752 147 64; 753 58 148;754 148 70; 755 30 232; 756 232 48; 757 42 232; 758 232 36; 759 29 157;760 157 41; 761 35 158; 762 158 47; 763 54 236; 764 236 72; 765 66 236;766 236 60; 767 53 161; 768 161 65; 769 59 162; 770 162 71; 803 42 234;804 234 60; 805 54 234; 806 234 48; 807 18 230; 808 230 36; 809 30 230;810 230 24; 811 66 238; 812 238 84; 813 78 238; 814 238 72; 815 38 174;816 174 56; 817 50 174; 818 174 44; 819 14 170; 820 170 32; 821 26 170;822 170 20; 823 62 178; 824 178 80; 825 74 178; 826 178 68; 827 312 243;828 312 167; 829 313 246; 830 181 313; 831 248 314; 832 251 315; 833 249 9;834 248 3; 835 93 252; 836 87 251; 837 314 249; 838 314 182; 839 315 252;840 196 315; 841 254 316; 842 257 317; 843 255 10; 844 254 4; 845 94 258;846 88 257; 847 316 255; 848 316 197; 849 317 258; 850 211 317; 851 260 318;852 263 319; 853 261 11; 854 260 5; 855 95 264; 856 89 263; 857 318 261;858 318 212; 859 319 264; 860 226 319; 861 266 320; 862 269 321; 863 267 12;864 266 6; 865 96 270; 866 90 269; 867 320 267; 868 320 227; 869 321 270;870 241 321;START GROUP DEFINITIONMEMBER_C-EL.5 1 6 26 31 51 56 76 81 101 106 126 131 151 156 176 181 611 612 631 632_MB-EL.5 11 36 61 86 111 136 161 186 296 299 302 305 308 311 314 317 651 652 -655 656_SB-EL.5 193 196 199 202 205 208 211 297 300 303 306 309 312 315_LB-EL.5 16 21 41 46 66 71 91 96 116 121 141 146 166 171 191 192 194 195 197 -198 200 201 203 204 206 207 209 210_SLB-EL.5 298 301 304 307 310 313 316 318 TO 324_HB-EL.5 441 TO 444 449 TO 452 691 TO 694 699 TO 702_VB-EL.5 501 502 505 TO 508 511 512 695 TO 698 703 TO 706



B



_C-EL.7 27 32 52 57 77 82 102 107 127 132 152 157 615 616 633 634_MB-EL.7 12 37 62 87 112 137 162 187 325 327 329 331 333 335 337 339 659 660 -675 676_SB-EL.7 226 TO 232 326 328 330 332 334 336 338_LB-EL.7 17 22 42 47 67 72 92 97 117 122 142 147 167 172 212 TO 225_SLB=EL.7 340 TO 353_HB-EL.7 453 TO 456 461 TO 464 707 TO 710 715 TO 718_VB-EL.7 513 514 517 TO 520 523 524 711 TO 714 719 TO 722_C-EL.10 3 8 28 33 53 58 78 83 103 108 128 133 153 158 178 183 619 620 635 636_MB-EL.10 13 38 63 88 113 138 163 188 354 356 358 360 362 364 366 368 663 -664 679 680_SB-EL.10 247 TO 253 355 357 359 361 363 365 367_LB-EL.10 18 23 43 48 68 73 93 98 118 123 143 148 168 173 233 TO 246_SLB-EL.10 369 TO 382_HB-EL.10 465 TO 468 473 TO 476 723 TO 726 731 TO 734_VB-EL.10 525 526 529 TO 532 535 536 727 TO 730 735 TO 738_C-EL.13 4 9 29 34 54 59 79 84 104 109 129 134 154 159 179 184 623 624 637 638_MB-EL.13 14 39 64 89 114 139 164 189 383 385 387 389 391 393 395 397 667 -668 683 684_SB=EL.13 268 TO 274 384 386 388 390 392 394 396_LB-EL.13 19 24 44 49 69 74 94 99 119 124 144 149 169 174 254 TO 267_SLB-EL.13 398 TO 411_HB-EL.13 477 TO 480 485 TO 488 739 TO 742 747 TO 750_VB-EL.13 537 538 541 TO 544 547 548 743 TO 746 751 TO 754_C-EL.16 5 10 30 35 55 60 80 85 105 110 130 135 155 160 180 185 627 628 639 640_MB-EL.16 15 40 65 90 115 140 165 190 412 414 416 418 420 422 424 426 671 -672 687 688_SB=EL.16 289 TO 295 413 415 417 419 421 423 425_LB-EL.16 20 25 45 50 70 75 95 100 120 125 145 150 170 175 275 TO 288_SLB-EL.16 427 TO 440_HB-EL.16 489 TO 492 497 TO 500 755 TO 758 763 TO 766 803 TO 826_VB-EL.16 549 550 553 TO 556 559 560 759 TO 762 767 TO 770END GROUP DEFINITIONDEFINE MATERIAL STARTISOTROPIC STEELE 2.05e+008POISSON 0.3DENSITY 76.8195ALPHA 1.2e-005DAMP 0.03END DEFINE MATERIALMEMBER PROPERTY JAPANESE1 TO 10 26 TO 35 51 TO 60 76 TO 85 101 TO 110 126 TO 135 151 TO 160 -176 TO 185 611 612 615 616 619 620 623 624 627 628 631 TO 639 -640 TABLE ST H588X300X1211 TO 15 36 TO 40 61 TO 65 86 TO 90 111 TO 115 136 TO 140 161 TO 165 -186 TO 190 296 299 302 305 308 311 314 317 325 327 329 331 333 335 337 339 -354 356 358 360 362 364 366 368 383 385 387 389 391 393 395 397 412 414 416 -418 420 422 424 426 651 652 655 656 659 660 663 664 667 668 671 672 675 676 -679 680 683 684 687 688 TABLE ST H588X300X1216 TO 19 21 TO 24 41 TO 44 46 TO 49 66 TO 69 71 TO 74 91 TO 94 96 TO 99 116 -



B



117 TO 119 121 TO 124 141 TO 144 146 TO 149 166 TO 169 171 TO 174 191 TO 274 -297 300 303 306 309 312 315 326 328 330 332 334 336 338 355 357 359 361 363 -365 367 384 386 388 390 392 394 396 561 563 565 567 568 570 827 829 -831 TO 837 839 841 TO 847 849 851 TO 857 859 861 TO 867 -869 TABLE ST H300X150X6.5613 614 617 618 621 622 625 626 629 630 641 TO 650 653 654 657 658 661 662 -665 666 669 670 673 674 677 678 681 682 685 686 689 -690 TABLE ST H200X100X5.5441 TO 444 449 TO 456 461 TO 468 473 TO 480 485 TO 492 497 TO 500 691 TO 694 -699 TO 702 707 TO 710 715 TO 718 723 TO 726 731 TO 734 739 TO 742 -747 TO 750 755 TO 758 763 TO 766 803 TO 826 TABLE ST T150X150501 502 505 TO 508 511 TO 514 517 TO 520 523 TO 526 529 TO 532 535 TO 538 -541 TO 544 547 TO 550 553 TO 556 559 560 695 TO 698 703 TO 706 711 TO 714 -719 TO 722 727 TO 730 735 TO 738 743 TO 746 751 TO 754 759 TO 762 -767 TO 770 TABLE ST T200X200298 301 304 307 310 313 316 318 TO 324 340 TO 353 369 TO 382 398 TO 411 427 -428 TO 440 828 830 838 840 848 850 858 860 868 870 TABLE ST H200X100X5.520 25 45 50 70 75 95 100 120 125 145 150 170 175 275 TO 295 413 415 417 419 -421 423 425 TABLE ST H400X200X8CONSTANTSBETA 90 MEMB 501 502 505 TO 508 511 TO 514 517 TO 520 523 TO 526 529 TO 532 -535 TO 538 541 TO 544 547 TO 550 553 TO 556 559 560 695 TO 698 703 TO 706 -711 TO 714 719 TO 722 727 TO 730 735 TO 738 743 TO 746 751 TO 754 -759 TO 762 767 TO 770MATERIAL STEEL ALLSUPPORTS1 7 13 19 25 31 37 43 49 55 61 67 73 79 85 91 PINNEDMEMBER RELEASE16 TO 25 41 TO 50 66 TO 75 91 TO 100 116 TO 125 141 TO 150 166 TO 175 193 -196 199 202 205 208 211 226 TO 232 247 TO 253 268 TO 274 289 TO 295 298 301 -304 307 310 313 316 318 TO 324 340 TO 353 369 TO 382 398 TO 411 427 TO 440 -568 570 830 835 836 840 845 846 850 855 856 860 865 866 870 START MY MZ191 192 194 195 197 198 200 201 203 204 206 207 209 210 212 TO 225 -233 TO 246 254 TO 267 275 TO 288 297 298 300 301 303 304 306 307 309 310 -312 313 315 316 318 TO 324 326 328 330 332 334 336 338 340 TO 353 355 357 -359 361 363 365 367 369 TO 382 384 386 388 390 392 394 396 398 TO 411 413 -415 417 419 421 423 425 427 TO 440 565 567 828 833 834 838 843 844 848 853 -854 858 863 864 868 END MY MZMEMBER TRUSS 441 TO 444 449 TO 456 461 TO 468 473 TO 480 485 TO 492 497 TO 502 505 TO 508 -511 TO 514 517 TO 520 523 TO 526 529 TO 532 535 TO 538 541 TO 544 -547 TO 550 553 TO 556 559 560 613 614 617 618 621 622 625 626 629 630 641 -642 TO 650 653 654 657 658 661 662 665 666 669 670 673 674 677 678 681 682 -685 686 689 TO 770 803 TO 826DEFINE WIND LOADTYPE 1INT 0.54 0.57 0.59 0.62 0.66 0.69 0.71 HEIG 4.6 6.1 7.6 9.1 12.2 15.2 18EXP 1 JOINT 1 TO 243 245 246 248 249 251 252 254 255 257 258 260 261 263 264 -266 267 269 270 272 TO 321DEFINE UBC LOADZONE 0.4 I 1.25 RWX 4.5 RWZ 5.6 STYP 5 NA 1.04 NV 0.99



B



SELFWEIGHT 1 MEMBER WEIGHT************************************************************************************ WEIGHT OF OPERATING PIPE***********************************************************************************296 299 302 305 308 311 314 317 CON 23 2.2299 302 305 308 CON 7 2.8652 CON 7 0.3299 302 305 308 311 314 CON 18 3.325652 656 CON 18 0.825141 146 CON 8 0.99611 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI 5.1 0.55 1.5333 335 337 339 CON 17 1.6331 333 CON 15 2.5339 CON 13 1.1327 329 331 CON 11 3.4660 CON 11 0.9339 CON 12 2.42537 62 87 112 137 162 226 TO 232 UNI 5.1 1.8 3.3659 675 UNI 5.1 0.3 1.813 38 63 88 113 138 163 188 CON 8 0.85366 368 CON 6 2.45356 358 360 362 364 CON 13 0.838 63 88 113 138 163 UNI 5.1 1.5 2.25663 679 UNI 5.1 0 0.7514 39 64 89 114 139 164 189 CON 12 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI 5.1 1.25 1.5412 414 416 418 420 CON 157 1.6414 416 CON 95 2.840 65 289 TO 291 UNI 5.1 3 3.5424 TO 426 UNI 5.1 1 1.970 CON 0.6 0.370 CON 0.6 0.6570 CON 0.2 1.5279 CON 0.2 1.05279 CON 0.6 1.5595 CON 0.8 0.195 CON 0.8 1.25281 CON 2.5 0.8281 CON 2.5 1.95120 CON 0.2 1.3120 CON 0.2 2.55283 CON 0.2 0.45283 CON 0.1 1.6283 CON 0.1 1.95287 CON 1 0.95************************************************************************************ WEIGHT OF TRAY LOAD***********************************************************************************14 39 64 89 114 139 164 189 268 TO 274 667 683 CON 13.5 1383 TO 397 668 684 CON 6 3.5



B



383 TO 397 668 684 CON 3 2.3************************************************************************************WEIGHT OF PLATFORM LOAD***********************************************************************************15 40 65 90 115 140 165 190 289 TO 295 412 TO 426 671 672 687 688 861 862 -867 869 UNI 1.215************************************************************************************WEIGHT OF LIVE LOAD***********************************************************************************15 40 65 90 115 140 165 190 289 TO 295 412 TO 426 671 672 687 688 861 862 -867 869 UNI 3.75***********************************************************************************LOAD 1 LOADTYPE Seismic TITLE EQ +X DIRUBC LOAD X 1PERFORM ANALYSISCHANGELOAD 2 LOADTYPE Seismic TITLE EQ +Z DIRUBC LOAD Z 1PERFORM ANALYSISCHANGELOAD 11 LOADTYPE Dead TITLE SELF WEIGHTSELFWEIGHT Y -1 LIST 1 TO 444 449 TO 456 461 TO 468 473 TO 480 485 TO 492 -497 TO 502 505 TO 508 511 TO 514 517 TO 520 523 TO 526 529 TO 532 -535 TO 538 541 TO 544 547 TO 550 553 TO 556 559 TO 561 563 565 567 568 570 -611 TO 770 803 TO 870***********************************************************************************LOAD 12 LOADTYPE Dead TITLE EMPTY PIPE***********************************************************************************MEMBER LOAD296 299 302 305 308 311 314 317 CON GY -10 2.2299 302 305 308 CON GY -5 2.8652 CON GY -5 0.3299 302 305 308 311 314 CON GY -10 3.325652 656 CON GY -10 0.825141 146 CON GY -8 0.99611 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI GY -3.6 0.55 1.5333 335 337 339 CON GY -12 1.6331 333 CON GY -13 2.5339 CON GY -12 1.1327 329 331 CON GY -10 3.4660 CON GY -10 0.9339 CON GY -6 2.42537 62 87 112 137 162 226 TO 232 UNI GY -3.6 1.8 3.3659 675 UNI GY -3.6 0.3 1.813 38 63 88 113 138 163 188 CON GY -8 0.85366 368 CON GY -5 2.45356 358 360 362 364 CON GY -12 0.838 63 88 113 138 163 247 TO 253 UNI GY -3.6 1.5 2.25663 679 UNI GY -3.6 0 0.7514 39 64 89 114 139 164 189 CON GY -12 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI GY -3.6 1.25 1.5



B



412 414 416 418 420 CON GY -150 1.6414 416 CON GY -90 2.840 65 289 TO 291 UNI GY -3.6 3 3.5424 TO 426 UNI GY -3.6 1 1.970 CON GY -1 0.370 CON GY -1 0.6570 CON GY -1 1.5279 CON GY -1 1.05279 CON GY -2 1.5595 CON GY -1.5 0.195 CON GY -1.5 1.25281 CON GY -2 0.8281 CON GY -2 1.95120 CON GY -1 1.3120 CON GY -1 2.55283 CON GY -1 0.45283 CON GY -1 1.6283 CON GY -1 1.95287 CON GY -0.5 0.95***********************************************************************************LOAD 13 LOADTYPE Dead TITLE OPERATING PIPE***********************************************************************************MEMBER LOAD296 299 302 305 308 311 314 317 CON GY -23 2.2299 302 305 308 CON GY -7 2.8652 CON GY -7 0.3299 302 305 308 311 314 CON GY -18 3.325652 656 CON GY -18 0.825141 146 CON GY -8 0.99611 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI GY -5.1 0.55 1.5333 335 337 339 CON GY -17 1.6331 333 CON GY -15 2.5339 CON GY -13 1.1327 329 331 CON GY -11 3.4660 CON GY -11 0.9339 CON GY -12 2.42537 62 87 112 137 162 226 TO 232 UNI GY -5.1 1.8 3.3659 675 UNI GY -5.1 0.3 1.813 38 63 88 113 138 163 188 CON GY -8 0.85366 368 CON GY -6 2.45356 358 360 362 364 CON GY -13 0.838 63 88 113 138 163 247 TO 253 UNI GY -5.1 1.5 2.25663 679 UNI GY -5.1 0 0.7514 39 64 89 114 139 164 189 CON GY -12 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI GY -5.1 1.25 1.5412 414 416 418 420 CON GY -157 1.6414 416 CON GY -95 2.840 65 289 TO 291 UNI GY -5.1 3 3.5424 TO 426 UNI GY -5.1 1 1.970 CON GY 0.6 0.370 CON GY 0.6 0.65



B



70 CON GY 0.2 1.5279 CON GY 0.2 1.05279 CON GY 0.6 1.5595 CON GY 0.8 0.195 CON GY 0.8 1.25281 CON GY 2.5 0.8281 CON GY 2.5 1.95120 CON GY 0.2 1.3120 CON GY 0.2 2.55283 CON GY 0.2 0.45283 CON GY 0.1 1.6283 CON GY 0.1 1.95287 CON GY 1 0.95***********************************************************************************LOAD 14 LOADTYPE Dead TITLE TEST PIPE***********************************************************************************MEMBER LOAD296 299 302 305 308 311 314 317 CON GY -16 2.2299 302 305 308 CON GY -5 2.8652 CON GY -15 0.3299 302 305 308 311 314 CON GY -18 3.325652 656 CON GY -18 0.825141 146 CON GY -19 0.99611 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI GY -5.1 0.55 1.5333 335 337 339 CON GY -18 1.6331 333 CON GY -17 2.5339 CON GY -17 1.1327 329 331 CON GY -14 3.4660 CON GY -14 0.9339 CON GY -10 2.42537 62 87 112 137 162 226 TO 232 UNI GY -5.1 1.8 3.3659 675 UNI GY -5.1 0.3 1.813 38 63 88 113 138 163 188 CON GY -29 0.85366 368 CON GY -14 2.45356 358 360 362 364 CON GY -17 0.838 63 88 113 138 163 247 TO 253 UNI GY -5.1 1.5 2.25663 679 UNI GY -5.1 0 0.7514 39 64 89 114 139 164 189 CON GY -33 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI GY -5.1 1.25 1.5412 414 416 418 420 CON GY -168 1.6414 416 CON GY -94 2.840 65 289 TO 291 UNI GY -5.1 3 3.5424 TO 426 UNI GY -5.1 1 1.970 CON GY -2.5 0.370 CON GY -2.5 0.6570 CON GY -2.5 1.5279 CON GY -2.5 1.05279 CON GY -3 1.5595 CON GY -2.5 0.195 CON GY -2.5 1.25281 CON GY -3 0.8



B



281 CON GY -3 1.95120 CON GY -1.5 1.3120 CON GY -1.5 2.55283 CON GY -1.5 0.45283 CON GY -1.5 1.6283 CON GY -1.5 1.95287 CON GY -1 0.95***********************************************************************************LOAD 15 LOADTYPE None TITLE THERMAL PIPE (FZ)***********************************************************************************MEMBER LOAD296 302 308 314 CON GZ 35 2.2302 308 314 CON GZ 6 3.325652 CON GZ 6 0.82511 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI GZ 1.53 0.55 1.5335 339 CON GZ 15 1.6331 CON GZ 5 2.5327 331 CON GZ 8 3.437 62 87 112 137 162 226 TO 232 UNI GZ 1.53 1.8 3.3659 675 UNI GZ 1.53 0.3 1.813 63 113 163 CON GZ 9 0.85368 CON GZ 2.1 2.45358 362 CON GZ 9 0.838 63 88 113 138 163 247 TO 253 UNI GZ 1.53 1.5 2.25663 679 UNI GZ 1.53 0 0.7514 64 114 164 CON GZ 10 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI GZ 1.53 1.25 1.5414 CON GZ 97 2.840 65 289 TO 291 UNI GZ 1.53 3 3.5424 TO 426 UNI GZ 1.53 1 1.970 CON GZ 0.3 0.370 CON GZ 0.3 0.6570 CON GZ 0.1 1.5279 CON GZ 0.1 1.05279 CON GZ 0.3 1.5595 CON GZ 0.5 0.195 CON GZ 0.5 1.25281 CON GZ 1 0.8281 CON GZ 1 1.95120 CON GZ 0.2 1.3120 CON GZ 0.2 2.55283 CON GZ 0.2 0.45283 CON GZ 0.1 1.6283 CON GZ 0.1 1.95287 CON GZ 0.2 0.95***********************************************************************************LOAD 16 LOADTYPE None TITLE THERMAL PIPE (FX)***********************************************************************************MEMBER LOAD296 302 308 314 CON GX 11 2.2302 308 CON GX 1 2.8



B



302 308 314 CON GX 3 3.325652 656 CON GX 30 0.825146 CON GX 2 0.996335 339 CON GX 2 1.6331 CON GX 1 2.5339 CON GX 5 1.1327 331 CON GX 4.5 3.4339 CON GX 2 2.42538 88 138 188 CON GX 1.5 0.85368 CON GX 3 2.45358 362 CON GX 4 0.814 64 114 164 CON GX 4 0.75412 416 420 CON GX 3 1.6414 CON GX 1.5 2.870 CON GX 1.4 0.370 CON GX 1.4 0.6570 CON GX 0.4 1.5279 CON GX 0.4 1.05279 CON GY 0.3 1.5595 CON GX 2.2 0.195 CON GX 2.2 1.25281 CON GX 6.8 0.8281 CON GX 6.8 1.95120 CON GX 0.4 1.3120 CON GX 0.2 2.55283 CON GX 0.2 0.45283 CON GX 0.1 1.6283 CON GX 0.1 1.95287 CON GX 0.2 0.95***********************************************************************************LOAD 17 LOADTYPE None TITLE TRAY LOADMEMBER LOAD14 39 64 89 114 139 164 189 268 TO 274 CON GY -13.5 1668 684 CON GY -6 1384 TO 396 CON GY -6 3.5383 TO 397 CON GY -3 2.3LOAD 18 LOADTYPE Dead TITLE PLATFORM LOADMEMBER LOAD15 40 65 90 115 140 165 190 289 TO 295 412 TO 426 671 672 687 688 861 862 -867 869 UNI GY -1.215LOAD 19 LOADTYPE Live REDUCIBLE TITLE LIVE LOADMEMBER LOAD15 40 65 90 115 140 165 190 289 TO 295 412 TO 426 671 672 687 688 UNI GY -7.5LOAD 21 LOADTYPE Wind TITLE WIND +X DIRWIND LOAD X 1 TYPE 1 XR 0 1 YR 0 17 ZR -2 44 OPENWIND LOAD X 1 TYPE 1 XR 7 9 YR 0 17 ZR -2 44 OPENLOAD 22 LOADTYPE None TITLE WIND ON PIPES +X DIRJOINT LOAD2 TO 6 8 14 TO 18 26 TO 30 38 TO 42 50 TO 54 62 TO 66 74 TO 78 86 TO 90 FX 1.343 15 27 39 51 63 75 87 FX 1.414 16 28 40 52 64 76 88 FX 2.34



B



6 14 TO 18 26 TO 30 38 TO 42 50 TO 54 62 TO 66 74 TO 78 90 FX 2.13LOAD 31 LOADTYPE Wind TITLE WIND +Z DIRWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 0 1 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 5 7 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 11 13 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 17 19 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 23 25 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 29 31 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 35 37 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 41 43 OPEN*******************************************************************************PERMANENT LOAD******************************************************************************LOAD COMB 101 LC : EMPTY11 1.0 12 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 102 LC : OPERATING + THERMAL11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 103 LC : OPERATING - THERMAL11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 104 LC : TEST11 1.0 14 1.0 17 1.0 18 1.0 19 1.0 *******************************************************************************TEMPORARY LOAD******************************************************************************LOAD COMB 105 LC : OPERATING + THERMAL + WIND X11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 21 0.75 22 0.75 LOAD COMB 106 LC : OPERATING + THERMAL - WIND X11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 21 -0.75 22 -0.75 LOAD COMB 107 LC : OPERATING - THERMAL - WIND X11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 0.75 21 -0.75 22 -0.75 LOAD COMB 108 LC : OPERATING - THERMAL + WIND X11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 0.75 21 0.75 22 0.75 LOAD COMB 109 LC : OPERATING + THERMAL + WIND Z11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 31 0.75 LOAD COMB 110 LC : OPERATING + THERMAL - WIND Z11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 31 -0.75 LOAD COMB 111 LC : OPERATING - THERMAL - WIND Z11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 0.75 31 -0.75 LOAD COMB 112 LC : OPERATING - THERMAL + WIND Z11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 0.75 31 0.75 LOAD COMB 113 LC : OPERATING + THERMAL + (EQ-X / 1.4)1 0.525 11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 114 LC : OPERATING + THERMAL - (EQ-X / 1.4)1 -0.525 11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 115 LC : OPERATING - THERMAL - (EQ-X / 1.4)1 -0.525 11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 116 LC : OPERATING - THERMAL + (EQ-X / 1.4)1 0.525 11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 117 LC : OPERATING + THERMAL + (EQ-Z / 1.4)2 0.525 11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 118 LC : OPERATING + THERMAL - (EQ-Z / 1.4)



B



2 -0.525 11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 119 LC : OPERATING - THERMAL - (EQ-Z / 1.4)2 -0.525 11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 120 LC : OPERATING - THERMAL + (EQ-Z / 1.4)2 0.525 11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 121 LC : (0.9*OPERATING) + THERMAL + (EQ-X / 1.4)1 0.7 11 0.9 13 0.9 15 0.9 16 0.9 17 0.9 18 0.9 LOAD COMB 122 LC : (0.9*OPERATING) + THERMAL - (EQ-X / 1.4)1 -0.7 11 0.9 13 0.9 15 0.9 16 0.9 17 0.9 18 0.9 LOAD COMB 123 LC : (0.9*OPERATING) - THERMAL - (EQ-X / 1.4)1 -0.7 11 0.9 13 0.9 15 -0.9 16 -0.9 17 0.9 18 0.9 LOAD COMB 124 LC : (0.9*OPERATING) - THERMAL + (EQ-X / 1.4)1 0.7 11 0.9 13 0.9 15 -0.9 16 -0.9 17 0.9 18 0.9 LOAD COMB 125 LC : (0.9*OPERATING) + THE1RMAL + (EQ-Z / 1.4)2 0.7 11 0.9 13 0.9 15 0.9 16 0.9 17 0.9 18 0.9 LOAD COMB 126 LC : (0.9*OPERATING) + THERMAL - (EQ-Z / 1.4)2 -0.7 11 0.9 13 0.9 15 0.9 16 0.9 17 0.9 18 0.9 LOAD COMB 127 LC : (0.9*OPERATING) - THERMAL - (EQ-Z / 1.4)2 -0.7 11 1.0 13 1.0 15 -0.9 16 -0.9 17 0.9 18 0.9 LOAD COMB 128 LC : (0.9*OPERATING) - THERMAL + (EQ-Z / 1.4)2 0.7 11 0.9 13 0.9 15 -0.9 16 -0.9 17 0.9 18 0.9 ******************************************************************************LOAD COMB 129 EMPTY + WIND X11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 21 0.75 22 0.75 LOAD COMB 130 EMPTY - WIND X11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 21 -0.75 22 -0.75 LOAD COMB 131 EMPTY + WIND Z11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 31 0.75 LOAD COMB 132 EMPTY - WIND Z11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 31 -0.75 LOAD COMB 133 EMPTY + (EQ-X / 1.4)1 0.525 11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 134 EMPTY - (EQ-X / 1.4)1 -0.525 11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 135 EMPTY + (EQ-Z / 1.4)2 0.525 11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 136 EMPTY - (EQ-Z / 1.4)2 -0.525 11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 137 (0.9*EMPTY) + (EQ-X / 1.4)1 0.7 11 0.9 12 0.9 17 0.9 18 0.9 LOAD COMB 138 (0.9*EMPTY) - (EQ-X / 1.4)1 -0.7 11 0.9 12 0.9 17 0.9 18 0.9 LOAD COMB 139 (0.9*EMPTY) + (EQ-Z / 1.4)2 0.7 11 0.9 12 0.9 17 0.9 18 0.9 LOAD COMB 140 (0.9*EMPTY) - (EQ-Z / 1.4)2 -0.7 11 0.9 12 0.9 17 0.9 18 0.9 ******************************************************************************LOAD COMB 141 TEST + WIND X11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 21 0.75 22 0.75 LOAD COMB 142 TEST - WIND X11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 21 -0.75 22 -0.75



B



LOAD COMB 143 TEST + WIND Z11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 31 0.75 LOAD COMB 144 TEST - WIND Z11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 31 -0.75 LOAD COMB 145 TEST + (EQ-X / 1.4)1 0.525 11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 146 TEST - (EQ-X / 1.4)1 -0.525 11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 147 TEST + (EQ-Z / 1.4)2 0.525 11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 148 TEST - (EQ-Z / 1.4)2 -0.525 11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 149 (0.9*TEST) + (EQ-X / 1.4)1 0.7 11 0.9 14 0.9 17 0.9 18 0.9 LOAD COMB 150 (0.9*TEST) - (EQ-X / 1.4)1 -0.7 11 0.9 14 0.9 17 0.9 18 0.9 LOAD COMB 151 (0.9*TEST) + (EQ-Z / 1.4)2 0.7 11 0.9 14 0.9 17 0.9 18 0.9 LOAD COMB 152 (0.9*TEST) - (EQ-Z / 1.4)2 -0.7 11 0.9 14 0.9 17 0.9 18 0.9 PERFORM ANALYSIS PRINT ALL******************************************************************************LOAD LIST 101 TO 104******************************************************************************PARAMETER 1CODE AISCFU 400000 ALLFYLD 235000 ALLLZ 6 MEMB 41 TO 50 66 TO 75 116 TO 125 141 TO 150 194 195 197 198 203 204 -206 207 214 TO 217 220 TO 223 235 TO 238 241 TO 244 256 TO 259 262 TO 265 -277 TO 280 283 TO 286LZ 8 MEMB 11 TO 15 36 TO 40 61 TO 65 86 TO 90 111 TO 115 136 TO 140 -161 TO 165 186 TO 190 193 196 199 202 205 208 211 226 TO 232 247 TO 253 268 -269 TO 274 289 TO 297 299 300 302 303 305 306 308 309 311 312 314 315 317 -325 TO 339 354 TO 368 383 TO 397 412 TO 426 561 563 651 652 655 656 659 660 -663 664 667 668 671 672 675 676 679 680 683 684 687 688 827 829 831 832 837 -839 841 842 847 849 851 852 857 859 861 862 867 869RATIO 1 ALLCHECK CODE ALL******************************************************************************LOAD LIST 105 TO 152******************************************************************************PARAMETER 2CODE AISCFU 400000 ALLFYLD 235000 ALLLZ 6 MEMB 41 TO 50 66 TO 75 116 TO 125 141 TO 150 194 195 197 198 203 204 -206 207 214 TO 217 220 TO 223 235 TO 238 241 TO 244 256 TO 259 262 TO 265 -277 TO 280 283 TO 286LZ 8 MEMB 11 TO 15 36 TO 40 61 TO 65 86 TO 90 111 TO 115 136 TO 140 -161 TO 165 186 TO 190 193 196 199 202 205 208 211 226 TO 232 247 TO 253 268 -



B



269 TO 274 289 TO 297 299 300 302 303 305 306 308 309 311 312 314 315 317 -325 TO 339 354 TO 368 383 TO 397 412 TO 426 561 563 651 652 655 656 659 660 -663 664 667 668 671 672 675 676 679 680 683 684 687 688 827 829 831 832 837 -839 841 842 847 849 851 852 857 859 861 862 867 869RATIO 1.33 ALLCHECK CODE ALLSTEEL MEMBER TAKE OFF LIST 1 TO 444 449 TO 456 461 TO 468 473 TO 480 -485 TO 492 497 TO 502 505 TO 508 511 TO 514 517 TO 520 523 TO 526 -529 TO 532 535 TO 538 541 TO 544 547 TO 550 553 TO 556 559 TO 561 563 565 -567 568 570 611 TO 770 803 TO 870FINISH


SNO-S-CC-05-010

REV. B

STRESS RATIO


ATTACHMENT F


Doc. No.

F. Stress Ratio

Ratio of structure Pipe Rack PR-10 can be seen in the following table.

F.1. Stress Ratio Permanent Condition

103104103104104102104104104102103103103103104103104

1111111111

0.2550.1460.1150.1050.1540.2590.2250.130.1070.2340.1980.0760.0710.1030.2550.0760 049

H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H300X150X6.5H300X150X6 5

1314151617




B

DATE. 23-Jun-13

45678910

Beam No. Design Property Actual Ratio Allow. Ratio L/C

123

1111111

1112

103

103104103103102104104102104

104104103102102104104102103

103103103104103103102103104

104103

111111111

11

111111111

1

1111111

11

0.109

0.0930.0820.120.5420.2080.2070.1540.4370.388

0.150.1280.3320.3570.2110.1890.1610.4770.152

0.0520.0260.1450.050.0640.070.0170.2670.164

0.0490.062

H400X200X8H300X150X6.5

H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5

H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12

H300X150X6.5H300X150X6.5H400X200X8

H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8H588X300X12

H300X150X6.5

4243444546

313233343536373839

252627282930

1718192021

4041

222324

Attachment F - Page 1 of 29




B

DATE. 23-Jun-13

103102103103103103102

104102102104104104103103104

103104103102103103104104

111111111

111

111

111111

0.0510.0440.047

0.1630.4780.1590.0870.0940.1270.340.070.044

0.1380.0970.3480.4290.290.1840.1570.133

H588X300X12H588X300X12H588X300X12H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8


H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8H588X300X12H588X300X12H588X300X12

67686970

495051525354555657

59606162636465

58

4748

66

0.3330.3130.2140.177

111

102102103103104103103

104103103104103104102102104

103104104104104102102104104

103103

111111

11111

111111111

1111

1111

11

0.4710.1090.1460.1080.3530.39

0.1410.0990.0850.1090.2830.2110.210.1540.435

0.1580.1520.1270.2830.3230.2050.1670.130.358

0.1390.060.0550.0530.0580.25

H300X150X6.5H400X200X8

H588X300X12H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8

H300X150X6.5H300X150X6.5H300X150X6.5


H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12

H300X150X6.5

93949596979899

100

848586878889909192

757677787980818283

71727374

103104102





B

DATE. 23-Jun-13

102103103103

103104103104102102102102102

104

104104102102104104104103

103103

111111111

1

111111

111

11

111

0.0740.060 039

0.0930.110.2750.070.0390.0450.0380.030.134

0.1180.2740.2690.1850.1530.130.3660.1610.109

0.2680.1840.151

H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8

H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6 5

H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H300X150X6.5

H588X300X12H588X300X12H588X300X12

H588X300X12H588X300X12H588X300X12H588X300X12

120121122123124

111112113114115116117118119

102103

104105106107108109110

101

103104103103103103

103103103103102102104104103

103102

102102104102103103103

103102103103103104

11111111

11

11111

1

1

11111111

11111

0.3490.3850.2660.1630.121

0.0990.3610.2080.1540.4360.3730.3130.1490.111

0.26

0.150.1150.0830.1050.1310.0980.0770.086

0.0390.0330.2340.140.130.1

0.111

H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8H588X300X12H588X300X12H588X300X12

H588X300X12H588X300X12H588X300X12H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8

H300X150X6.5

H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12

H588X300X12H588X300X12H588X300X12

H300X150X6.5H400X200X8

153

144145146147148149150151152

135136137138139140141142143

124125126

128129130131

132133134

H588X300X12H588X300X12H588X300X12

127





B

DATE. 23-Jun-13

103103102

103103103

103103102103103103

102102104102103103103

103102

104103102

11

111

111111

111

111

11

1111

1

0.180 15

0.040.044

0.0380.0250.1190.0570.0420.0450.034

0.0990.0820.1110.1580.0940.074

0.0860.0950.083

0.090.1070.2320.143

H300X150X6.5H400X200X8H588X300X12H588X300X12

H588X300X12H300X150X6.5H300X150X6.5H300X150X6.5

H300X150X6.5H400X200X8

H300X150X6.5H300X150X6.5H300X150X6.5

H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12

H588X300X12

H588X300X12H588X300X12

171172173174175176177

162163

164165166167168

169170

154155156157158159160161

102103102102103

103102103102103102102102103

104102103103103103103102102

102104104103102103104

111111111

1111

11111111

1111

11111

0.0950.0740.2380.361

0.2060.1090.240.0950.0890.2380.2080.1090.24

0.0890.1190.1060.0640.0850.0840.0810.0930.239

0.150.1140.0780.0850.2210.130.1090.072

H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5

H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5

H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H300X150X6.5


198199200201202203204205206

189190191192193194195196197

180181182183184185186187188

177178179





B

DATE. 23-Jun-13

102103

102102103103103102102103102

103102102104103102102102103

104102102102

1

111111

111111111

11111

111

0.465

0.0480.2070.1480.0490.0510.4640.4140.4640.414

0.0520.0460.2050.1370.0540.0540.2080.1460.047

0.2740.240.0770.0690.238

H300X150X6.5H300X150X6.5H300X150X6.5



H300X150X6.5H300X150X6.5H300X150X6.5

225226227228229230

216217218219220221222223224

207208209210211212213214215

102103102102102

104104104104103102102102102

102104104102102102103102102

102102102102104104102

111

111111111

1111111

11111111

1

11

0.3480.0370.0450.435

0.2360.2740.2370.2740.2360.2740.0340.0360.436

0.1530.1080.0460.0450.1530.110.0420.040.274

0.4150.4650.0430.0390.1520.0970.0480.049





252253254255256257258259260

243244245246247248249250251

234235236237238239240241242

231232233





B

DATE. 23-Jun-13

103102

103103103104102102103102103

104102102102104102102103103

103104102102

1

111111111

111111111

11111

0.026

0.0170.0460.3880.4290.0370.0280.4710.390.026

0.0320.0360.4140.3590.4130.360.4130.360.414

0.3530.0350.0430.4350.349

H400X200X8H400X200X8H400X200X8

H300X150X6.5H300X150X6.5H400X200X8H400X200X8H400X200X8H400X200X8H400X200X8H400X200X8H400X200X8


H300X150X6.5H300X150X6.5H300X150X6.5

279280281282283284

270271272273274275276277278

261262263264265266267268269

103102103102102

103102103103102103103102103

102102102103102102101102103

104103102102103103103

1111

111111111

111111111

11111111

0.1420.2430.0130.361

0.3690.2380.0770.1560.240.0140.3670.2380.084

0.5060.5050.5580.2910.2390.0620.1670.240.015

0.3730.3850.0220.0210.5350.5350.5380.519

H300X150X6.5H200X100X5.5H588X300X12H300X150X6.5H200X100X5.5H588X300X12

H300X150X6.5H200X100X5.5H588X300X12H300X150X6.5H200X100X5.5H588X300X12H300X150X6.5H200X100X5.5H588X300X12

H400X200X8H400X200X8H400X200X8H400X200X8H400X200X8H588X300X12H300X150X6.5H200X100X5.5H588X300X12


306307308309310311312313314

297298299300301302303304305

288289290291292293294295296

285286287





B

DATE. 23-Jun-13

102103

102102103102103102102102102

102102102103103103102103102

102102102102

1

111111111

111111111

11111

0.43

0.0750.430.1090.3560.1170.430.1550.3550.092

0.0130.0770.0120.0790.0210.0380.4310.0840.356

0.2380.0890.0850.0160.076

H300X150X6.5H588X300X12H300X150X6.5

H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12

H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H588X300X12H300X150X6.5

H300X150X6.5H200X100X5.5H588X300X12

333334335336337338

324325326327328329330331332

315316317318319320321322323

104103104103104

104104102104104104103104102

103102102102104103102103103

102103102103102103102

1111

111111111

111111111

11111111

0.1940.0490.2690.031

0.0640.1940.0750.2680.0690.1930.0750.2680.067

0.0320.0150.0450.0160.0740.0340.0520.0460.269

0.150.0120.0170.0190.0150.0210.0230.045

H300X150X6.5H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12

H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12


H588X300X12H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5

360361362363364365366367368

351352353354355356357358359

342343344345346347348349350

339340341





B

DATE. 23-Jun-13

102103

101102102102104102102102102

102102102103103103103103102

101102102103

1

111111111

111111111

11111

0.413

0.0550.4140.0610.3390.0640.4130.0630.3390.069

0.0160.040.0290.0240.020.0160.0140.0180.012

0.0120.0260.0520.0180.069

H300X150X6.5H588X300X12H300X150X6.5

H200X100X5.5H200X100X5.5H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12


H200X100X5.5H200X100X5.5H200X100X5.5

387388389390391392

378379380381382383384385386

369370371372373374375376377

104103104102102

103103101104103102103102102

104102102103103104104102102

102103102103102101104

1111

111111111

111111111

11111111

0.5050.360.5050.092

0.0170.0120.3380.5350.8480.5350.4370.5370.362

0.0150.0320.0160.0240.0120.0130.0150.0150.016

0.0510.3390.0470.4140.0240.0140.0130.028


H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H588X300X12H400X200X8H588X300X12H400X200X8H588X300X12


H588X300X12H300X150X6.5H588X300X12H300X150X6.5H588X300X12H200X100X5.5

414415416417418419420421422

405406407408409410411412413

396397398399400401402403404

393394395





B

DATE. 23-Jun-13

102103

102102103103103102102102103

101103102102103103102103103

102102103102

1

111111111

111111111

11111

0.009

0.0280.0230.0130.0120.0130.0920.0090.0770.083

0.1660.0860.0530.0270.0230.0160.1190.0820.054

0.5050.0980.5570.0830.017

T150X150T150X150T150X150


T150X150T150X150T150X150

H588X300X12H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5

H400X200X8H588X300X12H400X200X8

441442443444449450

432433434435436437438439440

423424425426427428429430431

102103103102102

102103102102103103103103102

102102103103102102103103102

103102103102102103103

1111

111111111

111111111

11111111

0.1520.1040.110.083

0.0060.030.0290.0170.020.0110.0190.0170.013

0.0980.0240.0080.0310.0130.020.0320.0080.027

0.0890.0060.0040.060.0060.0570.1060.015

T150X150T150X150T150X150T150X150T150X150T150X150

T150X150T150X150T150X150T150X150T150X150T150X150T150X150T150X150T150X150


T150X150T150X150T150X150T150X150T150X150T150X150

480485486487488489490491492

467468473474475476477478479

454455456461462463464465466

451452453





B

DATE. 23-Jun-13

103102

102103102103102103102103102

103102103102103102103102103

103102102103

1

111111111

111111111

11111

0.078

0.0870.0960.0910.0620.0870.0950.1050.0780.068

0.1910.2240.2420.3060.2780.2270.2450.1010.083

0.0250.0220.020.0170.215

T200X200T200X200T200X200



T150X150T150X150T150X150

523524525526529530

508511512513514517518519520

497498499500501502505506507

102103103101101

103102103102102103103103102

102103102103102103102103102

103102103102103102103

1111

111111111

111111111

11111111

0.2940.2060.0130.013

0.1240.1310.1070.1320.0740.0730.0680.010.008

0.1170.0540.080.0690.1240.0980.0980.0990.184

0.0960.0430.0720.0740.0970.0720.0690.073

H300X150X6.5H300X150X6.5H588X300X12H588X300X12H200X100X5.5H200X100X5.5

T200X200T200X200T200X200T200X200T200X200

H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5


T200X200T200X200T200X200T200X200T200X200T200X200

563565567568570611612613614

549550553554555556559560561

536537538541542543544547548

531532535





B

DATE. 23-Jun-13

103102

103101101102102102102102104

103103101101103103101101104

103103101101

1

111111111

111111111

11111

0.082

0.0410.0410.2820.2530.2020.1660.1290.0870.132

0.1120.0130.0130.1060.0970.0130.0130.2690.093

0.1750.1440.0130.0130.125

H588X300X12H588X300X12H588X300X12

H588X300X12H588X300X12H200X100X5.5H200X100X5.5H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12

H200X100X5.5H588X300X12H588X300X12H200X100X5.5H200X100X5.5H588X300X12H588X300X12H200X100X5.5H200X100X5.5

H588X300X12H588X300X12H200X100X5.5

633634635636637638

624625626627628629630631632

615616617618619620621622623

102102102102102

102102102102102102103103102

101101101101101102102102102

102102101101101101101

1111

111111111

111111111

11111111

0.0160.0150.0610.056

0.1260.010.010.0410.0650.0060.0060.0420.047

0.0130.0130.0410.0410.2040.2360.0810.0870.058

0.3440.1010.0130.0130.0130.0130.0130.013

H588X300X12H588X300X12H200X100X5.5H200X100X5.5H588X300X12H588X300X12

H200X100X5.5H588X300X12H588X300X12H200X100X5.5H200X100X5.5H588X300X12H588X300X12H200X100X5.5H200X100X5.5

H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5H588X300X12H588X300X12H200X100X5.5

H588X300X12H588X300X12H200X100X5.5H200X100X5.5H200X100X5.5H200X100X5.5

660661662663664665666667668

651652653654655656657658659

642643644645646647648649650

639640641





B

DATE. 23-Jun-13

103103

103102102101101102102103103

102102102102102102104104103

102102104102

1

111111111

111111111

11111

0.041

0.0250.0450.0040.0040.0820.0910.0050.0050.018

0.0080.0890.1120.0330.0350.0240.0480.0080.008

0.0140.0130.2490.3020.008

H200X100X5.5T150X150T150X150

H200X100X5.5H200X100X5.5H588X300X12H588X300X12H200X100X5.5H200X100X5.5H588X300X12H588X300X12H200X100X5.5

H588X300X12H200X100X5.5H200X100X5.5H588X300X12H588X300X12H200X100X5.5H200X100X5.5H588X300X12H588X300X12

H200X100X5.5H200X100X5.5H588X300X12

687688689690691692

678679680681682683684685686

669670671672673674675676677

103103102103102

102103103102103102103102102

103103103103102103102103102

103102103102103102102

1111

111111111

111111111

11111111

0.0860.0910.0760.099

0.0450.0930.090.0820.090.0680.0540.0670.058

0.0440.0220.2240.2290.2430.2620.0390.0420.036

0.0280.0460.2160.2080.2730.2730.0410.028

T150X150T150X150T200X200T200X200T200X200T200X200



T150X150T150X150T200X200T200X200T200X200T200X200

714715716717718719720721722

705706707708709710711712713

696697698699700701702703704

693694695





B

DATE. 23-Jun-13

103102

102103102103103102102103102

103102103102103102102103102

103102102103

1

111111111

111111111

11111

0.093

0.0530.0950.0170.0230.030.0270.080.0830.064

0.0850.0630.0810.030.0510.0270.0390.0740.084

0.0310.0570.0250.0360.087

T200X200T200X200T200X200



T150X150T150X150T150X150

741742743744745746

732733734735736737738739740

723724725726727728729730731

102103104102102

102102103103103104103102103

102102102102103103102104102

103103102102103102103

1111

111111111

111111111

11111111

0.0550.0890.1330.097

0.0370.0520.0690.0880.1110.0940.1390.0890.081

0.0760.0450.1220.0840.1050.1160.1150.1480.027

0.0110.020.020.0280.0690.0820.051

0.1

T150X150T150X150T150X150T150X150T150X150T150X150



T150X150T150X150T150X150T150X150T200X200T200X200

768769770803804805806807808

759760761762763764765766767

750751752753754755756757758

747748749





B

DATE. 23-Jun-13

10210310.096

103102102103103102102103102

103103102102103103103102103

103103102102

111111111

111111111

11111

0.1270.0190.1110.0190.1310.0990.0750.0040.073

0.0080.0780.0080.0640.0160.0290.0460.0270.051

0.1590.0610.0070.0250.023

H200X100X5.5H300X150X6.5H300X150X6.5

T150X150T150X150T150X150T150X150T150X150T150X150

H300X150X6.5H200X100X5.5H300X150X6.5


T150X150T150X150T150X150

827828829830831832

818819820821822823824825826

809810811812813814815816817

862 H300X150X6.5 0.275 1 103

860 H200X100X5.5 0.003 1 103861 H300X150X6.5 0.28 1 102

858 H200X100X5.5 0.017 1 101859 H300X150X6.5 0.071 1 101

856 H300X150X6.5 0.005 1 102857 H300X150X6.5 0.077 1 102

854 H300X150X6.5 0.015 1 104855 H300X150X6.5 0.005 1 102

852 H300X150X6.5 0.071 1 101853 H300X150X6.5 0.015 1 104

850 H200X100X5.5 0.004 1 103851 H300X150X6.5 0.077 1 102

848 H200X100X5.5 0.019 1 102849 H300X150X6.5 0.075 1 103

846 H300X150X6.5 0.007 1 102847 H300X150X6.5 0.083 1 102

844 H300X150X6.5 0.017 1 103845 H300X150X6.5 0.007 1 102

842 H300X150X6.5 0.076 1 103843 H300X150X6.5 0.015 1 103

840 H200X100X5.5 0.032 1 103841 H300X150X6.5 0.08 1 102

103103102102102102103

1111111

0.0070.0070.0250.0280.0750.0050.089H300X150X6.5


836837838839

833834835





B

DATE. 23-Jun-13

F.2. Stress Ratio Temporary Condition

9 H588X300X12 0.212 1.33 14910 H588X300X12 0.261 1.33 113

7 H588X300X12 0.253 1.33 1218 H588X300X12 0.253 1.33 149

5 H588X300X12 0.202 1.33 1156 H588X300X12 0.59 1.33 121

3 H588X300X12 0.24 1.33 1234 H588X300X12 0.21 1.33 150

1 H588X300X12 0.585 1.33 1232 H588X300X12 0.21 1.33 148

Beam No. Design Property Actual Ratio Allow. Ratio L/C

870 H200X100X5.5 0.004 1 103

868 H200X100X5.5 0.003 1 102869 H300X150X6.5 0.274 1 103

866 H300X150X6.5 0.012 1 102867 H300X150X6.5 0.28 1 102

864 H300X150X6.5 0.013 1 103865 H300X150X6.5 0.013 1 102

863 H300X150X6.5 0.013 1 103

39 H588X300X12 0.333 1.33 12340 H588X300X12 0.554 1.33 115

37 H588X300X12 0.417 1.33 12338 H588X300X12 0.354 1.33 150

35 H588X300X12 0.569 1.33 11336 H588X300X12 0.626 1.33 123

33 H588X300X12 0.329 1.33 14934 H588X300X12 0.277 1.33 145

31 H588X300X12 0.857 1.33 12132 H588X300X12 0.417 1.33 121

29 H588X300X12 0.221 1.33 15030 H588X300X12 0.44 1.33 115

27 H588X300X12 0.382 1.33 12328 H588X300X12 0.309 1.33 150

25 H400X200X8 0.044 1.33 11826 H588X300X12 0.777 1.33 123

23 H300X150X6.5 0.114 1.33 12524 H300X150X6.5 0.117 1.33 125

21 H300X150X6.5 0.224 1.33 12722 H300X150X6.5 0.127 1.33 125

19 H300X150X6.5 0.099 1.33 11920 H400X200X8 0.04 1.33 127

17 H300X150X6.5 0.115 1.33 12518 H300X150X6.5 0.112 1.33 127

15 H588X300X12 0.37 1.33 11516 H300X150X6.5 0.144 1.33 127

13 H588X300X12 0.321 1.33 12314 H588X300X12 0.305 1.33 123

11 H588X300X12 0.59 1.33 12312 H588X300X12 0.389 1.33 123





B

DATE. 23-Jun-13

63 H588X300X12 0.348 1.33 15064 H588X300X12 0.332 1.33 123

61 H588X300X12 0.595 1.33 12362 H588X300X12 0.398 1.33 123

59 H588X300X12 0.261 1.33 14560 H588X300X12 0.57 1.33 145

57 H588X300X12 0.365 1.33 12158 H588X300X12 0.312 1.33 149

55 H588X300X12 0.441 1.33 11556 H588X300X12 0.782 1.33 121

53 H588X300X12 0.295 1.33 15054 H588X300X12 0.216 1.33 150

51 H588X300X12 0.761 1.33 12352 H588X300X12 0.368 1.33 123

49 H300X150X6.5 0.668 1.33 12350 H400X200X8 0.442 1.33 115

47 H300X150X6.5 0.216 1.33 12348 H300X150X6.5 0.155 1.33 150

45 H400X200X8 0.401 1.33 11646 H300X150X6.5 0.121 1.33 107

43 H300X150X6.5 0.211 1.33 14944 H300X150X6.5 0.749 1.33 121

41 H300X150X6.5 0.22 1.33 10542 H300X150X6.5 0.278 1.33 121

93 H300X150X6.5 0.212 1.33 14994 H300X150X6.5 0.74 1.33 121

91 H300X150X6.5 0.224 1.33 10592 H300X150X6.5 0.277 1.33 121

89 H588X300X12 0.284 1.33 12390 H588X300X12 0.38 1.33 146

87 H588X300X12 0.393 1.33 12388 H588X300X12 0.324 1.33 150

85 H588X300X12 0.427 1.33 14586 H588X300X12 0.573 1.33 123

83 H588X300X12 0.307 1.33 12184 H588X300X12 0.239 1.33 145

81 H588X300X12 0.777 1.33 12182 H588X300X12 0.386 1.33 121

79 H588X300X12 0.212 1.33 15080 H588X300X12 0.368 1.33 146

77 H588X300X12 0.359 1.33 12378 H588X300X12 0.294 1.33 150

75 H400X200X8 0.12 1.33 11876 H588X300X12 0.708 1.33 123

73 H300X150X6.5 0.138 1.33 12574 H300X150X6.5 0.141 1.33 125

71 H300X150X6.5 0.22 1.33 12572 H300X150X6.5 0.148 1.33 125

69 H300X150X6.5 0.096 1.33 12570 H400X200X8 0.067 1.33 125

67 H300X150X6.5 0.114 1.33 12568 H300X150X6.5 0.11 1.33 125

65 H588X300X12 0.464 1.33 11366 H300X150X6.5 0.138 1.33 125





B

DATE. 23-Jun-13

117 H300X150X6.5 0.116 1.33 125118 H300X150X6 5 0 108 1 33 125

115 H588X300X12 0.377 1.33 146116 H300X150X6.5 0.144 1.33 125

113 H588X300X12 0.303 1.33 150114 H588X300X12 0.277 1.33 123

111 H588X300X12 0.539 1.33 123112 H588X300X12 0.374 1.33 123

109 H588X300X12 0.207 1.33 145110 H588X300X12 0.44 1.33 145

107 H588X300X12 0.327 1.33 121108 H588X300X12 0.252 1.33 149

105 H588X300X12 0.364 1.33 146106 H588X300X12 0.695 1.33 121

103 H588X300X12 0.262 1.33 150

104 H588X300X12 0.188 1.33 146

101 H588X300X12 0.686 1.33 123102 H588X300X12 0.341 1.33 123

99 H300X150X6.5 0.665 1.33 123100 H400X200X8 0.409 1.33 115

97 H300X150X6.5 0.22 1.33 12398 H300X150X6.5 0.166 1.33 150

95 H400X200X8 0.477 1.33 11796 H300X150X6.5 0.122 1.33 107

147 H300X150X6.5 0.223 1.33 115

145 H400X200X8 0.379 1.33 118146 H300X150X6.5 0.321 1.33 142

143 H300X150X6.5 0.212 1.33 121144 H300X150X6.5 0.743 1.33 122

141 H300X150X6.5 0.374 1.33 105142 H300X150X6.5 0.277 1.33 115

139 H588X300X12 0.205 1.33 123140 H588X300X12 0.165 1.33 115

137 H588X300X12 0.348 1.33 123138 H588X300X12 0.271 1.33 123

135 H588X300X12 0.151 1.33 113136 H588X300X12 0.511 1.33 123

133 H588X300X12 0.235 1.33 121134 H588X300X12 0.181 1.33 121

131 H588X300X12 0.675 1.33 121

132 H588X300X12 0.323 1.33 121

129 H588X300X12 0.188 1.33 123130 H588X300X12 0.174 1.33 115

127 H588X300X12 0.315 1.33 123128 H588X300X12 0.249 1.33 123

125 H400X200X8 0.084 1.33 125126 H588X300X12 0.639 1.33 123

123 H300X150X6.5 0.144 1.33 125124 H300X150X6.5 0.134 1.33 125

121 H300X150X6.5 0.214 1.33 125122 H300X150X6.5 0.16 1.33 125

119 H300X150X6.5 0.094 1.33 125120 H400X200X8 0.053 1.33 125

118 H300X150X6.5 0.108 1.33 125





B

DATE. 23-Jun-13

171 H300X150X6 5 0 199 1 33 125

169 H300X150X6.5 0.083 1.33 125170 H400X200X8 0.039 1.33 119

167 H300X150X6.5 0.118 1.33 125168 H300X150X6.5 0.1 1.33 125

165 H588X300X12 0.163 1.33 115166 H300X150X6.5 0.16 1.33 125

163 H588X300X12 0.239 1.33 123

164 H588X300X12 0.197 1.33 123

161 H588X300X12 0.486 1.33 123162 H588X300X12 0.322 1.33 123

159 H588X300X12 0.153 1.33 121160 H588X300X12 0.17 1.33 116

157 H588X300X12 0.262 1.33 121158 H588X300X12 0.185 1.33 121

155 H588X300X12 0.172 1.33 115156 H588X300X12 0.627 1.33 121

153 H588X300X12 0.213 1.33 123154 H588X300X12 0.169 1.33 123

151 H588X300X12 0.618 1.33 123152 H588X300X12 0.298 1.33 123

149 H300X150X6.5 0.665 1.33 149150 H400X200X8 0.394 1.33 119

148 H300X150X6.5 0.169 1.33 123

199 H300X150X6.5 0.241 1.33 105200 H300X150X6.5 0.221 1.33 105

197 H300X150X6.5 0.173 1.33 127198 H300X150X6.5 0.172 1.33 127

195 H300X150X6.5 0.121 1.33 107196 H300X150X6.5 0.241 1.33 105

193 H300X150X6.5 0.242 1.33 108194 H300X150X6.5 0.218 1.33 105

191 H300X150X6.5 0.159 1.33 127192 H300X150X6.5 0.182 1.33 127

189 H588X300X12 0.158 1.33 123190 H588X300X12 0.137 1.33 115

187 H588X300X12 0.295 1.33 123188 H588X300X12 0.198 1.33 123

185 H588X300X12 0.107 1.33 116186 H588X300X12 0.42 1.33 123

183 H588X300X12 0.167 1.33 149184 H588X300X12 0.115 1.33 145

181 H588X300X12 0.452 1.33 121182 H588X300X12 0.17 1.33 121

179 H588X300X12 0.121 1.33 146180 H588X300X12 0.103 1.33 115

177 H588X300X12 0.175 1.33 117178 H588X300X12 0.172 1.33 146

175 H400X200X8 0.053 1.33 119176 H588X300X12 0.437 1.33 123

173 H300X150X6.5 0.109 1.33 125174 H300X150X6.5 0.088 1.33 125

171 H300X150X6.5 0.199 1.33 125172 H300X150X6.5 0.139 1.33 125





B

DATE. 23-Jun-13

223 H300X150X6.5 0.223 1.33 115224 H300X150X6.5 0.124 1.33 127

221 H300X150X6.5 0.112 1.33 127222 H300X150X6.5 0.276 1.33 115

219 H300X150X6.5 0.22 1.33 123220 H300X150X6.5 0.127 1.33 127

217 H300X150X6.5 0.119 1.33 127218 H300X150X6.5 0.276 1.33 121

215 H300X150X6.5 0.215 1.33 123216 H300X150X6.5 0.133 1.33 127

213 H300X150X6.5 0.13 1.33 127214 H300X150X6.5 0.276 1.33 121

211 H300X150X6.5 0.241 1.33 108212 H300X150X6.5 0.129 1.33 127

209 H300X150X6.5 0.156 1.33 127210 H300X150X6.5 0.159 1.33 127

207 H300X150X6.5 0.287 1.33 142208 H300X150X6.5 0.241 1.33 105

205 H300X150X6.5 0.241 1.33 105206 H300X150X6.5 0.374 1.33 107

203 H300X150X6.5 0.174 1.33 127204 H300X150X6.5 0.16 1.33 127

201 H300X150X6.5 0.122 1.33 107202 H300X150X6.5 0.241 1.33 105

253 H300X150X6.5 0.277 1.33 105254 H300X150X6.5 0.087 1.33 127

251 H300X150X6.5 0.277 1.33 108252 H300X150X6.5 0.237 1.33 114

249 H300X150X6.5 0.277 1.33 145250 H300X150X6.5 0.237 1.33 146

247 H300X150X6.5 0.277 1.33 145248 H300X150X6.5 0.237 1.33 146

245 H300X150X6.5 0.094 1.33 127246 H300X150X6.5 0.107 1.33 127

243 H300X150X6.5 0.211 1.33 121244 H300X150X6.5 0.168 1.33 123

241 H300X150X6.5 0.102 1.33 125242 H300X150X6.5 0.086 1.33 127

239 H300X150X6.5 0.211 1.33 149240 H300X150X6.5 0.166 1.33 150

237 H300X150X6.5 0.11 1.33 127238 H300X150X6.5 0.091 1.33 127

235 H300X150X6.5 0.21 1.33 149236 H300X150X6.5 0.155 1.33 150

233 H300X150X6.5 0.11 1.33 127234 H300X150X6.5 0.117 1.33 127

231 H300X150X6.5 0.415 1.33 118232 H300X150X6.5 0.467 1.33 105

229 H300X150X6.5 0.415 1.33 114230 H300X150X6.5 0.467 1.33 108

227 H300X150X6.5 0.414 1.33 115228 H300X150X6.5 0.467 1.33 105

225 H300X150X6.5 0.136 1.33 127226 H300X150X6.5 0.467 1.33 113





B

DATE. 23-Jun-13

277 H400X200X8 0.401 1.33 116278 H400X200X8 0.442 1.33 115

275 H400X200X8 0.035 1.33 127276 H400X200X8 0.079 1.33 127

273 H300X150X6.5 0.361 1.33 146274 H300X150X6.5 0.42 1.33 116

271 H300X150X6.5 0.36 1.33 114272 H300X150X6.5 0.42 1.33 116

269 H300X150X6.5 0.36 1.33 146270 H300X150X6.5 0.42 1.33 113

267 H300X150X6.5 0.087 1.33 127268 H300X150X6.5 0.42 1.33 113

265 H300X150X6.5 0.665 1.33 149266 H300X150X6.5 0.076 1.33 127

263 H300X150X6.5 0.072 1.33 117264 H300X150X6.5 0.742 1.33 122

261 H300X150X6.5 0.665 1.33 123262 H300X150X6.5 0.068 1.33 117

259 H300X150X6.5 0.077 1.33 127260 H300X150X6.5 0.74 1.33 121

257 H300X150X6.5 0.668 1.33 123258 H300X150X6.5 0.08 1.33 152

255 H300X150X6.5 0.109 1.33 127256 H300X150X6.5 0.748 1.33 121

307 H200X100X5.5 0.015 1.33 119308 H588X300X12 0.573 1.33 121

305 H588X300X12 0.588 1.33 121306 H300X150X6.5 0.241 1.33 106

303 H300X150X6.5 0.241 1.33 106304 H200X100X5.5 0.081 1.33 119

301 H200X100X5.5 0.017 1.33 119302 H588X300X12 0.608 1.33 121

299 H588X300X12 0.64 1.33 121300 H300X150X6.5 0.241 1.33 107

297 H300X150X6.5 0.242 1.33 106298 H200X100X5.5 0.066 1.33 127

295 H400X200X8 0.561 1.33 116296 H588X300X12 0.523 1.33 121

293 H400X200X8 0.509 1.33 117294 H400X200X8 0.508 1.33 116

291 H400X200X8 0.542 1.33 119292 H400X200X8 0.522 1.33 117

289 H400X200X8 0.54 1.33 119290 H400X200X8 0.539 1.33 119

287 H400X200X8 0.03 1.33 117288 H400X200X8 0.028 1.33 117

285 H400X200X8 0.379 1.33 118286 H400X200X8 0.396 1.33 119

283 H400X200X8 0.032 1.33 115284 H400X200X8 0.032 1.33 113

281 H400X200X8 0.479 1.33 117282 H400X200X8 0.411 1.33 115

279 H400X200X8 0.056 1.33 121280 H400X200X8 0.06 1.33 123





B

DATE. 23-Jun-13

331 H588X300X12 0.391 1.33 121332 H300X150X6.5 0.357 1.33 119

329 H588X300X12 0.387 1.33 121330 H300X150X6.5 0.433 1.33 107

327 H588X300X12 0.404 1.33 121328 H300X150X6.5 0.357 1.33 113

325 H588X300X12 0.236 1.33 121326 H300X150X6.5 0.433 1.33 115

323 H200X100X5.5 0.083 1.33 111324 H200X100X5.5 0.025 1.33 111

321 H200X100X5.5 0.082 1.33 109322 H200X100X5.5 0.013 1.33 111

319 H200X100X5.5 0.08 1.33 109320 H200X100X5.5 0.014 1.33 109

317 H588X300X12 0.269 1.33 121318 H200X100X5.5 0.017 1.33 109

315 H300X150X6.5 0.241 1.33 106316 H200X100X5.5 0.093 1.33 109

313 H200X100X5.5 0.016 1.33 125314 H588X300X12 0.539 1.33 121

311 H588X300X12 0.522 1.33 121312 H300X150X6.5 0.244 1.33 107

309 H300X150X6.5 0.241 1.33 107310 H200X100X5.5 0.088 1.33 119

361 H300X150X6.5 0.194 1.33 116362 H588X300X12 0.296 1.33 149

359 H300X150X6.5 0.271 1.33 142360 H588X300X12 0.309 1.33 149

357 H300X150X6.5 0.194 1.33 113358 H588X300X12 0.336 1.33 149

355 H300X150X6.5 0.272 1.33 142356 H588X300X12 0.338 1.33 149

353 H200X100X5.5 0.061 1.33 119354 H588X300X12 0.214 1.33 123

351 H200X100X5.5 0.083 1.33 127352 H200X100X5.5 0.037 1.33 118

349 H200X100X5.5 0.056 1.33 127350 H200X100X5.5 0.016 1.33 147

347 H200X100X5.5 0.041 1.33 111348 H200X100X5.5 0.015 1.33 109

345 H200X100X5.5 0.024 1.33 110346 H200X100X5.5 0.057 1.33 125

343 H200X100X5.5 0.016 1.33 117344 H200X100X5.5 0.035 1.33 125

341 H200X100X5.5 0.018 1.33 117342 H200X100X5.5 0.023 1.33 109

339 H588X300X12 0.219 1.33 121340 H200X100X5.5 0.015 1.33 109

337 H588X300X12 0.32 1.33 121338 H300X150X6.5 0.432 1.33 107

335 H588X300X12 0.341 1.33 121336 H300X150X6.5 0.356 1.33 113

333 H588X300X12 0.38 1.33 121334 H300X150X6.5 0.432 1.33 106





B

DATE. 23-Jun-13

385 H588X300X12 0.279 1.33 121386 H300X150X6.5 0.341 1.33 145

383 H588X300X12 0.192 1.33 121384 H300X150X6.5 0.418 1.33 114

381 H200X100X5.5 0.029 1.33 125382 H200X100X5.5 0.013 1.33 127

379 H200X100X5.5 0.019 1.33 125380 H200X100X5.5 0.018 1.33 127

377 H200X100X5.5 0.024 1.33 119378 H200X100X5.5 0.026 1.33 127

375 H200X100X5.5 0.057 1.33 125376 H200X100X5.5 0.044 1.33 127

373 H200X100X5.5 0.088 1.33 125374 H200X100X5.5 0.023 1.33 125

371 H200X100X5.5 0.067 1.33 125372 H200X100X5.5 0.02 1.33 119

369 H200X100X5.5 0.013 1.33 128370 H200X100X5.5 0.027 1.33 117

367 H300X150X6.5 0.272 1.33 107368 H588X300X12 0.109 1.33 150

365 H300X150X6.5 0.195 1.33 116366 H588X300X12 0.232 1.33 149

363 H300X150X6.5 0.271 1.33 106364 H588X300X12 0.262 1.33 149

415 H400X200X8 0.539 1.33 119416 H588X300X12 0.528 1.33 145

413 H400X200X8 0.54 1.33 119414 H588X300X12 0.922 1.33 113

411 H200X100X5.5 0.023 1.33 127412 H588X300X12 0.387 1.33 117

409 H200X100X5.5 0.019 1.33 112410 H200X100X5.5 0.025 1.33 119

407 H200X100X5.5 0.022 1.33 110408 H200X100X5.5 0.035 1.33 125

405 H200X100X5.5 0.022 1.33 127406 H200X100X5.5 0.026 1.33 128

403 H200X100X5.5 0.018 1.33 119404 H200X100X5.5 0.055 1.33 125

401 H200X100X5.5 0.026 1.33 125402 H200X100X5.5 0.065 1.33 125

399 H200X100X5.5 0.017 1.33 128400 H200X100X5.5 0.057 1.33 128

397 H588X300X12 0.08 1.33 121398 H200X100X5.5 0.028 1.33 151

395 H588X300X12 0.183 1.33 121396 H300X150X6.5 0.418 1.33 115

393 H588X300X12 0.188 1.33 121394 H300X150X6.5 0.341 1.33 145

391 H588X300X12 0.246 1.33 121392 H300X150X6.5 0.418 1.33 115

389 H588X300X12 0.242 1.33 121390 H300X150X6.5 0.341 1.33 113

387 H588X300X12 0.278 1.33 121388 H300X150X6.5 0.418 1.33 114





B

DATE. 23-Jun-13

439 H200X100X5.5 0.015 1.33 127440 H200X100X5.5 0.052 1.33 127

437 H200X100X5.5 0.042 1.33 126438 H200X100X5.5 0.057 1.33 128

435 H200X100X5.5 0.135 1.33 127436 H200X100X5.5 0.078 1.33 126

433 H200X100X5.5 0.043 1.33 125434 H200X100X5.5 0.183 1.33 127

431 H200X100X5.5 0.161 1.33 125432 H200X100X5.5 0.089 1.33 128

429 H200X100X5.5 0.207 1.33 125430 H200X100X5.5 0.171 1.33 125

427 H200X100X5.5 0.13 1.33 128428 H200X100X5.5 0.264 1.33 128

425 H400X200X8 0.561 1.33 115426 H588X300X12 0.107 1.33 118

423 H400X200X8 0.508 1.33 114424 H588X300X12 0.161 1.33 113

421 H400X200X8 0.509 1.33 117422 H588X300X12 0.143 1.33 113

419 H400X200X8 0.508 1.33 119420 H588X300X12 0.422 1.33 145

417 H400X200X8 0.541 1.33 117418 H588X300X12 0.408 1.33 145

485 T150X150 0.034 1.33 126486 T150X150 0.044 1.33 125

479 T150X150 0.023 1.33 119480 T150X150 0.028 1.33 115

477 T150X150 0.038 1.33 123478 T150X150 0.034 1.33 118

475 T150X150 0.045 1.33 125476 T150X150 0.015 1.33 127

473 T150X150 0.044 1.33 127474 T150X150 0.025 1.33 125

467 T150X150 0.023 1.33 117468 T150X150 0.036 1.33 127

465 T150X150 0.011 1.33 127466 T150X150 0.045 1.33 125

463 T150X150 0.114 1.33 125464 T150X150 0.04 1.33 119

461 T150X150 0.121 1.33 119462 T150X150 0.034 1.33 125

455 T150X150 0.018 1.33 125456 T150X150 0.068 1.33 107

453 T150X150 0.006 1.33 107454 T150X150 0.071 1.33 121

451 T150X150 0.12 1.33 122452 T150X150 0.029 1.33 123

449 T150X150 0.106 1.33 124450 T150X150 0.023 1.33 121

443 T150X150 0.034 1.33 122444 T150X150 0.095 1.33 107

441 T150X150 0.025 1.33 124442 T150X150 0.114 1.33 122





B

DATE. 23-Jun-13

519 T200X200 0.215 1.33 127520 T200X200 0.189 1.33 125

517 T200X200 0.204 1.33 127518 T200X200 0.206 1.33 125

513 T200X200 0.213 1.33 127514 T200X200 0.198 1.33 125

511 T200X200 0.508 1.33 127512 T200X200 0.519 1.33 125

507 T200X200 0.582 1.33 127508 T200X200 0.559 1.33 125

505 T200X200 0.479 1.33 127506 T200X200 0.488 1.33 125

501 T200X200 0.465 1.33 127502 T200X200 0.444 1.33 125

499 T150X150 0.096 1.33 125500 T150X150 0.061 1.33 127

497 T150X150 0.09 1.33 127498 T150X150 0.077 1.33 125

491 T150X150 0.258 1.33 125492 T150X150 0.189 1.33 126

489 T150X150 0.301 1.33 123490 T150X150 0.206 1.33 128

487 T150X150 0.04 1.33 128488 T150X150 0.036 1.33 127

565 H300X150X6.5 0.076 1.33 108567 H300X150X6.5 0.071 1.33 108

561 H300X150X6.5 0.135 1.33 117563 H300X150X6.5 0.077 1.33 119

559 T200X200 0.198 1.33 119560 T200X200 0.174 1.33 117

555 T200X200 0.285 1.33 119556 T200X200 0.226 1.33 117

553 T200X200 0.158 1.33 119554 T200X200 0.159 1.33 117

549 T200X200 0.197 1.33 119550 T200X200 0.171 1.33 117

547 T200X200 0.21 1.33 127548 T200X200 0.184 1.33 125

543 T200X200 0.253 1.33 127544 T200X200 0.206 1.33 125

541 T200X200 0.195 1.33 127542 T200X200 0.183 1.33 125

537 T200X200 0.214 1.33 127538 T200X200 0.204 1.33 125

535 T200X200 0.22 1.33 127536 T200X200 0.211 1.33 125

531 T200X200 0.243 1.33 127532 T200X200 0.201 1.33 125

529 T200X200 0.211 1.33 127530 T200X200 0.209 1.33 125

525 T200X200 0.238 1.33 127526 T200X200 0.221 1.33 125

523 T200X200 0.212 1.33 127524 T200X200 0.213 1.33 125





B

DATE. 23-Jun-13

631 H588X300X12 0.763 1.33 121632 H588X300X12 0.598 1.33 121

629 H200X100X5.5 0.041 1.33 105630 H200X100X5.5 0.041 1.33 105

627 H588X300X12 0.382 1.33 115628 H588X300X12 0.145 1.33 115

625 H200X100X5.5 0.013 1.33 105626 H200X100X5.5 0.013 1.33 105

623 H588X300X12 0.249 1.33 123624 H588X300X12 0.175 1.33 123

621 H200X100X5.5 0.013 1.33 105622 H200X100X5.5 0.013 1.33 105

619 H588X300X12 0.292 1.33 123620 H588X300X12 0.211 1.33 123

617 H200X100X5.5 0.013 1.33 115618 H200X100X5.5 0.013 1.33 105

615 H588X300X12 0.388 1.33 123616 H588X300X12 0.295 1.33 123

613 H200X100X5.5 0.013 1.33 107614 H200X100X5.5 0.013 1.33 107

611 H588X300X12 0.777 1.33 123612 H588X300X12 0.564 1.33 123

568 H300X150X6.5 0.013 1.33 117570 H300X150X6.5 0.011 1.33 117

661 H200X100X5.5 0.008 1.33 111662 H200X100X5.5 0.008 1.33 111

659 H588X300X12 0.234 1.33 121660 H588X300X12 0.378 1.33 121

657 H200X100X5.5 0.015 1.33 117658 H200X100X5.5 0.015 1.33 117

655 H588X300X12 0.249 1.33 121656 H588X300X12 0.425 1.33 121

653 H200X100X5.5 0.085 1.33 125654 H200X100X5.5 0.091 1.33 125

651 H588X300X12 0.473 1.33 121652 H588X300X12 0.606 1.33 121

649 H200X100X5.5 0.041 1.33 105650 H200X100X5.5 0.041 1.33 105

647 H200X100X5.5 0.013 1.33 105648 H200X100X5.5 0.013 1.33 105

645 H200X100X5.5 0.013 1.33 105646 H200X100X5.5 0.013 1.33 105

643 H200X100X5.5 0.013 1.33 105644 H200X100X5.5 0.013 1.33 105

641 H200X100X5.5 0.013 1.33 105642 H200X100X5.5 0.013 1.33 105

639 H588X300X12 0.441 1.33 113640 H588X300X12 0.15 1.33 116

637 H588X300X12 0.266 1.33 121638 H588X300X12 0.161 1.33 121

635 H588X300X12 0.286 1.33 121636 H588X300X12 0.188 1.33 149

633 H588X300X12 0.365 1.33 121634 H588X300X12 0.315 1.33 121





B

DATE. 23-Jun-13

685 H200X100X5.5 0.02 1.33 125686 H200X100X5.5 0.019 1.33 125

683 H588X300X12 0.09 1.33 121684 H588X300X12 0.147 1.33 121

681 H200X100X5.5 0.014 1.33 125682 H200X100X5.5 0.014 1.33 125

679 H588X300X12 0.11 1.33 123680 H588X300X12 0.194 1.33 149

677 H200X100X5.5 0.04 1.33 117678 H200X100X5.5 0.042 1.33 117

675 H588X300X12 0.206 1.33 121676 H588X300X12 0.3 1.33 121

673 H200X100X5.5 0.077 1.33 127674 H200X100X5.5 0.08 1.33 127

671 H588X300X12 0.259 1.33 145672 H588X300X12 0.405 1.33 113

669 H200X100X5.5 0.03 1.33 152670 H200X100X5.5 0.029 1.33 152

667 H588X300X12 0.191 1.33 121668 H588X300X12 0.265 1.33 121

665 H200X100X5.5 0.02 1.33 127666 H200X100X5.5 0.019 1.33 127

663 H588X300X12 0.21 1.33 121664 H588X300X12 0.308 1.33 121

715 T150X150 0.087 1.33 124716 T150X150 0.086 1.33 121

713 T200X200 0.205 1.33 127714 T200X200 0.212 1.33 125

711 T200X200 0.208 1.33 127712 T200X200 0.203 1.33 125

709 T150X150 0.061 1.33 122710 T150X150 0.059 1.33 127

707 T150X150 0.053 1.33 127708 T150X150 0.066 1.33 121

705 T200X200 0.523 1.33 127706 T200X200 0.537 1.33 125

703 T200X200 0.477 1.33 127704 T200X200 0.478 1.33 125

701 T150X150 0.104 1.33 122702 T150X150 0.078 1.33 123

699 T150X150 0.094 1.33 124700 T150X150 0.089 1.33 121

697 T200X200 0.552 1.33 127698 T200X200 0.551 1.33 125

695 T200X200 0.467 1.33 127696 T200X200 0.459 1.33 125

693 T150X150 0.081 1.33 122694 T150X150 0.091 1.33 123

691 T150X150 0.061 1.33 124692 T150X150 0.091 1.33 121

689 H200X100X5.5 0.033 1.33 125690 H200X100X5.5 0.033 1.33 125

687 H588X300X12 0.1 1.33 116688 H588X300X12 0.14 1.33 116





B

DATE. 23-Jun-13

739 T150X150 0.022 1.33 116740 T150X150 0.049 1.33 119

737 T200X200 0.199 1.33 127738 T200X200 0.236 1.33 125

735 T200X200 0.213 1.33 127736 T200X200 0.219 1.33 125

733 T150X150 0.049 1.33 125734 T150X150 0.054 1.33 127

731 T150X150 0.046 1.33 127732 T150X150 0.071 1.33 125

729 T200X200 0.211 1.33 127730 T200X200 0.228 1.33 125

727 T200X200 0.224 1.33 127728 T200X200 0.222 1.33 125

725 T150X150 0.044 1.33 125726 T150X150 0.052 1.33 127

723 T150X150 0.045 1.33 127724 T150X150 0.076 1.33 125

721 T200X200 0.199 1.33 127722 T200X200 0.218 1.33 125

719 T200X200 0.201 1.33 127720 T200X200 0.203 1.33 125

717 T150X150 0.098 1.33 122718 T150X150 0.079 1.33 123

770 T200X200 0.218 1.33 117769 T200X200 0.172 1.33 119

767 T200X200 0.154 1.33 119768 T200X200 0.178 1.33 117

765 T150X150 0.251 1.33 123766 T150X150 0.184 1.33 123

763 T150X150 0.138 1.33 121764 T150X150 0.236 1.33 121

761 T200X200 0.211 1.33 119762 T200X200 0.244 1.33 117

759 T200X200 0.178 1.33 119760 T200X200 0.188 1.33 117

757 T150X150 0.273 1.33 125758 T150X150 0.144 1.33 127

755 T150X150 0.207 1.33 127756 T150X150 0.178 1.33 125

753 T200X200 0.179 1.33 127754 T200X200 0.224 1.33 125

751 T200X200 0.19 1.33 127752 T200X200 0.2 1.33 125

749 T150X150 0.043 1.33 123750 T150X150 0.034 1.33 123

747 T150X150 0.035 1.33 115748 T150X150 0.11 1.33 121

745 T200X200 0.2 1.33 127746 T200X200 0.227 1.33 125

743 T200X200 0.203 1.33 127744 T200X200 0.205 1.33 125

741 T150X150 0.042 1.33 118742 T150X150 0.03 1.33 117





B

DATE. 23-Jun-13

824 T150X150 0.102 1.33 121825 T150X150 0.186 1.33 123826 T150X150 0.095 1.33 123

820 T150X150 0.097 1.33 121821 T150X150 0.08 1.33 122822 T150X150 0.098 1.33 123823 T150X150 0.191 1.33 121

816 T150X150 0.109 1.33 121817 T150X150 0.161 1.33 123818 T150X150 0.112 1.33 123819 T150X150 0.076 1.33 121

812 T150X150 0.146 1.33 121813 T150X150 0.145 1.33 123814 T150X150 0.05 1.33 127815 T150X150 0.167 1.33 121

808 T150X150 0.19 1.33 125809 T150X150 0.305 1.33 128810 T150X150 0.15 1.33 127811 T150X150 0.075 1.33 121

804 T150X150 0.262 1.33 121805 T150X150 0.251 1.33 123806 T150X150 0.195 1.33 127807 T150X150 0.275 1.33 126

803 T150X150 0.203 1.33 124

856 H300X150X6.5 0.011 1.33 125

852 H300X150X6.5 0.079 1.33 127853 H300X150X6.5 0.022 1.33 127854 H300X150X6.5 0.02 1.33 127855 H300X150X6.5 0.013 1.33 125

848 H200X100X5.5 0.021 1.33 125849 H300X150X6.5 0.079 1.33 127850 H200X100X5.5 0.005 1.33 127851 H300X150X6.5 0.084 1.33 117

844 H300X150X6.5 0.019 1.33 127845 H300X150X6.5 0.01 1.33 125846 H300X150X6.5 0.011 1.33 125847 H300X150X6.5 0.086 1.33 117

840 H200X100X5.5 0.036 1.33 117841 H300X150X6.5 0.082 1.33 117842 H300X150X6.5 0.079 1.33 127843 H300X150X6.5 0.018 1.33 127

836 H300X150X6.5 0.032 1.33 117837 H300X150X6.5 0.077 1.33 109838 H200X100X5.5 0.006 1.33 113839 H300X150X6.5 0.093 1.33 119

832 H300X150X6.5 0.102 1.33 119833 H300X150X6.5 0.01 1.33 107834 H300X150X6.5 0.009 1.33 107835 H300X150X6.5 0.029 1.33 117

828 H200X100X5.5 0.103 1.33 128829 H300X150X6.5 0.077 1.33 119830 H200X100X5.5 0.007 1.33 119831 H300X150X6.5 0.075 1.33 109

827 H300X150X6.5 0.134 1.33 117





B

DATE. 23-Jun-13

868 H200X100X5.5 0.066 1.33 128869 H300X150X6.5 0.286 1.33 119870 H200X100X5.5 0.037 1.33 124

864 H300X150X6.5 0.064 1.33 127865 H300X150X6.5 0.032 1.33 122866 H300X150X6.5 0.035 1.33 124867 H300X150X6.5 0.309 1.33 117

860 H200X100X5.5 0.008 1.33 127861 H300X150X6.5 0.324 1.33 117862 H300X150X6.5 0.288 1.33 119863 H300X150X6.5 0.052 1.33 127

857 H300X150X6.5 0.085 1.33 117858 H200X100X5.5 0.022 1.33 128859 H300X150X6.5 0.082 1.33 127


SNO-S-CC-05-010

REV. B

DEFLECTION DATA


ATTACHMENT G


Doc. No.

G. Deflection Data

G.1. Permanent Condition

Maximum Node Displacement at Level + 5.00





B


Attachment G - Page 1 of 4




B



G.2. Temporary Condition






B





SNO-S-CC-05-010

REV. B

CONNECTION CHECK

SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013

ATTACHMENT H


Doc. No.



H. CONNECTION CHECKH.1 Typical Connection of Pipe Rack PR-10

Connection detail calculation shall refer to the following document:

# 10REV. B


g

1. SNO-S-SD-100-001 Standard Drawing Member Designation For Steel Structure

2. SNO-S-SD-100-002 Standard Drawing Column Base Plate

3. SNO-S-SD-100-003 Standard Drawing Steel Beam Fixed End Plate Moment

4. SNO-S-SD-100-004 Standard Drawing Steel Beam Pinned Connection

5. SNO-S-SD-100-005 Standard Drawing Column Splice

6. SNO-S-SD-100-006 Standard Drawing Vertical Bracing Connection

7. SNO-S-SD-100-007 Standard Drawing Horizontal Bracing Connection

8. SNO-S-SD-100-008 Standard Drawing Anchor Bolts

R5R5R5

R3

R5 R5R5R3 R3

R3

R2 R2 R3

R3R3 R3

R3

R3

R2 R5 R2

R3R3

R5R5

R3

R2

R3

R3 R5

R2

R5

R3R3R3

R3R5R3

R2

R4

R3 R3

R5

R2

R3 R2R2 R3R5

R4

R3

C1C1C2 C2

C3C5 C5

Fig. H.1.1 Plan EL. +5.000

R3

R7 R7

R3 R5 R5

R7

R2

R3

R5 R3

R7

R3

R7

R2 R2

R3 R3

R5

R3

R5

R7R7

R2

R3R3

R5 R3R5

R7

R3

R5R5

R7 R7

R4

R7R7

R3 R5

R3

R2R5 R3

R7

R3

R7

R3R5

R2

R2

R3

R2

R7

R2

R7

R3

R2

R3 R3

R3

R3 R3

R5R3

R4

R5

C1 C1C2 C2

C3 C3

C3C5 C5

R3 R5 R2

R2

R3 R3

R2

R7

R5

R7R7R7

R3

R2

R3

R3

R3

R5

R7

R3

R3R3

R7

R5

R4

R5

R3

R3 R5

R2

R2

R7

R2

R7

R5

R5 R2

R2 R3R3

R3R3

R5

R7

R3

R2

R2R5

R7

R3

R3 R3

R2

R7

R2

R3

R3

R5

R3

R2

R3

R2

R3

R7

R5

R3

R7

R3

R7

R3

R7

R3

R3

R5

R3

R3 R5

R2

R3

R3

R2

R2

R7

R5

R4

R5C1 C1

C2C2

C3C3

C3C5 C5

Fig. H.1.2 Plan EL. +7.000

R4

R3 R3R3 R3R3 R3 R3R3R3

R2

R3 R3

R4

R3

R2

R3R3 R3R3 C1C1C2C2 C3C5 C5

Fig. H.1.3 Plan EL. +10.000

Attachment H - Page 1 of 63



# 10REV. B


Fig. H.1.2 Plan EL. +13.000

R7

R5

R4

R8 R5R2

R7 R7

R2

R7

R8 R8

R5

R2R4

R3

R2

R3

R8

R2

R8

R7

R8

R5R8

R7

R5 R3

R2

R2

R3

R7

R2

R5

R7

R8 R2

R7

R5

R7 R7

R5

R8

R7

R8

R5

R7

R8 R5

R8

R2R8R5

R8R8 R8

R2

R7

R5 R2

R8

R7

R8

R7

R5R8 R8R5

R8

C1 C1C2C2

C3C3

C3C5 C5

Fig. H.1.2 Plan EL. +16.000

R6:ß 90.00

R4

R3 R8

R6:ß 90.00

R4

R3R8

R1

R8

R1

R8

R6:ß 90.00R1

R8

R1

R8

R6:ß 90.00 R1

R8

R6:ß 90.00R1

R8 R8R8

R6:ß 90.00

R8

R1R6:ß 90.00

R1

R8

R6:ß 90.00

R8

R1

R1

R8

R5R5

R8R8

R4R2

R2

R2

R3

R8 R8R3 R2

R8

R5

R8

R8R5

R3

R2

R2

R4

R3

R8

R5 R5R2 R2 R5 R2 R8R8 R5

R8 R8R8

R5R5

R8

R8R2

R8

R5 R5R5

R8R8

R8

R8

R5

R8C1C1C2C2 C3C5 C5

R6:ß 90.00

R3

R6:ß 90.00

R1

R1

R3

R3

R3

R6:ß 90.00

R1

R3

R6:ß 90.00

R1

R4

R3

R4

R3

R3

R3

R4

R4 R4

R4

R3

R3

R6:ß 90.00

R3

R3

R3

R1

R6:ß 90.00

R1

R1

R1

R1

R3

R1

R3

R3

R1

R3

R1

R3

R1

R6:ß 90.00

R1

R3

R6:ß 90.00

R3

R6:ß 90.00

R3

R1

R3

R6:ß 90.00 R1

R3

R3R3

R3 R3

R1

R3

R3

R1

R1

R3

R3

R3

R3

R3

R3

R6:ß 90.00

R3

R6:ß 90.00

R3

R3

R1

R3

R6:ß 90.00

R3R3

R3

R3

R6:ß 90.00

R3

R6:ß 90.00

R3 R3

R3

R6:ß 90.00

R6:ß 90.00

R1

R3

R3

R6:ß 90.00

R6:ß 90.00 R6:ß 90.00

R3

R6:ß 90.00

R3

R3

R1

R1R6:ß 90.00

R3

R3

R3

R3

R3

R1

R3

R3

R6:ß 90.00 R1

R3

R1

R6:ß 90.00

R1

R1R1

R1

R1

R3

R1

R3

R3

Fig. H.1.4 Longitudinal Section

R6:ß 90.00

R1

R4

R6:ß 90.00

R1

R1R1R4

R1R1R6:ß 90.00 R6:ß 90.00R1 R6:ß 90.00 R1R6:ß 90.00 R6:ß 90.00R6:ß 90.00 R1 R1

C2 C2 C2 C2

C6 C6 C6 C6

C4C4 C4C4




# 10REV. B


C1 C1

C1C1

Fig. H.1.6 Transversal Section

List of Property

C6 C6

List of Property

No.

1

2

3

4

5 R5 CT 150

R4 SH 200

R3 SH 300

R2 MH 588

R1 MH 588

Symbol Steel Property

6

7

8

9

10

11

R8 SH 400

R7 SH 200

R6 CT 200

12

13

14

List of Connection

No.

1 Beam to Column Moment ConnectionC1

Symbol Connection Type

1 Beam to Column Moment Connection

2 Beam to Column Pinned Connection

3 Beam to Beam Pinned Connection

4 Vertical bracing connection

5 Horizontal bracing connection

6 Base Plate Pinned Connection

C5

C6

C3

C4

C1

C2




# 10REV. B


H.2 Beam to Column Moment Connection (C1)

H.2.1 Beam to Column Moment Connection (C1) between El. + 5.00 and Column( )

Main Beam El.+5.00

Column

To accommodate the combination of tension force and moment, the inner force of

the member shall conform the formula below- Combination of tension and moment

MH 588

MH 588

M TMall Tall

Where :

M = Moment

T = Tension force

+ ≤ 1

T = Tension forceMall = Allowable moment capacityTall = Allowable tension capacity

H.2.1.1 Permanent Condition

From STAAD Pro Result, summary of inner Force maximum for MH 588 are shown below

L/C Node

Max Fx 103 167

Min Fx 102 167

Max Fy 103 2

Min Fy 102 8

81.44

652 16.25 -61.76 13.66 0.00 0.09 89.52

11 6.31 30.68 -8.75 0.00 0.07

-14.84

296 -40.17 -7.79 -11.93 0.00 3.86 -15.42

296 20.61 19.41 12.17 0.00 -4.27

Mz

kN kN kN kNm kNm kNm

Beam Fx Fy Fz Mx My

Max Fz 102 293

Min Fz 103 293

Max Mx 103 38

Min Mx 102 38

Max My 103 293

Min My 102 293

Max Mz 102 8 89 52652 16 25 61 76 13 66 0 00 0 09

-51.96

296 -29.17 -34.38 23.07 0.00 -15.45 15.45

296 9.61 -7.19 -22.83 0.00 15.66

74.59

86 -11.56 5.08 -1.07 0.00 0.01 -20.63

86 -10.69 28.93 1.09 0.00 -0.01

15.45

296 9.61 -7.19 -22.83 0.00 15.66 -51.96

296 -29.17 -34.38 23.07 0.00 -15.45

Max Mz 102 8

Min Mz 103 293

89.52

296 9.61 -7.19 -22.83 0.00 15.66 -51.96

652 16.25 -61.76 13.66 0.00 0.09




# 10REV. B


Capacity Check

Force Allowable Capacity Check

M : Moment force or Mz in STAAD Pro

0.066 < 1...OK-15.42 -7.79 -40.17 346.99 573.02 1895.04

0.258 < 1...OK

89.52 -61.76No Tension 346.99 573.02 1895.04 0.258 < 1...OK

89.52 30.68No Tension 346.99 573.02 1895.04

Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall

p y

M V T Mall Vall Tall M + T

V : Shear force or Fy in STAAD Pro

T : Tension force or Fx in (-) value in STAAD Pro

H.2.1.2 Temporary Condition

From Staad Pro Result, summary of inner Force maximum for MH 588 are shown below

L/C NodeBeam Fx Fy Fz Mx My MzL/C Node

Max Fx 115 292

Min Fx 113 292

Max Fy 123 2

Min Fy 121 8

Max Fz 118 293 12.552296 -28.771 -33.222 23.395 0 -14.706

352.717

652 16.23 -125.436 12.218 -0.003 0.086 359.975

11 7.781 97.47 -7.779 0.003 0.062

170.311

651 -41.036 -56.121 -3.983 -0.002 13.836 -160.216

651 21.466 75.855 3.74 0.002 -13.628

(kN) (kN) (kN) (kNm) (kNm) (kNm)

Beam Fx Fy Fz Mx My Mz

Min Fz 120 293

Max Mx 123 86

Min Mx 121 86

Max My 119 293

Min My 117 293

Max Mz 121 8 359.975652 16.23 -125.436 12.218 -0.003 0.086

-54.856

296 -29.559 -35.544 22.753 0 -16.196 18.344

296 10.003 -6.027 -22.506 0 16.407

251.75

186 -32.947 -42.063 -0.12 -0.003 0.017 -204.697

186 3.408 71.985 0.169 0.003 -0.019

296 9.215 -8.35 -23.148 0 14.917 -49.064

Min Mz 121 211 -25.182 -66.714 7.888 -0.003 -0.061 -304.55




# 10REV. B


Capacity Check

Force Allowable Capacity * Check

*) For temporary load the allowable value can be increased by 33%

0.363 < 1...OK-160.22 -56.12 -41.04 461.50 762.12 2520.40

0.780 < 1...OK

359.98 -125.44No Tension 461.50 762.12 2520.40 0.780 < 1...OK

359.98 97.47No Tension 461.50 762.12 2520.40


p y





From table, the inner force has been conform to the allowable combination of tension and moment

so for detail connection are shall be refer to :

Detail : TYPE-B




# 10REV. B


H.2.2 Beam to Column Moment Connection (C1) between El. + 7.00 and Column

Main Beam El.+7.00 MH 588

Column



MH 588

M TMall Tall

Where :

M = Moment

T = Tension forceM = Allowable moment capacity

+ ≤ 1

Mall = Allowable moment capacityTall = Allowable tension capacity



L/C Node Mx My MzBeam Fx Fy Fz

Max Fx 103 87

Min Fx 102 87

Max Fy 103 87

Min Fy 102 93

Max Fz 103 192 -16.56335 12.41 8.43 10.45 0.00 -5.88

58.78

676 8.33 -43.77 1.68 0.00 0.04 64.75

187 19.88 27.30 -3.62 0.00 0.04

58.78

187 -0.44 18.28 3.31 0.00 -0.03 22.28

187 19.88 27.30 -3.62 0.00 0.04

y


y

Min Fz 102 192

Max Mx 102 296

Min Mx 103 3

Max My 102 192

Min My 103 192

Max Mz 102 93

Min Mz 104 196

64.75

675 6 25 10 14 0 18 0 00 0 26 29 82

676 8.33 -43.77 1.68 0.00 0.04

-16.45

137 12.41 9.04 -2.94 0.00 -5.88 -16.56

137 0.79 -2.50 2.96 0.00 5.96

-13.29

12 8.81 18.84 0.32 0.00 -0.06 43.02

659 8.36 4.85 -1.59 0.00 0.14

335 0.79 -3.11 -10.47 0.00 5.96 -16.45

Min Mz 104 196675 6.25 10.14 0.18 0.00 0.26 -29.82




# 10REV. B


Capacity Check



0.064 < 1...OK22.28 18.28 -0.44 346.99 573.02 1895.04

0.187 < 1...OK

64.75 -43.77No Tension 346.99 573.02 1895.04 0.187 < 1...OK

64.75 27.30No Tension 346.99 573.02 1895.04


p y







Max Fx 115 87

Min Fx 121 87

Max Fy 123 3

Min Fy 121 45

Max Fz 111 192 -16.567335 13.106 8.425 11.082 0 -6.314

231.008

331 6.645 -75.194 8.23 -0.002 0.049 211.799

12 9.479 65.021 0.414 0.001 -0.05

148.032

187 -3.71 -13.299 3.13 -0.002 -0.03 -98.946

187 22.265 49.616 -3.722 0.002 0.036



Min Fz 109 192

Max Mx 122 3

Min Mx 124 3

Max My 109 192

Min My 111 192

Max Mz 123 3 231.00812 9.479 65.021 0.414 0.001 -0.05

-16.438

137 13.106 9.04 -3.567 0 -6.314 -16.568

137 0.018 -2.498 3.585 0 6.387

188.633

12 6.115 -31.111 0.139 -0.003 -0.05 -153.553

12 10.552 54.571 0.179 0.003 0.048

335 0.018 -3.112 -11.1 0 6.387 -16.438

Min Mz 123 9660 6.824 37.074 0.61 0.001 0.078 -201.046




# 10REV. B


Capacity Check



0.216 < 1...OK-98.95 -13.30 -3.71 461.50 762.12 2520.40

0.502 < 1...OK

211.80 -75.19No Tension 461.50 762.12 2520.40 0.459 < 1...OK

231.01 -13.30 -3.71 461.50 762.12 2520.40


p y







Detail : TYPE-B




# 10REV. B




Column



MH 588

M TMall Tall

Where :

M = Moment


+ ≤ 1





Max Fx 102 58

Min Fx 102 64

Max Fy 104 16

Min Fy 104 94

Max Fz 103 201 -16.58358 4.31 8.45 8.30 0.00 -4.41

40.41

680 6.35 -21.13 0.19 0.00 0.00 27.20

38 4.69 43.20 0.00 0.00 0.00

37.32

138 -1.37 18.31 -0.57 0.00 0.01 12.03

362 13.31 -18.84 0.73 0.00 0.01

y


y

Min Fz 102 201

Max Mx 103 76

Min Mx 102 88

Max My 102 201

Min My 103 201

Max Mz 103 28

Min Mz 104 199

45.17

38 4 69 4 62 0 00 0 00 0 02 21 40

63 4.31 26.64 6.60 0.00 -0.01

-16.53

63 4.31 9.07 -3.55 0.00 -4.41 -16.58

63 7.54 0.78 3.53 0.00 4.33

28.54

188 2.72 16.22 0.23 0.00 0.01 12.11

163 0.99 20.31 7.20 0.00 -0.02

358 7.54 0.16 -8.28 0.00 4.33 -16.53

Min Mz 104 19938 4.69 4.62 0.00 0.00 0.02 -21.40




# 10REV. B


Capacity Check



0.035 < 1...OK12.03 18.31 -1.37 346.99 573.02 1895.04

0.130 < 1...OK

40.41 43.20 -1.37 346.99 573.02 1895.04 0.117 < 1...OK

45.17 9.07No Tension 346.99 573.02 1895.04


p y







Max Fx 105 58

Min Fx 125 64

Max Fy 150 16

Min Fy 149 22

Max Fz 111 201 -16.569358 3.108 8.453 9.002 0 -4.896

189.187

356 5.427 -55.064 -0.007 -0.002 0 178.402

38 4.228 77.068 0.007 0.002 -0.001

62.547

138 -4.295 17.017 -0.557 0 0.008 13.028

362 15.058 -25.147 0.726 0 0.014



Min Fz 109 201

Max Mx 123 76

Min Mx 121 88

Max My 109 201

Min My 111 201

Max Mz 123 4 192.29413 3.18 59.771 5.446 0.002 -0.011

-16.529

63 3.108 9.067 -4.254 0 -4.896 -16.57

63 8.163 0.777 4.234 0 4.816

128.756

188 -0.553 -7.958 0.427 -0.002 0.01 -79.332

163 0.544 44.033 6.48 0.002 -0.013

358 8.163 0.162 -8.982 0 4.816 -16.529

Min Mz 123 10664 -0.046 37.967 1.767 0.002 0.005 -168.66




# 10REV. B


Capacity Check



0.030 < 1...OK13.03 17.02 -4.30 461.50 762.12 2520.40

0.417 < 1...OK

189.19 77.07 -4.30 461.50 762.12 2520.40 0.412 < 1...OK

192.29 9.07No Tension 461.50 762.12 2520.40


p y







Detail : TYPE-B




# 10REV. B




Column



MH 588

M TMall Tall

Where :

M = Moment


+ ≤ 1





Max Fx 104 65

Min Fx 103 216

Max Fy 104 17

Min Fy 104 95

Max Fz 103 53 45.86114 -49.82 35.94 7.93 0.00 -0.02

52.05

684 -10.53 -18.28 0.18 0.00 0.00 24.54

39 -66.34 54.47 0.02 0.00 0.00

34.65

64 -67.78 5.08 -2.47 0.00 -1.88 -2.13

139 -7.45 51.48 0.04 0.00 0.00

y


y

Min Fz 102 77

Max Mx 103 17

Min Mx 102 17

Max My 103 300

Min My 102 300

Max Mz 103 29

Min Mz 104 308

53.94

189 10 53 0 96 0 18 0 00 0 27 11 27

64 -63.78 37.61 7.91 0.00 -0.02

11.42

667 -52.04 2.51 1.12 0.00 -2.60 -1.92

667 -50.62 7.81 -1.21 0.00 2.45

51.42

39 -66.50 32.86 -0.22 0.00 0.04 35.05

39 -65.18 36.96 0.25 0.00 -0.04

164 -14.82 30.44 -7.96 0.00 0.02 20.11

Min Mz 104 308189 -10.53 0.96 -0.18 0.00 -0.27 -11.27




# 10REV. B


Capacity Check



0.042 < 1...OK-2.13 5.08 -67.78 346.99 573.02 1895.04

0.183 < 1...OK

52.05 54.47 -67.78 346.99 573.02 1895.04 0.186 < 1...OK

53.94 2.51 -52.04 346.99 573.02 1895.04


p y







Max Fx 152 65

Min Fx 115 216

Max Fy 150 5

Min Fy 121 11

Max Fz 111 53 45.562114 -47.978 35.938 8.421 0.001 -0.02

174.917

668 -30.324 -48.226 -1.536 -0.002 0.011 152.67

14 -32.656 81.809 0.12 0.001 0.016

28.443

387 -69.365 27.765 0.474 0.002 -1.883 -2.233

139 6.333 45.91 0.091 0.001 0



Min Fz 109 77

Max Mx 123 53

Min Mx 121 17

Max My 119 300

Min My 125 300

Max Mz 123 5 176.74614 -29.473 66.625 6.178 0.002 0.005

13.871

667 -38.249 0.964 1.774 -0.001 -3.909 -6.015

14 -54.408 9.001 -2.969 0.001 3.542

144.354

39 -50.638 -1.914 -0.212 -0.002 0.036 -95.299

114 -34.547 58.389 7.157 0.003 -0.018

164 -11.324 30.438 -8.435 0 0.018 19.829

Min Mz 123 11668 -43.142 23.266 1.773 0.002 -0.005 -133.364




# 10REV. B


Capacity Check



0.032 < 1...OK-2.23 27.77 -69.37 461.50 762.12 2520.40

0.398 < 1...OK

174.92 81.81 -69.37 461.50 762.12 2520.40 0.407 < 1...OK

176.75 0.96 -38.25 461.50 762.12 2520.40


p y







Detail : TYPE-B




# 10REV. B




Column



MH 588

M TMall Tall

Where :

M = Moment


+ ≤ 1





Max Fx 103 30

Min Fx 102 66

Max Fy 104 18

Min Fy 104 36

Max Fz 102 24 212.65414 63.97 -239.47 61.52 0.00 0.21

167.25

416 67.84 -245.79 0.00 0.00 0.00 217.49

40 67.94 100.72 0.01 0.00 0.00

168.09

140 16.25 40.13 -0.03 0.00 0.00 40.01

65 70.24 99.55 0.15 0.00 0.02

y


y

Min Fz 103 24

Max Mx 103 18

Min Mx 102 18

Max My 102 229

Min My 103 229

Max Mz 104 36

Min Mz 104 229

217.49

40 67 94 57 55 0 01 0 00 0 03 152 47

416 67.84 -245.79 0.00 0.00 0.00

-146.82

40 67.20 56.07 -7.05 0.00 -25.66 -146.88

40 62.47 53.75 7.06 0.00 25.73

166.91

40 62.47 96.92 6.30 0.00 -0.04 157.71

40 67.20 99.23 -6.28 0.00 0.04

414 65.70 -237.16 -61.54 0.00 -0.21 203.34

Min Mz 104 22940 67.94 57.55 0.01 0.00 0.03 -152.47




# 10REV. B


Capacity Check



#N/A #N/A#N/A #N/ANo Tension 346.99 573.02 1895.04

0.627 < 1...OK

217.49 -245.79No Tension 346.99 573.02 1895.04 0.627 < 1...OK

217.49 100.72No Tension 346.99 573.02 1895.04


p y







Max Fx 115 30

Min Fx 122 311

Max Fy 115 30

Min Fy 145 36

Max Fz 109 24 204.867414 61.31 -231.974 62.004 -0.001 0.206

229.359

416 68.944 -253.666 0.003 -0.001 -0.001 271.421

65 95.622 114.918 0.148 0.002 0.014

229.359

688 -4.843 0.131 -3.182 0.001 4.762 -26.071

65 95.622 114.918 0.148 0.002 0.014



Min Fz 111 24

Max Mx 123 54

Min Mx 121 18

Max My 118 229

Min My 120 229

Max Mz 145 36 271.421416 68.944 -253.666 0.003 -0.001 -0.001

-146.808

40 66.164 55.878 -7.255 0 -26.487 -146.887

40 63.507 53.943 7.271 -0.001 26.552

163.77

40 12.746 39.668 5.667 -0.003 -0.037 32.021

115 60.379 67.443 -0.004 0.003 0.014

414 63.082 -229.659 -62.021 0.001 -0.206 195.577

Min Mz 115 23165 95.622 71.755 -0.617 0.002 0.032 -147.174




# 10REV. B


Capacity Check



0.058 < 1...OK-26.07 0.13 -4.84 461.50 762.12 2520.40

0.588 < 1...OK

271.42 -253.67No Tension 461.50 762.12 2520.40 0.588 < 1...OK

271.42 114.92No Tension 461.50 762.12 2520.40


p y







Detail : TYPE-B




# 10REV. B


H.3 Beam to Column Pinned Connection (C2)H.3.1 Beam to Column Pinned Connection (C2) between El. +5.00 and Column

Longitudinal Beam El.+5.00

Column

To accommodate the combination of tension force and shear, the inner force of

the member shall conform the formula below

SH 300

MH 588

- Combination of tension and shear

V TVall Tall

With :

V = Shear force

+ ≤ 1

V = Shear force

T = Tension forceVall = Allowable shear capacityTall = Allowable tension capacity


From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below , y

L/C Node

Max Fx 102 8

Min Fx 103 8

Max Fy 104 62 0.000141 1.645 20.358 0.001 0.000 0.000

0.000

21 -58.217 -0.215 0.002 0.000 0.000 0.000

21 43.653 -0.320 -0.004 0.000 0.000

Mz


Beam Fx Fy Fz Mx My

Min Fy 104 74

Max Fz 102 68

Min Fz 103 68

Max Mx 103 20

Min Mx 102 20

Max My 103 108

Min My 102 108

-10.498

146 2 836 0 304 0 812 0 000 0 445 10 498

146 3.482 0.304 0.809 0.000 0.435

0.000

46 -2.191 2.710 -0.001 0.000 0.000 0.000

46 -2.233 2.710 0.000 0.000 0.000

0.000

146 3.482 9.382 -1.191 0.000 0.000 0.000

146 2.836 9.382 1.188 0.000 0.000

206 1.645 -7.666 -0.001 0.000 0.000 0.000

Min My 102 108

Max Mz 102 102

Min Mz 104 107

2.690

206 1.645 -6.588 -0.001 0.000 0.003 -21.381

71 40.603 -1.436 -0.004 0.000 -0.011

146 2.836 0.304 -0.812 0.000 -0.445 -10.498




# 10REV. B


Capacity Check

Allowable CapacityForce Checkp y



-0.215 -58.217 138.28 165.17 0.354 < 1...OK

20.358 -58.217 138.28 165.17 0.500 < 1...OK

Remarks(kN) (kN) (kN) (kN) Vall Tall

V T Vall Tall V + T


From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below

L/C Node

Max Fx 125 8 0 00021 83 766 0 206 0 004 0 000 0 000

Mz


Beam Fx Fy Fz Mx My

Max Fx 125 8

Min Fx 127 8

Max Fy 145 62

Min Fy 145 74

Max Fz 105 68

Min Fz 107 68

Max Mx 123 44 0.00096 0.924 2.439 -0.001 0.000 0.000

0.000

146 4.146 9.382 -1.336 0.000 0.000 0.000

146 2.433 9.382 1.333 0.000 0.000

0.000

206 0.489 -7.666 -0.001 0.000 0.000 0.000

141 0.489 20.358 0.001 0.000 0.000

0.000

21 -96.229 -0.106 0.001 0.000 0.000 0.000

21 83.766 -0.206 -0.004 0.000 0.000

Min Mx 121 44

Max My 107 108

Min My 105 108

Max Mz 113 102

Min Mz 145 107

3.414

141 0.489 0.280 0.001 0.000 0.004 -21.381

198 -46.445 1.677 0.003 0.000 -0.008

-10.498

146 2.433 0.304 -1.052 0.000 -0.586 -10.498

146 4.146 0.304 1.049 0.000 0.576

96 -0.839 2.439 -0.001 0.000 0.000 0.000




# 10REV. B


Capacity Check

Allowable Capacity*Force Checkp y



-0.106 -96.229 183.91 219.68 0.439 < 1...OK

20.358 -96.229 183.91 219.68 0.549 < 1...OK


V T Vall Tall V + T


From table, the inner force has been conform to the allowable combination of tension and shear


Detail : TYPE-I for d > 150




# 10REV. B


H.3.2 Beam to Column Pinned Connection (C2) between El. +7.00 and Column


Column


the member shall conform the formula below- Combination of tension and shear

SH 300

MH 588

V TVall Tall

With :

V = Shear force

T = Tension force

+ ≤ 1




L/C Node

Max Fx 102 57

Min Fx 103 9

Max Fy 102 15

Min Fy 102 27

0.000

214 -3.503 -4.556 0.001 0.000 0.000 0.000

42 -4.135 4.556 -0.001 0.000 0.000

0.000

22 -28.117 0.371 0.001 0.000 0.000 0.000

122 25.143 0.229 0.000 0.000 0.000

Mz


Beam Fx Fy Fz Mx My

Max Fz 102 119

Min Fz 102 51

Max Mx 102 9

Min Mx 102 81

Max My 103 116

Min My 102 119

Max Mz 102 116 1 09972 18 156 0 905 0 000 0 000 0 000

0.546

117 12.231 -0.651 -0.002 0.000 -0.006 0.336

72 -27.534 -0.721 0.002 0.000 0.006

0.000

172 19.315 0.291 0.001 0.000 0.000 0.000

22 7.862 0.174 0.001 0.000 0.000

0.336

117 12.231 0.427 -0.002 0.000 0.000 0.000

220 -26.904 0.651 0.002 0.000 -0.006

Max Mz 102 116

Min Mz 102 113

1.099

42 -4.135 3.478 -0.001 0.000 -0.002 -12.051

72 18.156 -0.905 0.000 0.000 0.000




# 10REV. B


Capacity Check




0.371 -28.117 138.28 165.17 0.173 < 1...OK

-4.556 -4.135 138.28 165.17 0.058 < 1...OK


V T Vall Tall V + T



L/C Node

Max Fx 125 57 0 000122 64 262 0 242 0 001 0 000 0 000

Mz


Beam Fx Fy Fz Mx My

Max Fx 125 57

Min Fx 127 9

Max Fy 113 15

Min Fy 113 27

Max Fz 108 45

Min Fz 108 57

Max Mx 123 39 0.00092 2.503 4.101 -0.336 0.000 0.000

0.000

219 -9.755 -3.170 -0.399 0.000 0.000 0.000

97 -9.953 3.170 0.399 0.000 0.000

0.000

214 -1.289 -4.556 -0.251 0.000 0.000 0.000

42 -1.921 4.556 0.251 0.000 0.000

0.000

22 -65.782 0.406 0.001 0.000 0.000 0.000

122 64.262 0.242 -0.001 0.000 0.000

Min Mx 121 45

Max My 124 118

Min My 123 117

Max Mz 113 112

Min Mz 113 113

1.269

42 -1.921 3.478 0.251 0.000 0.752 -12.052

213 -26.726 0.962 -0.002 0.000 0.005

-7.103

92 2.503 3.130 -0.336 0.000 -1.009 -10.846

97 -9.091 1.882 0.336 0.000 1.008

97 4.842 2.853 0.336 0.000 0.000 0.000




# 10REV. B


Capacity Check




0.406 -65.782 183.91 219.68 0.302 < 1...OK

-4.556 -1.921 183.91 219.68 0.034 < 1...OK


V T Vall Tall V + T








# 10REV. B




Column



SH 300

MH 588

V TVall Tall

With :

V = Shear force

T = Tension force

+ ≤ 1




L/C Node

Max Fx 102 58

Min Fx 103 4

Max Fy 102 40

Min Fy 102 28

0.000

235 -1.110 -3.415 0.001 0.000 0.000 0.000

93 -1.289 3.415 -0.001 0.000 0.000

0.000

18 -31.191 0.219 -0.001 0.000 0.000 0.000

123 18.704 0.194 0.000 0.000 0.000

Mz


Beam Fx Fy Fz Mx My

Max Fz 102 133

Min Fz 102 52

Max Mx 103 70

Min Mx 102 64

Max My 103 130

Min My 102 133

Max Mz 102 130 1 32973 12 418 0 982 0 000 0 000 0 000

1.190

118 7.830 -0.798 -0.002 0.000 -0.005 0.777

73 -24.674 -0.936 0.002 0.000 0.005

0.000

143 -1.157 3.415 0.000 0.000 0.000 0.000

148 -2.497 2.399 0.000 0.000 0.000

0.777

118 7.830 0.280 -0.002 0.000 0.000 0.000

241 -22.670 0.798 0.002 0.000 -0.005

Max Mz 102 130

Min Mz 102 131

1.329

93 -1.289 2.337 -0.001 0.000 -0.002 -8.627

73 12.418 -0.982 0.000 0.000 0.000




# 10REV. B


Capacity Check




0.219 -31.191 138.28 165.17 0.190 < 1...OK

-3.415 -1.289 138.28 165.17 0.033 < 1...OK


V T Vall Tall V + T



L/C Node

Max Fx 125 58 0 000123 56 792 0 230 0 001 0 000 0 000

Mz


Beam Fx Fy Fz Mx My

Max Fx 125 58

Min Fx 127 10

Max Fy 113 16

Min Fy 113 28

Max Fz 108 46

Min Fz 108 58

Max Mx 123 70 0.000148 -2.451 2.159 -0.206 0.000 0.000

0.000

240 -5.884 -2.399 -0.447 0.000 0.000 0.000

98 -5.982 2.399 0.447 0.000 0.000

0.000

235 1.632 -3.415 -0.154 0.000 0.000 0.000

43 1.121 3.415 0.154 0.000 0.000

0.000

23 -65.442 0.216 0.001 0.000 0.000 0.000

123 56.792 0.230 -0.001 0.000 0.000

Min Mx 121 64

Max My 108 132

Min My 107 131

Max Mz 113 130

Min Mz 113 127

1.477

43 1.121 2.337 0.154 0.000 0.461 -8.627

238 -27.460 1.031 -0.001 0.000 0.004

-5.579

93 3.760 2.337 -0.001 0.000 -0.670 -8.627

98 -5.982 1.321 0.001 0.000 0.672

143 -1.202 3.073 0.206 0.000 0.000 0.000




# 10REV. B


Capacity Check




0.216 -65.442 183.91 219.68 0.299 < 1...OK

-3.415 No Tension 183.91 219.68 0.019 < 1...OK


V T Vall Tall V + T








# 10REV. B




Column



SH 300

MH 588

V TVall Tall

With :

V = Shear force

T = Tension force

+ ≤ 1




L/C Node

Max Fx 102 47

Min Fx 103 11

Max Fy 102 41

Min Fy 104 77

0.006 0.000 0.000

kNm

Beam Fx Fy Fz Mx My

0.000

264 6.763 -8.891 -0.001 0.000 0.000 0.000

94 5.157 8.891

0.000

24 -36.881 0.268 -0.007 0.000 0.000 0.000

99 14.133 6.898 -0.006 0.000 0.000

Mz

kN kN kN kNm kNm

Max Fz 103 17

Min Fz 103 23

Max Mx 103 53

Min Mx 102 59

Max My 103 141

Min My 103 142

Max Mz 102 144 0 99274 9 226 0 870 0 007 0 000 0 022

-25.055

49 -4.183 5.820 -0.008 0.000 -0.024 -19.076

44 7.180 7.813 0.008 0.000 0.024

0.000

124 11.041 0.313 -0.004 0.000 0.000 0.000

119 -20.434 0.403 0.004 0.000 0.000

0.000

49 -4.183 6.898 -0.008 0.000 0.000 0.000

44 7.180 8.891 0.008 0.000 0.000

Max Mz 102 144

Min Mz 102 149

0.992

144 4.526 7.813 0.001 0.000 0.004 -25.055

74 9.226 -0.870 -0.007 0.000 -0.022




# 10REV. B


Capacity Check




0.268 -36.881 138.28 165.17 0.225 < 1...OK

-8.891 No Tension 138.28 165.17 0.064 < 1...OK


V T Vall Tall V + T



L/C Node

Max Fx 125 35 0 00074 55 103 0 233 0 006 0 000 0 000

Mz


Beam Fx Fy Fz Mx My

Max Fx 125 35

Min Fx 119 11

Max Fy 113 17

Min Fy 113 29

Max Fz 124 17

Min Fz 124 141

Max Mx 123 53 0.000119 -2.813 0.381 -0.002 0.000 0.000

0.000

256 7.393 -7.032 -1.412 0.000 4.236 -22.550

44 7.593 8.002 1.412 0.000 0.000

0.000

256 6.783 -8.891 -1.062 0.000 0.000 0.000

44 6.560 8.891 1.062 0.000 0.000

0.000

24 -65.696 0.274 -0.006 0.000 0.000 0.000

74 55.103 0.233 -0.006 0.000 0.000

Min Mx 121 59

Max My 124 141

Min My 123 142

Max Mz 113 144

Min Mz 113 141

1.040

44 6.560 7.813 1.062 0.000 3.186 -25.056

259 -27.470 0.886 0.003 0.000 -0.009

-22.550

49 -2.834 5.238 -1.412 0.000 -4.236 -17.168

44 7.593 7.032 1.412 0.000 4.236

124 25.500 0.300 0.002 0.000 0.000 0.000




# 10REV. B


Capacity Check




0.274 -65.696 183.91 219.68 0.301 < 1...OK

-8.891 No Tension 183.91 219.68 0.048 < 1...OK


V T Vall Tall V + T








# 10REV. B




Column



SH 300

MH 588

V TVall Tall

With :

V = Shear force

T = Tension force

+ ≤ 1




L/C Node

Max Fx 102 36

Min Fx 103 36

Max Fy 104 42

Min Fy 104 54

0.000

281 -3.403 -26.173 0.024 0.000 0.000 0.000

95 -3.405 27.298 -0.024 0.000 0.000

0.000

75 -30.743 1.229 0.027 0.001 0.000 0.000

75 47.953 1.003 0.016 0.001 0.000

Mz


Beam Fx Fy Fz Mx My

Max Fz 102 159

Min Fz 103 159

Max Mx 104 60

Min Mx 104 54

Max My 103 159

Min My 102 159

Max Mz 104 157 0 486279 4 896 4 198 0 027 0 000 0 082

-56.221

95 4.376 18.140 -2.287 0.000 -3.891 -56.221

95 -11.044 18.140 2.242 0.000 3.757

0.000

120 -0.732 2.268 -0.015 -0.002 0.000 0.000

125 1.078 1.422 0.015 0.003 0.000

-56.221

281 -11.045 -20.488 -8.619 0.000 3.757 -56.221

281 4.381 -20.488 8.664 0.000 -3.891

Max Mz 104 157

Min Mz 104 159

0.486

95 -3.405 20.376 -0.024 0.000 -0.071 -67.386

279 -4.896 4.198 0.027 0.000 -0.082




# 10REV. B


Capacity Check




1.229 -30.743 138.28 165.17 0.195 < 1...OK

27.298 -30.743 138.28 165.17 0.384 < 1...OK


V T Vall Tall V + T



L/C Node

Max Fx 125 36 0 00075 99 439 0 217 0 004 0 001 0 000

Mz


Beam Fx Fy Fz Mx My

Max Fx 125 36

Min Fx 127 36

Max Fy 145 42

Min Fy 146 54

Max Fz 105 159

Min Fz 107 159

Max Mx 146 60 0.000125 -7.332 1.287 -0.003 0.004 0.000

-44.971

281 -12.619 -16.738 -9.015 0.000 3.988 -44.971

281 6.617 -16.738 9.058 0.000 -4.115

0.000

281 -9.409 -22.423 0.048 0.000 0.000 0.000

95 3.265 23.548 0.002 0.000 0.000

0.000

75 -81.221 0.642 0.029 0.001 0.000 0.000

75 99.439 0.217 0.004 0.001 0.000

Min Mx 145 54

Max My 107 159

Min My 105 159

Max Mz 151 157

Min Mz 116 155

2.271

45 9.480 20.071 0.008 0.000 0.025 -63.095

279 -18.952 4.389 0.025 0.000 -0.075

-44.971

95 6.613 14.390 -2.681 0.000 -4.115 -44.971

95 -12.617 14.390 2.639 0.000 3.988

120 -9.109 2.134 0.006 -0.002 0.000 0.000




# 10REV. B


Capacity Check




0.642 -81.221 183.91 219.68 0.373 < 1...OK

23.548 -81.221 183.91 219.68 0.498 < 1...OK


V T Vall Tall V + T








# 10REV. B


H.4 Beam to Beam Pinned Connection (C3)H.4.1 Beam to Beam Pinned Connection (C3) between Secondary Beam El. +5.00 To El.+13.00 and

Secondary Beam El. +5.00 To El.+13.00

Longitudinal Beam El. +5.00 To El.+13.00


the member shall conform the formula below

Longitudinal Beam El. +5.00 To El.+13.00

SH 300

SH 300


V TVall Tall

With : V = Shear force

+ ≤ 1




From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below , y

L/C Node

Max Fx 102 119

Min Fx 102 191

Max Fy 102 111 0.000226 0.002 7.855 -0.633 0.000 0.000

0.000

334 -0.001 -3.645 -0.195 0.000 0.781 -17.453

230 0.004 7.855 -0.637 0.000 0.000

Mz


Beam Fx Fy Fz Mx My

Min Fy 103 124

Max Fz 102 185

Min Fz 103 185

Max Mx 103 119

Min Mx 102 111

Max My 102 185

Min My 103 185

-13.858

227 0 002 2 131 1 663 0 000 0 799 13 857

227 0.002 -2.131 1.662 0.000 0.797

0.000

226 0.002 7.855 -0.633 0.000 0.000 0.000

230 0.000 7.855 0.636 0.000 0.000

-13.858

227 0.002 -2.131 -1.663 0.000 -0.799 -13.857

227 0.002 -2.131 1.662 0.000 0.797

338 0.002 -5.082 0.195 0.000 0.000 0.000

Min My 103 185

Max Mz 101 111

Min Mz 103 195

0.000

338 0.002 -3.645 0.195 0.000 -0.781 -17.453

226 0.001 6.322 0.000 0.000 0.000

227 0.002 -2.131 -1.663 0.000 -0.799 -13.857




# 10REV. B


Capacity Check




-3.645 -0.001 144.77 187.26 0.025 < 1...OK

7.855 -0.001 144.77 187.26 0.054 < 1...OK


V T Vall Tall V + T


From STAAD Pro Result, summary of inner Force maximum for SH 300 are shown below

L/C Node

Max Fx 105 119 0 000230 0 815 7 855 0 637 0 000 0 000

Mz


Beam Fx Fy Fz Mx My

Max Fx 105 119

Min Fx 105 191

Max Fy 113 111

Min Fy 115 112

Max Fz 118 183

Min Fz 120 183

Max Mx 121 117 0.000229 -0.208 6.261 -0.571 0.000 0.000

-17.453

226 0.002 -1.232 -1.667 0.000 -0.815 -17.453

226 0.002 -1.232 1.667 0.000 0.815

0.000

326 0.224 -5.082 0.198 0.000 0.000 0.000

226 0.432 7.855 -0.633 0.000 0.000

0.000

334 -0.811 -3.645 -0.195 0.000 0.781 -17.453

230 0.815 7.855 -0.637 0.000 0.000

Min Mx 123 121

Max My 118 183

Min My 120 183

Max Mz 105 111

Min Mz 115 183

0.000

326 0.224 -3.645 0.198 0.000 -0.794 -17.454

226 0.813 7.855 -0.633 0.000 0.000

-17.453

226 0.002 -1.232 -1.667 0.000 -0.815 -17.453

226 0.002 -1.232 1.667 0.000 0.815

231 0.211 6.260 0.573 0.000 0.000 0.000




# 10REV. B


Capacity Check




-3.645 -0.811 192.54 249.06 0.022 < 1...OK

7.855 -0.811 192.54 249.06 0.044 < 1...OK


V T Vall Tall V + T




Detail : TYPE-I

½B

Type I

½B




# 10REV. B


H.4.1.3 Plate connection checking due to longitudinal force caused by thermal friction.

Top view Side view

Staad Pro Output

Fx max = 0.82 kN Mx max = 0.000 kNm

Fy max = 7.86 kN My max = 0.815 kNm

Fz max = 1.667 kN Mz max = 17.454 kNma = 8 mm LwA = 374 mm (vertical weld)

tp = 13 mm LwB = 196 mm (horizontal weld)

H.4.1.3.1. Welding Check

Case -1

0.707*a*LwA

3927.5

0.707*8*374

// 1a =Fy/2

=

= 1.86 Mpa

// 1b =Fx/4

0.707*a*LwB

203.75

0.707*8*196= 0.18 Mpa

=

// 1b




# 10REV. B


Case -2

1/4*√2 * Fz0.707*a*LwA

2a = l 2a =

589.37

0.707*8 * 374= 0.279 Mpa

=

1/8*√2 * Fz0.707*a*LwB

294.69

0.707*8 * 196= 0 266 Mpa

2b = l 2b =

=

= 0.266 Mpa

1/4*√2 * Fx0.707*a*LwA

288.15

3 = l 3 =

0.707*8*374= 0.14 Mpa

=




# 10REV. B


M1 = Fy * e = Fy * (0.5B + 10 + lh)

= kNmm1.5*√2 *M1

0.707*a*(2*LwA+LwB)2

1874584

5040265=

883.6875

4 = l 4 =

5040265

= 0.37 Mpa

M2 = Fz * e = Fz * (0.5B + 10 + lh)

= 187.5375 kNmm

1/2*√2 * M2

0.707*a*(LwA + LwB)*( s + 1/2.a√2)

132609.04

60148.21= Mpa2.20

5 = l 5 =

=




# 10REV. B


Summary of stress

Stress (Mpa)Case// l

1

2

3

4

5

1.86 - -

- 2.20 2.20

Max 1.86 2.20 2.20

- 0.14 0.14

- 0.37 0.37

- 0.279 0.279

// l

= √ 2 + 3 (// 2 + l 2) ≤ all

= ≤ OK

H.4.1.3.2 Plate Connection Check

5.46 124.11

Allowable shear of connection plate calculated as follow:pVPall = M/Z

Where:VPall = plate allowable stress = 0.6 * Fy = MPa

M = moment due to lateral force = Fz * e

Z = modulus section = 1/6 * Hg * tg2 = mm3

tg = plate thickness = 9 mm

141

3375

Hg = plate height = 250 mm

e = eccentricity = 10 + 0.5B + lh = 150 mm

thenVPall * 1/6 * Hg * tg2 475.875

e 150Fz = =

VPall =Fz * e

1/6 * Hg * tg2

e 150

so, Fz all = 3.17 kN

Stress Ratio : OK → Fz all > Fz max0.525




# 10REV. B


H.4.2 Beam to Beam Pinned Connection (C3) between Secondary Beam El. +16.00 and Longitudinal Beam El. +16.00

Secondary Beam El. +16.00

Longitudinal Beam El. +16.00



SH 400

SH 400

V TVall Tall


T = Tension force

1+ ≤




L/C Node

Max Fx 102 159

Min Fx 103 159

Max Fy 102 153

Min Fy 103 166

0.000

425 0.019 -41.755 -0.378 0.000 0.000 0.000

289 0.046 40.142 -0.112 0.000 0.000

0.000

292 -10.861 38.628 0.001 0.000 0.000 0.000

292 10.951 38.628 -0.004 0.000 0.000

Mz


Beam Fx Fy Fz Mx My

Max Fz 103 240

Min Fz 102 240

Max Mx 104 161

Min Mx 102 153

Max My 102 240

Min My 103 240

Max Mz 101 153 0 003 0 000 0 000

-85.520

295 -0.159 2.669 -0.121 0.000 -0.485 -85.520

295 0.187 2.669 0.124 0.000 0.495

0 000289 0 050 39 697

0.000

289 0.046 40.142 -0.112 0.000 0.000 0.000

293 0.030 38.628 -0.004 0.000 0.000

-85.520

425 0.016 0.257 -1.002 0.000 0.495 -85.520

425 0.019 0.257 0.999 0.000 -0.485

Max Mz 101 153

Min Mz 102 240

0.003 0.000 0.000 0.000

295 0.187 2.669 0.124 0.000 0.495 -85.520

289 0.050 39.697




# 10REV. B


Capacity Check

Allowable Capacity CheckForce p y



(kN) (kN) (kN) (kN) Vall Tall

V

38.628 -10.861 216.07 360.12 0.209 < 1...OK

-41.755 No Tension 216.07 360.12 0.193 < 1...OK

T Vall Tall V + T Remarks


From STAAD Pro Result, summary of inner Force maximum for SH 400 are shown below

L/C Node

Max Fx 113 159 0 000292 14 024 31 128 0 004 0 000 0 000

Mz


Beam Fx Fy Fz Mx My

Max Fx 113 159

Min Fx 115 159

Max Fy 116 153

Min Fy 115 166

Max Fz 120 240

Min Fz 118 240

Max Mx 150 161 0.000293 -3.787 7.765 -0.004 0.000 0.000

-85.520

425 0.018 0.257 -1.021 0.000 0.573 -85.520

425 0.016 0.257 1.019 0.000 -0.563

0.000

425 3.098 -41.755 -0.378 0.000 0.000 0.000

289 2.891 40.142 0.118 0.000 0.000

0.000

292 -13.937 38.628 0.001 0.000 0.000 0.000

292 14.024 31.128 -0.004 0.000 0.000

Min Mx 123 159

Max My 118 240

Min My 120 240

Max Mz 105 153

Min Mz 116 240

0.000

295 2.731 2.669 -0.121 0.000 -0.485 -85.520

289 1.277 32.642 -0.112 0.000 0.000

-85.520

295 -0.159 2.669 -0.141 0.000 -0.563 -85.520

295 0.188 2.669 0.143 0.000 0.573

292 -13.884 7.765 0.001 0.000 0.000 0.000




# 10REV. B


Capacity Check

Allowable Capacity* CheckForce p y



38.628 -13.937 287.38 478.96 0.164 < 1...OK

-41.755 No Tension 287.38 478.96 0.145 < 1...OK

(kN) (kN) (kN) (kN) Vall Tall

V T Vall Tall V + T Remarks




Detail : TYPE-I

½B

Type I

½B




# 10REV. B



Top view Side view

Staad Pro Output




tp = 13 mm LwB = 196 mm (horizontal weld)


Case -1

0.707*a*LwA

20877.5

0.707*8*374

=// 1aFy/2

=

= 9.87 Mpa

=// 1bFx/4

0.707*a*LwB

3506

0.707*8*196= 3.16 Mpa

// 1b

=




# 10REV. B


Case -2

1/4*√2 * Fz0.707*a*LwA

360.98

0.707*8 * 374= 0.171 Mpa

= l 2a

=

=2a

1/8*√2 * Fz0.707*a*LwB

180.49

0 707*8 * 196

2b = l 2b =

=0.707*8 * 196

= 0.163 Mpa

1/4*√2 * Fx0.707*a*LwA

=3 = l 3

4958.23

0.707*8*374= 2.34 Mpa

=




# 10REV. B


M1 = Fy * e = Fy * (0.5B + 10 + lh)

= kNmm1.5*√2 *M1

0.707*a*(2*LwA+LwB)2

9964770

5040265

4697.438

4 = l 4 =

=5040265

= 1.98 Mpa

M2 = Fz * e = Fz * (0.5B + 10 + lh)

= 114.8625 kNmm

1/2*√2 * M2

0.707*a*(LwA + LwB)*( s + 1/2.a√2)

81220.05

60148.21= Mpa

=5 = l 5

=

1.35




# 10REV. B


Summary of stress


1

2

3

4

5

2.34

- 1.98 1.98

- 1.35 1.35

9.87Max 2.34

- 0.171 0.171

- 2.34 2.34

// l

9.87 - -

= √ 2 + 3 (// 2 + l 2) ≤ all

= ≤ OK


17.73 124.11






141

4725



thenVPall * 1/6 * Hg * tg2 666.225

e 150Fz = =

VPall =Fz * e

1/6 * Hg * tg2

e 150






# 10REV. B


H.4.3 Beam to Beam Pinned Connection (C3) between Secondary Longitudinal Beam El.+5.00 To El.+16.00 and Secondary Beam El.+5.00 To El.+16.00

Secondary Longitudinal Beam El.+5.00 To El.+16.00

Secondary Beam El.+5.00 To El.+16.00



SH 400

SH 200

V TVall Tall


T = Tension force

+ ≤ 1




L/C Node

Max Fx 102 229

Min Fx 103 229

Max Fy 101 235

Min Fy 101 236

0.000

431 -1.531 -0.307 0.000 0.000 0.000 0.000

431 -1.531 0.307 0.000 0.000 0.000

0.000

428 -25.625 0.307 0.000 -0.001 0.000 0.000

428 24.528 0.307 0.000 -0.001 0.000

My Mz


Beam Fx Fy Fz Mx

Max Fz 103 235

Min Fz 103 231

Max Mx 104 228

Min Mx 104 231

Max My 101 227

Min My 101 227

Max Mz 101 227 0 000427 0 865 0 307 0 000 0 000 0 000

0.000

427 -0.865 0.307 0.000 0.000 0.000 0.000

427 -0.865 0.307 0.000 0.000 0.000

0.000

429 -0.380 0.307 0.000 -0.001 0.000 0.000

434 -0.623 0.307 0.000 0.001 0.000

0.000

429 -12.311 0.307 0.000 -0.001 0.000 0.000

431 -5.599 0.307 0.000 0.000 0.000

Max Mz 101 227

Min Mz 101 227

0.000

427 -0.865 0.307 0.000 0.000 0.000 0.000

427 -0.865 0.307 0.000 0.000 0.000




# 10REV. B


Capacity Check



0.307 -25.625 216.07 360.12 0.073 < 1...OK

-0.307 -1.531 75.40 105.64 0.019 < 1...OK


V T Vall Tall V + T


L/C Node

Max Fx 125 229

Min Fx 127 229

Max Fy 105 235 0 000431 2 556 0 307 0 000 0 000 0 000

0.000

428 -40.686 0.307 0.000 -0.001 0.000 0.000

428 40.138 0.277 0.000 0.000 0.000

Mz


Beam Fx Fy Fz Mx My

Max Fy 105 235

Min Fy 105 236

Max Fz 123 235

Min Fz 123 231

Max Mx 123 230

Min Mx 150 231

Max My 105 227 0.000427 -2.576 0.307 0.000 0.000 0.000

0.000

429 -0.399 0.277 0.000 -0.001 0.000 0.000

435 -10.590 0.277 0.000 0.001 0.000

0.000

429 -11.137 0.277 0.000 -0.001 0.000 0.000

431 -4.856 0.277 0.000 -0.001 0.000

0.000

431 2.556 -0.307 0.000 0.000 0.000 0.000

431 2.556 0.307 0.000 0.000 0.000

y

Min My 105 227

Max Mz 105 227

Min Mz 105 227

0.000

427 -2.576 0.307 0.000 0.000 0.000 0.000

427 -2.576 0.307 0.000 0.000 0.000

427 -2.576 0.307 0.000 0.000 0.000 0.000




# 10REV. B


Capacity Check

Allowable Capacity*

Remarks

Force Check

V T Vall Tall V + T




-0.307 No Tension 100.28 140.50 0.003 < 1...OK

(kN) (kN)

287.38 478.96 0.086 < 1...OK

(kN) (kN) Vall Tall

0.307 -40.686



Detail : TYPE-I

½B

Type I




# 10REV. B



Staad Pro Output




tp = 7 mm LwB = 73 mm (horizontal weld)tp = 7 mm LwB = 73 mm (horizontal weld)


Case -1

0.707*a*LwA// 1a =

Fy/2

153.5

0.707*5*136= 0.32 Mpa

=

0.707*a*LwB

10171.5

0.707*5*72.5= 39.69 Mpa

// 1b =

=

Fx/4




# 10REV. B


Case -2

1/4*√2 * Fz0.707*a*LwA

0.00

0.707*5 * 136= 0.000 Mpa

=

=

2a = l 2a

1/8*√2 * Fz0.707*a*LwB

0.00

0 707*5 * 72 5

l 2b =2b =

=0.707*5 * 72.5

= 0.000 Mpa

1/4*√2 * Fx0.707*a*LwA

= l 3 =3

14384.67

0.707*5*136= 29.92 Mpa

=




# 10REV. B


M1 = Fy * e = Fy * (0.5B + 10 + lh)

= kNmm1.5*√2 *M1

0.707*a*(2*LwA+LwB)2

73265.1

419534 7

=

34.5375

4 = l 4

=419534.7

= 0.17 Mpa

M2 = Fz * e = Fz * (0.5B + 10 + lh)

= 0 kNmm

1/2*√2 * M2

0.707*a*(LwA + LwB)*( s + 1/2.a√2)

0.00

7765.19= Mpa

=

0.00

== l 55




# 10REV. B


Summary of stress


1

2

3

4

5 - 0.00 0.00

Max 39.69 29.92 29.92

- 0.000 0.000

// l

29.92 29.92

- 0.17 0.17

39.69 - -

-

= √ 2 + 3 (// 2 + l 2) ≤ all

= ≤ OK


91.14 124.11






4725

141



thenVPall * 1/6 * Hg * tg2 666.225

e 150

VPall =Fz * e

1/6 * Hg * tg2

Fz = =e 150






# 10REV. B


H.5 Horizontal Bracing Connection (C5)

H.5.1 Horizontal Bracing Connection (C5) between Horizontal Bracing El.+5.00 To El.+16.00 and

Horizontal Bracing El.+5.00 To El.+16.00

Main Beam


From Staad Pro Result, summary of inner Force maximum for CT 150 are shown below

MH 588

Main Beam

CT 150

L/C Node

Max Fx 102 30

Min Fx 102 62

Max Fy 101 54

Min Fy 101 236

0.449 0.000 0.000 0.000

0.000

763 0 317 0 449 0 000 0 000 0 000 0 000

763 0.317 0.449 0.000 0.000 0.000

0.000

823 -13.574 0.449 0.000 0.000 0.000 0.000

809 16.162

My Mz


Beam Fx Fy Fz Mx

Min Fy 101 236

Max Fz 101 6

Min Fz 101 6

Max Mx 101 6

Min Mx 101 6

Max My 101 6

Min My 101 6

0.000

489 6.061 0.449 0.000 0.000 0.000 0.000

489 6.061 0.449 0.000 0.000 0.000

0.000

489 6.061 0.449 0.000 0.000 0.000 0.000

489 6.061 0.449 0.000 0.000 0.000

0.000

489 6.061 0.449 0.000 0.000 0.000 0.000

489 6.061 0.449 0.000 0.000 0.000

763 0.317 -0.449 0.000 0.000 0.000 0.000

y

Max Mz 101 6

Min Mz 101 6

0.000

489 6.061 0.449 0.000 0.000 0.000 0.000

489 6.061 0.449 0.000 0.000 0.000




# 10REV. B


Capacity Check



Q : Compression force or Fx in (+) value in STAAD Pro

< 1...OK

16.162 287.739 0.056 < 1...OK

(kN) (kN) Tall

-13.574 287.739 0.047

T or Q Tall (or Qall) T Remarks



L/C Node

Max Fx 125 30 0 000809 31 071 0 404 0 000 0 000 0 000

Fz Mx My Mz


Beam Fx Fy

Max Fx 125 30

Min Fx 123 236

Max Fy 105 54

Min Fy 105 236

Max Fz 105 6

Min Fz 105 6

Max Mx 105 6 0.000489 -4.240 0.449 0.000 0.000 0.000

0.000

489 -4.240 0.449 0.000 0.000 0.000 0.000

489 -4.240 0.449 0.000 0.000 0.000

0.000

763 2.188 -0.449 0.000 0.000 0.000 0.000

763 2.188 0.449 0.000 0.000 0.000

0.000

764 -26.012 0.404 0.000 0.000 0.000 0.000

809 31.071 0.404 0.000 0.000 0.000

Min Mx 105 6

Max My 105 6

Min My 105 6

Max Mz 105 6

Min Mz 105 6

0.000

489 -4.240 0.449 0.000 0.000 0.000 0.000

489 -4.240 0.449 0.000 0.000 0.000

0.000

489 -4.240 0.449 0.000 0.000 0.000 0.000

489 -4.240 0.449 0.000 0.000 0.000

489 -4.240 0.449 0.000 0.000 0.000 0.000




# 10REV. B


Capacity Check




< 1...OK

31.071 382.693 0.081 < 1...OK

(kN) (kN) Tall

-26.012 382.693 0.068



Detail : Angle Brace




# 10REV. B


H.6 Vertical Bracing Connection (C4)H.6.1 Vertical Bracing Connection (C4) between Vertical Bracing Trasverse Dir. El.+0.00 to

Vertical Bracing Trasverse Dir. El.+0.00 to EL.+16.00

Column



CT 200

MH 588

EL.+16.00 and Column

L/C Node

Max Fx 103 7

Min Fx 103 98

Max Fy 101 1

Min Fy 101 1

0.000

501 9 443 0 000 0 481 0 000 0 000 0 000

501 9.443 0.000 0.481 0.000 0.000

0.000

508 72.389 0.000 0.481 0.000 0.000 0.000

507 81.449 0.000 0.481 0.000 0.000



Min Fy 101 1

Max Fz 101 105

Min Fz 101 49

Max Mx 101 1

Min Mx 101 1

Max My 101 1

Min My 101 1

0.000

501 9.443 0.000 0.481 0.000 0.000 0.000

501 9.443 0.000 0.481 0.000 0.000

0.000

501 9.443 0.000 0.481 0.000 0.000 0.000

501 9.443 0.000 0.481 0.000 0.000

0.000

703 5.658 0.000 0.481 0.000 0.000 0.000

703 4.153 0.000 0.481 0.000 0.000

501 9.443 0.000 0.481 0.000 0.000 0.000

y

Max Mz 101 1

Min Mz 101 1

0.000

501 9.443 0.000 0.481 0.000 0.000 0.000

501 9.443 0.000 0.481 0.000 0.000




# 10REV. B


Capacity Check




No Tension

81.449 496.491 0.164 <1…OK

(kN) (kN) Tall

No tension 496.491 No Tension




L/C Node

Max Fx 127 7 0 000507 154 996 0 000 0 481 0 000 0 000

Fz Mx My Mz


Beam Fx Fy

Max Fx 127 7

Min Fx 127 98

Max Fy 106 105

Min Fy 105 105

Max Fz 105 105

Min Fz 105 49

Max Mx 105 1 0.000501 37.373 0.226 0.481 0.000 0.000

0.000

703 46.132 0.226 0.481 0.000 0.000 0.000

703 47.638 0.228 0.481 0.000 0.000

0.000

703 47.638 0.228 0.481 0.000 0.000 0.000

703 48.737 0.228 0.481 0.000 0.000

0.000

508 146.195 0.000 0.481 0.000 0.000 0.000

507 154.996 0.000 0.481 0.000 0.000

Min Mx 105 1

Max My 105 1

Min My 105 1

Max Mz 105 1

Min Mz 105 1

0.000

501 37.373 0.226 0.481 0.000 0.000 0.000

501 37.373 0.226 0.481 0.000 0.000

0.000

501 37.373 0.226 0.481 0.000 0.000 0.000

501 37.373 0.226 0.481 0.000 0.000

501 37.373 0.226 0.481 0.000 0.000 0.000




# 10REV. B


Capacity Check




No Tension

154.996 660.334 0.235 <1…OK

(kN) (kN) Tall

No tension 660.334 No Tension



Detail : Angle-Brace




# 10REV. B


H.7 Base Plate Pinned Connection

H.7.1 Column

Column


V TT

To accommodate the combination of tension force and shear, the support reaction shall conform the formula below

+ ≤ 1

MH 588

Vall Tall

With : V = Shear force (Fx and Fz in Staad Pro)

T = Tension force (Fy in (-) value in Staad Pro)Vall = Allowable shear capacity

Tall = Allowable tension capacity

≤ 1

Fig. H.7.1.1 Node Number of SR-02 (PR-18)

55

85

19 917

25

31

491

43

13 73

7967

6137


My Mz

kN kN kN kNm kNm kNmNode L/C

Fx Fy Fz Mx

g ( )

From Staad Pro Result, summary of Support Reaction maximum for permanent condition are shown below

Max Fx

Min Fx

Max Fy

Min Fy

Max Fz

Min Fz

0.000 0.000

19 102 15 711 552 396 39 585 0 000 0 000 0 000

7 103 14.063 442.410 43.279 0.000

0.000 0.000

91 103 10.938 131.759 27.963 0.000 0.000 0.000

19 102 -15.711 552.396 -39.585 0.000

0.000 0.000

7 102 -18.865 270.826 -35.067 0.000 0.000 0.000

1 103 18.388 388.652 30.074 0.000

Node L/C Fx kN Fy kN Fz kN Mx kN-m My kN-m Mz kN-m

Min Fz

Max Mx

Min Mx

Max My

Min My

Min Mz 0.000 0.0001 101 1.580 263.000 4.288 0.000

0.000 0.000

1 101 1.580 263.000 4.288 0.000 0.000 0.000

1 101 1.580 263.000 4.288 0.000

0.000 0.000

1 101 1.580 263.000 4.288 0.000 0.000 0.000

1 101 1.580 263.000 4.288 0.000

19 102 -15.711 552.396 -39.585 0.000 0.000 0.000




# 10REV. B


Capacity Check:

Axial Force (Fy) = kN < Axial (Call) = kN ,OK552.396 1227.847( y) ( ) ,

Tension Force (Fy) = kN < Tension (Tall) = kN ,OK

Shear Force (Fx) = kN < Shear (Vall) = kN ,OK

Shear Force (Fz) = kN < Shear (Vall) = kN ,OK

0.127 <1, OK V + T

=43.279

+0.000

=

<1, OK Vall Tall 341.600 537.106

43.279 341.600

18.865 341.600

V + T =

18.865+

0.000= 0.055

0.000 537.106


kN kN kNm kNm kNm

From Staad Pro Result, summary of Support Reaction maximum for temporary condition are shown below

Node L/CFx Fy Fz Mx My Mz

kN

0.127 1, OK Vall Tall 341.600 537.106

Max Fx

Min Fx

Max Fy

Min Fy

Max Fz

Min Fz 0.000 0.00019 125 -14.898 651.193 -79.832 0.000

0.000 0.000

7 127 13.593 577.797 82.851 0.000 0.000 0.000

67 123 55.406 -131.939 44.195 0.000

0.000

19 113 -58.882 728.452 -51.024 0.000 0.000 0.000

0.000 0.000 0.000

7 121 -76.903 362.517 -46.575 0.000 0.000

kN kN kNm kNm kNm

1 123 76.455 468.782 12.069

kN

Max Mx

Min Mx

Max My

Min My

Max Mz

Min Mz 0.000 0.0001 105 -29.346 111.918 -20.947 0.000

0.000 0.000

1 105 -29.346 111.918 -20.947 0.000 0.000 0.000

1 105 -29.346 111.918 -20.947 0.000

0.000 0.000

1 105 -29.346 111.918 -20.947 0.000 0.000 0.000

1 105 -29.346 111.918 -20.947 0.000

1 105 -29.346 111.918 -20.947 0.000 0.000 0.000




# 10REV. B


Capacity Check:

Axial Force (Fy) = kN < Axial (Call) = kN ,OK728.452 1633.037( y) ( ) ,

Tension Force (Fy) = kN < Tension (Tall) = kN ,OK

Shear Force (Fx) = kN < Shear (Vall) = kN ,OK

Shear Force (Fz) = kN < Shear (Vall) = kN ,OK

0.367 <1, OK V + T

=82.851

+-131.939

=

<1, OK Vall Tall 454.328 714.352

82.851 454.328

76.903 454.328

V + T =

76.903+

-131.939= 0.354

-131.939 714.352


From table, the support reaction has been conform to the allowable combination of tension and shear


Detail : TYPE-C

0.367 1, OK Vall Tall 454.328 714.352




REV. B


C

ANCHOR BOLT CAPACITY

ATTACHMENT I



REV. B

Attachment I - Page 1 of 1

I. ANCHOR BOLT CAPACITY


Attachment I - Page 1 of 1



REV. B


C

FOUNDATION DESIGN

ATTACHMENT J

DATE. 23 Juni 2013



REV. B


J. FOUNDATION DESIGN

J.1 Typical Plan of Foundation Design

Row AA-HA

Pedestal and Pilecapto be used for column

Flange = m

W b

H588x300x12

0 3

0.588

Web = mPedestal Width (BP) = m

Pedestal Length (LP) = m

Pilecap Height (HF) = m

Pilecap Length (LF) = m

Pilecap Width (BF) = m

Pedestal Height (HP) = m

Ground Height (HG) = m0 35

0.65

2.70

0.3

2.70

0.68

0.74

0.50

Ground Height (HG) m

Concrete Cover = mPile Dia. (DP) = m

Pile Length (LP) = m

Pile to pile distance (SZ) = m

n PCD1 = ea

0.35

18.00

0.0750.30

0.90

4.00

J.1.1.1 Pile Arrangementg

Row AA-HA

Use Pile : Diameter = mm

Length = 18 m

Total nos = 4 ea

Qtens. Qlat.

Load Condition

Pile ZonePile

DiameterPile

Length (m)

300

Allowable Capacity (kN)Qcomp.

Temporary 4 0.3

355.80 175.00 39.00180.34Permanent

18 475.00 233.30 39.00

Attachment J - Page 1 of 9

DATE. 23 Juni 2013



REV. B


J.1.1.2 Pile Additional Load c = kN/m3

so = kN/m3

Weight of column pedestal :Ppedes = (BP * LP)* HP * c

(0 68 * 0 74)*0 65 * 23 536

23.54

16.50

= (0.68 * 0.74)*0.65 * 23.536

= kN (assigned as point load (CP) to foundation)

Weight of pilecap :Pcap = (BF * LF)* HF * c

= (2.7 * 2.7)*0.5 * 23.536

= kN (assigned as point load (PC) to foundation)85.789

7.698

Weight of soil above foundation:Psoil = ((LF * BF)-(BP * LP))* HG * so

= ((2.7 * 2.7)-(0.68 * 0.74))*0.35 * 16.5

= kN (assigned as point load (S) to foundation)

J 1 2 Maximum Support Reaction Data

39.194

J.1.2 Maximum Support Reaction Data

J.1.2.1 Permanent Condition


DATE. 23 Juni 2013



REV. B


J.1.2.2 Temporary Condition

J.1.3 Piling Design

Pile Capacity Check:Pile Capacity Check:

value)(-)in Fv(for Qtensn

Fy Fv 2)

value))(in Fv(for Qcomp n

Fy Fv 1)

Where:

Fy = Axial support reaction (output STAAD Pro)

Fx = Lateral support reaction in X direction (output STAAD Pro)

Qlat n

FzFx Fh 3)

22

Fz = Lateral support reaction in Z direction (output STAAD Pro)

Fh = Lateral reaction of pile

Fv = Axial reaction of pile ((+) for compression, and (-) for tension)


DATE. 23 Juni 2013



REV. B



DATE. 23 Juni 2013



REV. B


J.1.4 Concrete Reinforcement Design

J.1.4.1 Pilecap Reinforcement Design

Pilecap Flexural Reinforcement :

R2 = 572.22 kN

R1 = 333.90 kN

M 1 0 2 kNM 1 0 2 kN

Rect 0.50x2.70Rect 0.50x2.70

= kN.m

Pilecap effective thickness = d = m

= mm401 00

Mu = 1.2 Mmax

0.401

180.306

Rect 0.50x2.7021.506 kNm

-107.244 kNm

Max: 150.255 kNm

Rect 0.50x2.700 kNm

75.128 kNm

Max: 150.255 kNm

= mmRu = Mu / ( * BF * d2)

= MPa

m = fy / ( 0.85 * fc' )

=

= (1/m) * (1 - (1 - 2m Ru/fy)0.5)

=

balanced = i * 0.85 fc' * 600

401.00

0.119%

13.109

0.461

balanced i 0.85 fc 600

fy 600 + fy

=

max = 0.75 balanced

=

min = 1.4/fy = ( min = 1.4/fy if 1.33 x required > 1.4/fy)

min = ( min = 0.18% if 1.33 x required < 1.4/fy)

used = < 2.95%……...OK0.18%

2.95%

3.93%

0.18%

0.35%

As req = * BF * d

= mm2

Diameter of reinf. bars = mm

As = mm2

No.of bars = As req / As

= easpacing = BF / no. of wire

1948.86

16.00

9.70

201.06

= m

= mm mm

Use D16 - 250 for top & bottom flexural reinforcement

250

0.310

310.34


DATE. 23 Juni 2013



REV. B


Pilecap Shear Reinforcement:

One Way Shear Check

LF = m

BF = m

LP = m

B = m

2.70

2.70

0.74

0 68BP = m

d = m

0.68

0.401

Rect 0.50x2.70

572.220 kN 572.220 kNMax: 572.220 kN

Rect 0.50x2.70

-333.900 kN -333.900 kNMax: -333.900 kN

Pu = 1.2 Pmax

Pu = kN AF = BF * LF

=

= m2

PuAF

=

7.29

2.7 * 2.7

q

906.12

F

= kN/m2

A = BF * (LF - (0.5 (LF + LP) + d)) (tributary area)

= 2.7 * (2.7 - (0.5 (2.7 + 0.74) + 0.401))

= m2

Vu = q * A

=906.12

7.29

124.30

1.563

q

= kNøVc = ø 2*(f'c)^0.5 * BF * d

= (0.85 * 2 * (35)^0.5 * 2700 * 401)/1000

= kN

Vu < øVc, no need shear reinforcement10889.08

194.312


DATE. 23 Juni 2013



REV. B


Two way shear check

Punching shear critical area:BP + d = m < BF = m, width used: m

LP + d = m < LF = m, length used: m

A = (BF * LF)-(BF * (LP+d)) (tributary area)

= m26 057

1.081

1.141

1.081

1.141

2.700

2.700

= m

q = kN/m2

Vu = q * A

= kN

Shear Capacity:ratio of long side to short side of load (c) = LP/BP =

6.057

752.810

124.296

1.09ratio of long side to short side of load (c) LP/BP

constant, (20 for corner, 30 for edge, 40 for interior column) (s) =

Effective depth of footing (d) = mmLength of punching shear critical area (bo) = 2*(min(LF,(Lp+d))+min(BF,(Bp+d)))

= mm

Vc shall be the smallest of :

1.09

40.00

401.00

4,444.00

4.965 kN/md/12*bo*fc')

βc

4(2Vc

Vc = ( 2 + 4 / 1.09) * 35^0.5 * 4444 * 401/ 12

= kN

Vc = (2+40*401/4444)* 35^0.5*4444*401/12

4,986.42

βc

d/12*bo*fc')bo

d*αs(2Vc

( )

= kNVc = 4*f'c^0.5*bo*d/12

= 4 * 35^0.5 * 4444 * 401 /12

= kN

Vc used : kN

4,928.16

3,514.24

3,514.24

øVc = ø x Vc

= 0.75 x 3514.24

= kN Vu = kN

Vu < øVc, no need shear reinforcement2,635.68 752.81


DATE. 23 Juni 2013



REV. B


J.1.4.2 Pedestal Reinforcement

740 mm

mm

Pedestal area = mm2

As Min (0.5% A bruto) = mm2

Total area reinforcement needed = mm2

d reinforcement = mm

2516

16

680

2516

503200

d reinforcement = mm

A reinforcement = mm2

n reinforcement needed = = 14 nos

Use 14 D16 for vertical reinforcement and

D10 -100 for stirrups

J 1 4 3 MAXIMUM CRACK WIDTH ON TENSION AREA OF PILECAP

16

201.06

12.514

J.1.4.3 MAXIMUM CRACK WIDTH ON TENSION AREA OF PILECAP

Row AA-HA

(Ref.1 Sect. 8.8)

where

w = crack width (mm)

Maximum crack width on tension area shall be calculated based on Gergery-Lutz expression as follows:

361011.1 Adcfsw

= height factor (1.2 for beam, 1.35 for slab) =

fs = reinforcement calculated stress at service load (MPa),

shall be 0.6 fy for maximum crack = MPa

dc = thickness of concrete cover (mm) = mm

ds = cover concrete + 1/2 diameter of rebar = mm

A = effective tension area divided by number of rebar.

= Ae/N

ff f

83.0

1.35

234

75

Ae = effective tension area of concrete around the rebar layment.

= b * 2 * ds = mm2

N = 1000/s+1 = 1000/250 + 1 = nos

A = Ae/N = 166000/5 = mm2

166,000

5

33,200

dd

b

so:

w = 1.11e-6 * 1.35 * 234 * (75 * 33200)^(1/3)

= mm < 0.33 mm ……….. OK0.0475

dsds


SNO-S-CC-05-010

REV. B

STEEL & FOUNDATION MATERIAL TAKE OFF (MTO)


ATTACHMENT K


Doc. No.



REV. B

K. Pipe Rack PR-10 Steel & Foundation Material Take Off

K.1. Steel Material Take Off

L th W i ht


SH 400 140.00 89.662 8.966SH 200 309.85 63.482 6.348CT 150 520 00 93 474 9 347

MH 588 571.20 821.420 82.142SH 300 670.00 240.772 24.077

ProfilesLength Weight

m kN Ton

K.2. Foundation Material Take Off

Pipe Rack : PR-10

TOTAL 1421.104 142.110

CT 150 520.00 93.474 9.347CT 200 350.55 112.294 11.229

p

Tag Number : PR-10 row AA-HA

Number of Row : wider row = lines

shorter row = lines

Concrete Work

2

8

Calculation Unit Volume (per foundation and/or per pedestal)

Pile Cap

Length : m

Width : m

Height : m x thick of lean concrete = m

Volume per foundation : m3 volume lean concrete = m3

Rebar X : D 16 - 250

2.7

2.7

0.5 0.050

3.645 0.365

Rebar X : D 16 -

Rebar Y : D 16 -

Number of rebar : 12 ; Length = 6.61 m ; weight = kg

: 12 ; Length = 6.61 m ; weight = kg

250

250

125.156

125.156

Pedestal

Length : m0 74Length : m

Width : m

Height : m x thick of lean concrete = m

Volume per foundation : m3 volume lean concrete = m3

Rebar : 14 - D 16

Stirrups : 10 - 100

Number of rebar : 14 ; Length = 1.15 m ; weight = kg

0.65 0

0.327 0

25.411

0.74

0.68

; g ; g g

: 8 ; Length = 2.56 m ; weight = kg

Total concrete and Lean concrete is tabulated as following :

Unit UnitNo Description

Unit Volume Unit Number Total Volume (m3)

Fc' 28 Fc' 17.5 number Fc' 28 Fc' 17.5

12.627

1 Footing

Type-1 m3 nos

2 Pedestal

Type-1 m3 nos

64 m3

63.553 5.832

Total concrete Fc' 28 MPa for foundation of PR-10 row AA-HA =

3.645 0.365 16 58.320 5.832

0.327 0.000 16 5.233 0.000

64 m3

6 m3

Reinforcement Concrete

Total rebar is tabulated as following :

Total concrete Fc 28 MPa for foundation of PR-10 row AA-HA =

Total Lean concrete Fc' 17.5 MPa for foundation of PR-10 row AA-HA =

No DescriptionUnit Volume Unit Number Total Weight

Unit

1 Footing

Type-1 nos

2 Pedestal

Type-1 nos38.038 kg 16 608.606

4613.590

Unit number (kg)

250.311 kg 16 4004.984

No Descriptiong

Volume

Total Rebar for foundation of PR-10 row AA-HA = Ton

Ratio used rebar = rebar/concrete = kg/m3

m3m3

72.087

Total concrete Fc' 28 MPa for foundation of PR-10 = 64.000Total Lean concrete Fc' 17.5 MPa for foundation of PR-10 = 6.000

4.614

m3Total Rebar for foundation of PR-08 = Ton

Total Lean concrete Fc 17.5 MPa for foundation of PR-10 = 6.0004.614

PC PileRow AA-HADiameter : mPile length : m

: eaPoint nos

Total length : m

Site PreparationV l f ti i t b l t d f ll i

0.318

Number pile per pile cap 416

1152

Volume of excavation is tabulated as following:

Vol(m3) unit

1 FootingType -1 11.686 nos

Width Unit number

186.9791.000 3.000 3.000 16.000 186.979

Total Volume(m) (m) (m) number (m3)No Description

Depth Length

Excavation : m3Back fill : m3Soil Disposal : m3

MiscellaneousRow AA-PA

186.979128.659

58.320

Row AA-PAAnchor bolt dia. : inType of anchor :

:Number of anchor

128 nos

1 1/4Type 1 - H

CLIENT CALCULATION OF PIPE RACK STRUCTURE

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