calculation sheet for technological structure

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REHABILITATION AND ADAPTATION PROJECT

Document Class: 2 Project N° - Unit Doc Type Material Code Serial Number Rev Page

9952T-500 CN 1832 0451 0

0 09/APR/12 IFC-ISSUED FOR CONSTRUCTION HMR KSG NM

A 07/Mar/12 INF-ISSUED FOR INFORMATION HMR KSG NM

REV. DATE STATUS WRITTEN BY CHECKED BY APPROVED BY

SUPERSTRUCTURE CALCULATION NOTE FOR TECHNOLOGICAL STRUCTURE 500-SC-06


(name & visa) (name & visa) (name & visa)

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DOCUMENT REVISIONS

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TABLE OF CONTENTS

Page No.

1 SCOPE 3

1.1 General Description1.2 Computer Software for Analysis and Design

2 BASIC INFORMATION 3

2.1 Codes2.2 Standards2.3 Project Specification2.4 Specific Documents / Drawings2.5 Basic Data

3 GENERAL GEOMETRY 4

4 LOADING DATA 7

5 LOADING SKETCHES 19

6 STAAD SKETCHES ( WITH SECTION SIZES ) 33

7 NODE / MEMBER NUMBERS 39

8 DEFLECTION CHECK 41

9 CONNECTION FORCES 42

10 SUPPORT REACTION 46

11 APPENDICES

APPENDIX-1 LOAD COMBINATION A1APPENDIX-2 STAAD OUTPUT FILE A2APPENDIX-3 PIPING LOADING INPUT A3APPENDIX-4 MECHANICAL DATA SHEETS / VENDOR DRAWING

OF EQUIPMENTS A4APPENDIX-5 BASE PLATE DESIGN A5


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1.0 SCOPE

1.1 General Description

Structural SystemThe Structural system consists of two frame structures which are oriented in East-West direction.This technological structure support one Drum 500-D-004 at 106.100 m level .The structure consists of platforms at 104.000m & 106.270m level. The structure hasstaircase and ladders for access to these levels.

The structure is modeled as space frame in STAAD Pro, where self weight of the structure is taken care ofusing the SELFWEIGHT command. Seismic loads are generated using Spectral dynamic analysis method.All other loads are manually calculated and applied at joints or on member as per design criteria/relevant codes/inputs from piping. All members are analyzed & designed in STAAD Pro. Complete steel design isas per Algerian code CCM97 which is based on Euro code EC3 (edition 1997).

The basic details of the loads considered are outlined in the clauses below. The supports of the structure is considered as pinned in both direction.

1.2 Computer Software for Analysis and DesignFrame Analysis and Design Using STAAD Pro V8i

2.0 BASIC INFORMATION

2.1 Codes

1 CCM 97 (DTR BC 2 44) or Euro code 3 - Code of practice for general construction in steel2 RPA 99 Version 2003 - Criteria for earthquake resistant design of structure3 RNV 99 (DTR C 2 47) - Reglement Neige Vent - Wind Regulation4 ASCE Guidelines for Seismic Evaluation and Design of Petrochemical Facilities5 ASCE Wind Loads and Anchor Bolt design for Petrochemical Facilities

2.2 Standards

1 9952T-000-STC-1890-0001 - Construction Standards Steel Structures - General.2 9952T-000-STC-1790-0001 - Construction Standards Concrete works

2.3 Project Specification

1 9952T-000-JSD-1700-0001 - Civil and Structural Design Criteria2 9952T-000-JSD-1700-0002 - Fire Proofing

2.4 Specific Documents / Drawings

1 9952T-505-DW-0051-0001 - Unit Plot Plan - MS BLOCK2 9952T-505-DW-1370-0141 - Piping loads on 500-SC-063 9952T-500-DW-0810-1002 - MDS NHDT STRIPPER REFLUX DRUM (500-D-004)


Scope of this calculation note is to do analysis and design of Technological Structure ( 500- SC- 06).

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2.5 Basic Data

2.5.1 Location / ElevationReference Elevation - EL 100.00 Corresponds to 20.5mLocation of TS - Unit 500 , NHT UNIT - MS Block

2.5.1 Structural steelGrade of Steel - According to EN-10025 type S275Yield strength of steel (fy) - 275

3 GENERAL GEOMETRY

8000

4000

General Layout & Grid Marking Plan

N/mm2

N

S06 A

S06 B

S06 2

S06 1

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N

S06 A

S06 B S06

2

S06 1

Load 101X

Y

Z

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STAAD ISOMETRIC VIEW

Load 93X

Y

Z

N

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4 LOADING DATA

Primary Load cases

Load Case No.Primary load Case Abbreviation10 Dead Load DL11 Live Load LL21 Deadweight of pipes at empty condition PE22 Deadweight of pipes at operating condition PO23 Deadweight of pipes at test condition PT33 Pressure Release Valve Load PSV41 Empty Weight Equipment EE42 Operating Weight of Equipment EO43 Hydrostatic Test Weight of Equipment ET44 Equipment Thermal expansion force Global design TL345 Maintenance Load ML51 Thermal Load X direction TLX52 Thermal Load Z direction TLZ81 Wind Load X direction + WLX+82 Wind Load X direction - WLX-83 Wind Load Z direction + WLZ+84 Wind Load Z direction - WLZ-91 Earthquake Load X direction + EQX+92 Earthquake Load X direction - EQX-93 Earthquake Load Z direction + EQZ+94 Earthquake Load Z direction - EQZ-

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4.1 Dead Load

(Dead load is increased by 5% to take connections into account.)

Dead Load of Grating = 0.3 { As per Cl. 3.1 of 9952T-000-WI-1700-0005 }

Max Span of Grating = 1.5 mAt El. 104.000 , El. 106.270

Span 0.40 0.50 0.87 1.00 1.07 1.13 1.28 1.38UDL kN/m 0.060 0.075 0.131 0.150 0.161 0.169 0.192 0.207

DL of Steel Stair is taken as = 1.4 { As per Cl. 3.1 of 9952T-000-WI-1700-0005}Width of Stair case = 0.8 mLength of stair case = 6.84 mLoad on Stair case supported beam = (1.4X0.8X6.84/4)

= ### KND) Handrail load is taken as 0.16 KN/m. { As per Assumption }

E) Cable tray loadings -(Not Applicable for this Structure)

F) Fire Proofing load -

Density of fireproofing material = 8

CONCRETE FIREPROOFING 50mm THICK

Ste

el S

hape

s si

zes

HEA HEB

Column Column Beam Beam Column Column Beam Beam

Cum/m Cum/m. kN/m Cum/m Cum/m kN/mCum/m Cum/m Cum/m Cum/m Cum/m kN/m

100 0.028 0.22

120

140

160 0.05 0.40

180

200

220

240 0.091 0.73

260

340

360

400 0.089 0.71

550

A) Self weight of the structure is generated in Staad.

B) Grating Load on platform -KN/m2

C) Staircase LoadKN/m2

kN/m3

Weight per

meter run

Weight per

meter run

Weight per

meter run

Weight per

meter run

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Ste

el S

hape

s si

zes

IPE UPN

Column Column Beam Beam Column Column Beam Beam

Cum/m Cum/m. kN/m Cum/m Cum/m kN/mCum/m Cum/m Cum/m Cum/m kN/m

120

160

180

200

220

240

260

270

300


Ste

el S

hape

s si

zes

IPE ANGLE

Column Column Beam Beam Column Beam Beam

Cum/m Cum/m. kN/m Cum/m Cum/m kN/mCum/m Cum/m

360

400

450

500

600

Note :-

Fireproofing load for columns and vertical bracings are given in staad by (Fire proofing load

command inbuilt in staad) with considering 8 KN/m3 density and 50mm thick.

4.2 Live Load

= 5.0 { As per Cl. 3.5 of 9952T-000-WI-1700-0005 }

Max. Span of Loading = 1.5 m

Weight per

meter run

Weight per

meter run

Weight per

meter run

Weight per

meter run

Weight per

meter run

Weight per

meter run

ALL STEEL SHAPES

Weight per meter run

A) Live Load on Operating Platform kN/m2

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At El. 104.000 , El. 106.270

Span 0.40 0.50 0.87 1.00 1.07 1.13 1.28 1.38UDL kN/m 1.000 1.250 2.175 2.500 2.675 2.825 3.200 3.450

LL on Steel Stair is taken as = 5.0 { As per Cl. 4.4.2 of Width of Stair case = 0.8 m 9952T-000-JSD-1700-0001 }Length of stair case = 6.84 m

Load on Stair case supported beam = 6.84 KN

4.3 Deadweight of pipes at empty condition

4.3.1 Vertical load - Empty Condition

= 0.25 { As per Cl. 3.6 of 9952T-000-WI-1700-0005 }

Max. Span of Loading = 1.5 mAt El. 104.000 , El. 106.270

Span 0.40 0.50 0.87 1.00 1.07 1.13 1.28 1.38UDL kN/m 0.05 0.06 0.11 0.13 0.13 0.14 0.16 0.17

4.4 Deadweight of pipes at Operating condition

4.4.1 Vertical load - Operating Condition

= 0.5 { As per Cl. 3.6 of 9952T-000-WI-1700-0005 }

Max. Span of Loading = 1.5 mAt El. 104.000 , El. 106.270

Span 0.40 0.50 0.87 1.00 1.07 1.13 1.28 1.38UDL kN/m 0.10 0.13 0.22 0.25 0.27 0.28 0.32 0.35

4.5 Deadweight of pipes at Test condition

4.5.1 Vertical load - Hydro test Condition

For Lines > 12".Piping Test Loads are applied as point load as per the piping input provided.(Refer Appendix 3)For Lines 12".

Note: At one time only one pipe to be tested ,{ Clause 4.2.8 9952T-000-WI-1700-0003}

4.6 Empty Weight Equipment

Refer Clause No 4.144.7 Operating Weight of Equipment

Refer Clause No 4.144.8 Hydrostatic Test Weight of Equipment

Refer Clause No 4.144.9 Maintenance Load

B) Staircase LoadKN/m2

A) Pipe Empty Load on Ope. Platform kN/m2

A) Pipe Empty Load on Ope. Platform kN/m2

Piping Test Load for ≤ 12" pipes is applied as UDL of intensity 1.25kN/m2 (assumed).

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( Not Applicable for this Structure )

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4.10 Thermal Load X & Z direction

An arbitrary horizontal load is considered, independently in direction, at each main level and ateach frame of a process structure.The arbitrary load will equal to: { As per Cl. 3.9 of 9952T-000-WI-1700-0005 }10 kN at the top level & 5 kN at the others levels.

4.11 Equipment Thermal expansion force Global design

Refer Clause No 4.14

4.12 Wind Load Calculation

A) Design ParametersWind Zone I (RNV 99 , annex 1)

= 25 m/s

=

Where, = 25 m/s)= 0.6 x 25 x 25 / 1000

= 0.375B) Site factors

Terrain category II Terrain factor Kt = 0.19 0.05 mTopographic factor = 1.0= 4 m Factor for design of Cd, ε = 0.26

C) { As per 9952T - 000 - JSD - 1700 - 0001 }

= Cd = dynamic factor

Cd = 1 ( For pipe racks and Structure){ As per design Basis 9952T - 000 - JSD - 1700 - 0001 }

Ht (m)

4 m 0.83 1.80 0.68 0.686 m 0.91 2.04 0.76 0.768 m 0.96 2.21 0.83 0.8310 m 1.01 2.35 0.88 0.8812 m 1.04 2.47 0.93 0.9315 m 1.08 2.62 0.98 0.9820 m 1.14 2.81 1.05 1.0525 m 1.18 2.96 1.11 1.1130 m 1.22 3.09 1.16 1.1635 m 1.24 3.20 1.20 1.2040 m 1.27 3.30 1.24 1.2445 m 1.29 3.39 1.27 1.2750 m 1.31 3.47 1.30 1.3055 m 1.33 3.54 1.33 1.3360 m 1.35 3.61 1.35 1.35

Vref

Dynamic pressure q dyn q ref x Ce(zi)

q ref 0.6 x Vref x Vref (V ref =

kN/m2

Roughness length (z0) = Ct(z)

Minimum Height (zmin )

Wind dynamic pressure for structure with Cd < 1.2

Wind design pressure (qj) qdyn x Cd

Cr(z) Ce(z) qz (KN/m2) qj (KN/m2)

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4.12.1 Wind Force in X Direction (S-N)

A) Wind Force on Structure

- As per Work Instruction 9952T-000-WI-1700-0005, Clause 3.11F =Cf = = 1 = 1 = 1.0A = Area of Element

= From Table 16 and Figure 26 & 27 ( varying from 0.9 to 1.0 )

Wind Force TableWind Load On Columns

Size Wind Face Area EL. (m)Width of Member (m) From Grade to First level

HE240 A 0.23 0.68 0.156 - -104.000

Projected Width From First level to TopIPE100 2.00 0.83 1.66 2.27 1.88IPE100 2.00 0.83 1.66 2.27 1.88

HE100A 0.93 0.88 0.81 2.35 0.96HE100A 0.93 0.88 0.81 2.35 0.96

.B) Wind Force on Pipes

(Not Applicable for this Structure)

C) Wind Force on Equipments

Refer Clause no 4.14

4.12.2 Wind Force in - X Direction (N-S)

A) Wind Force TableWind Load On Columns


HE240 A 0.23 0.68 0.156 - -104.000

Projected Width From First level to TopHE100A 0.93 0.76 0.71 2.35 0.83HE100A 0.93 0.76 0.71 2.35 0.83

HE100A 0.93 0.83 0.77 2.35 0.90HE100A 0.93 0.83 0.77 2.35 0.90

Cf * qj * ACf0 * Ψλ Cf0 Yl

Ψλ

qj kN/M2Force / m (KN/M)

Length (m)

Force (KN) (At 2 points)

104.000 To 106.1

106.35To 108.699


Length (m)


104.000 To 106.35

106.35To 108.69

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Size Wind Face Area EL. (m)IPE100 1.08 0.83 0.89 2.27 1.01IPE100 1.08 0.83 0.89 2.27 1.01

B) Wind Force on Pipes(Not Applicable for this Structure)

C) Wind Force on EquipmentsRefer Clause no 4.14

4.12.3 Wind Force in Z Direction (W-E)

A) Wind Force on Structure

F =

Cf = = 1 = 1 = 1A = Area of Element

= From Table 16 and Figure 26 & 27 ( varying from 0.9 to 1 )

Wind Force TableWind Load On Columns


HE240 A 0.24 0.68 0.163 - -104.000

Projected Width From First level to TopHE240 A 1.23 0.83 1.02 2.27 1.15HE240 A 1.23 0.83 1.02 2.27 1.15

IPE100 0.50 0.76 0.38 1.135 0.22IPE100 0.50 0.76 0.38 1.135 0.22

IPE100 0.50 0.83 0.42 1.135 0.24IPE100 0.50 0.83 0.42 1.135 0.24

HE100A 1.00 0.76 0.76 2.350 0.89HE100A 1.00 0.76 0.76 2.350 0.89

HE100A 1.00 0.88 0.88 2.350 1.03HE100A 1.00 0.88 0.88 2.350 1.03


Length (m)


104.000To 106.27

Cf * qj * A

Cf0 * Ψλ Cf0 Yl

Ψλ


Length (m)


104.000 To 106.1

104.000 To

105.135

105.135 To 106.27

104.000 To 106.35

106.35To 108.699

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4.12.4 Wind Force in - Z Direction (E-W)

A) Wind Force TableWind Load On Columns


HE240 A 0.24 0.68 0.163 - -104.000

Projected Width From First level to TopHE240 A 1.23 0.83 1.02 2.27 1.15HE240 A 1.23 0.83 1.02 2.27 1.15

IPE100 0.50 0.76 0.38 1.135 0.22IPE100 0.50 0.76 0.38 1.135 0.22

IPE100 0.50 0.83 0.42 1.135 0.24IPE100 0.50 0.83 0.42 1.135 0.24

HE100A 1.00 0.76 0.76 2.350 0.89HE100A 1.00 0.76 0.76 2.350 0.89

HE100A 1.00 0.88 0.88 2.350 1.03HE100A 1.00 0.88 0.88 2.350 1.03

B) Wind Force on Pipes

(Not Applicable for this Structure)

C) Wind Force on Equipments

Refer Clause no 4.14


Length (m)


104.000 To 106.1

104.000 To

105.135

105.135 To 106.27

104.000 To 106.35

106.35To 108.699

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4.13 Seismic Load Calculation

Seismic forces shall be based on Algerian Para-seismic Rules RPA 99 version 2003 9DTR BC 2 48)Structural system not covered by the RPA 99-2003 , the procedure of the ASCE Guidelines for Seismic Evaluation and Design of Petrochemical facilities shall be followed.

Seismic data as per RPA 99-2003 edition :

Seismic DataSeismic Zone = IIIImportance factor = 1BPeak ground acceleration A = 0.3Soil category classification = S3

Structure geometryHeight of Structure from foundation (H) = 6.27 mLength of the structure (L) = 8.0 mBreadth of the structure (B) = 4 m

Calculation for fundamental Natural Period

1. In Z Direction (Non Moment Resisting Frame)

T = 0.09 x Hwhere, D

H = Height of the building in mD = Building dimension in the direction of calculation

T = 0.09 x 6.27 = 0.282 seconds (Pz value in staad)4.0

2. In X Direction (Non Moment Resisting Frame)

T = 0.09 x HD

where,H = Height of the building in mD = Building dimension in the direction of calculation

T = 0.09 x 6.27 = 0.200 seconds (Px value in staad)8.0

Structural weight of the W =where, = Permanent weight = Dead Load + Pipe Ope. Load + Equi.Ope. Load

= 175.30 + 97.52 + 137.50 (Refer Staad - Output)= 410.32 KN= Live Load= 240.08 KN (Refer Staad - Output)

b = 0.20W = 458.34 KN

Calculation for Seismic force1. In Z Direction

WDL + b x WLL

WDL

WLL

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V =R

where,V = Seismic forceA = Zone acceleration coefficient = 0.3h = Damping correction factor

= 7 = 1.0

x = 5 % (5 % for steel frame)(7 % for Reinforced concrete frame)

T = 0.282 secondsD = Average dynamic amplication factor = 2.5 (From graph)Q = 1.2 (For typical structure of the project)R = Behavior factor = 3

V = 0.3 x 1.0 x 2.5 x 1.2 x 4583

= ### x 458.34 = ### KN

2. In X Direction

V =R

where,V = Seismic forceA = Zone acceleration coefficient = 0.3h = Damping correction factor

= 7 = 1.0

x = 5 % (5 % for steel frame)(7 % for Reinforced concrete frame)

T = 0.200 secondsD = Average dynamic amplication factor = 2.5 (From graph)Q = 1.2 (For typical structure of the project)R = Behavior factor = 3

V = 0.3 x 1.0 x 2.5 x 1.2 x 4583

= ### x 458.34 = ### KN

Calculation for Design Response Spectrum

= Characteristic periods associated with site category = 0.15 s

= Characteristic periods associated with site category = 0.50 s

Sa/g values tabulated for different behavior factor R

Time Period (T)

R 0 0.05 0.10 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.50

2 0.375 0.438 0.500 0.563 0.563 0.429 0.354 0.305 0.270 0.244 0.223 0.192

A x h x D x Q x W

2 + x

A x h x D x Q x W

2 + x

T1

T2

0.15 to 0.45

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3 0.375 0.375 0.375 0.375 0.375 0.286 0.236 0.204 0.180 0.163 0.149 0.1284 0.375 0.344 0.313 0.281 0.281 0.215 0.177 0.153 0.135 0.122 0.112 0.0965 0.375 0.325 0.275 0.225 0.225 0.172 0.142 0.122 0.108 0.098 0.089 0.0776 0.375 0.313 0.250 0.187 0.188 0.143 0.118 0.102 0.090 0.081 0.074 0.064

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This Spectrum value is input in Staad,Custom Method will be used for SRSS

Value of Acceleration coefficient for all axis is to be taken as 1.0

Base Shear By Dynamic Method should be at least equal to 80% of the Base Shear by Static Method.

Design Base shear in Z- direction Vbz = 89.050 KN (Refer Staad OutputBase shear by equivalent static method Vbz = 137.501 KN with scaling factor 1)

Scaling ratio = 0.8 x 137.5 / 89.05 = 1.235

Base shear in X- direction Vbx = 87.540 KN (Refer Staad OutputBase shear by equivalent static method Vbx = 137.501 KN with scaling factor 1)

Scaling ratio = 0.8 x 137.5 / 87.54 = 1.257

4.14 EQUIPMENT LOAD DATA

4.14.1 Equipment Tag 500-D-004

A) Vertical Load Calculation

Vendor drg no / MDS.

LOAD

ERECTION OPERATING TESTkN kN kN

68.00 125.00 167.80

The Operating weights are increased by 10% to account for platforms, piping, etc.

Erection Load = 68.00 kNOperating Load = 137.5 kNTest Load = 167.8 kNHorizontal Force due to bundle pull = 0.00 kNPusp / Pull at the bottom of Saddle = 0.00 kNLoad Distribution

Centre of Gravity of the Equipment from Fixed Side = 1.839 mDistance between C/L of vessel to the bottom of Saddle = 1.07 mOutside Diameter of the Equipment = 1.636 mDistance between P/F top to the bottom of Saddle = 2.10 m

CG = ###Le = ###

###

2.45SS FS

Shell Side Channel Side75.1 % 24.9 %

Do

Location of CG provided

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51.04 kN Erection Load 16.96 kN103.21 kN Operating Load 34.29 kN Input for Staad74.91 kN Test Load 24.89 kN

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B) Friction /Thermal Load Calculation

Design Operating load on Sliding Plate = 103.21 kNCoefficient of friction between Sliding plate & Saddle (f) = 0.10 kN(As per cl.no. 4.9.4 of doc. no. 9952T-000-JSD-1700-0001-Rev-1)

= 10.32 kN

C) Wind Load Calculation

= 25 m/s= 0.375

Terrain Category = II= 0.19= 0.05 m

Height z = 7.99 m= 2.21= 1= 0.9643= 0.830

Wind Force on Horizontal Equipment -Transverse Wind Load ( Z-Dir)

= 13.01Tranverse Wind Load on bottom of Saddle = 10.79 kNLoads equally distributed on bottom of both Saddle in Trans- Dir. = 5.40 kNMoments equally distributed on bottom of both Saddle in Trans- Dir = 5.77 kNM

Wind Force on Horizontal Equipment -Longitudinal Wind Load ( X-Dir)

= 4.76Total wind load act on bottom of Fixed Saddle in Long- Direction = 3.95 kNPush & Pull due to Moments on Supporting Elevation = 1.72 kN

D) Earthquake Load Calculation

Earthquake Load for Equipment is not Calculated Separately.The Same is accounted in SRSS method along with Earthquake load for Structures.

Friction load acting in opposite direction to each other on both the Saddle

Vref

qref kN/m2

Terrain Factor Kt

Roughness Length z0

Exposure Factor : Ce (z)Topographic Factor : Ct (z)Terrain Roughness Factor : Cr (z)Wind Dynamic Pressure : qdyn (zj) kN/m2

Effective Area on Transverse Direction - L x ( Do + 0.6 ) m2

Effetive Area on Longitudinal Direction - 1.3Do x ( Do + 0.6 ) m2

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9952T-500 CN 1832 0451 05 LOADING SKETCHES

( For loading values refer Sr.No. 4 - Loading data)

1.0 EQUIPMENT EARTHQUAKE IN LONGITUDINAL DIRECTION

Plan @ EL +106.1m

2.0 EQUIPMENT EARTHQUAKE IN TRANSVERSE DIRECTION

Plan @ EL +106.1 m


34.290 kN

103.210 kN

XY

Z

34.290 kN

103.210 kN

XY

Z

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3.0 DEAD LOAD

3.1 PLATFORM DEAD LOADa) Plan @ EL +104.0 m

b) Plan @ EL +106.27m

-0.075 kN/m-0.075 kN/m

-0.170 kN/m

-0.075 kN/m-0.131 kN/m-0.170 kN/m

-0.170 kN/m-0.131 kN/m

-0.170 kN/m

-0.131 kN/m-0.170 kN/m-0.075 kN/m -0.075 kN/m

-0.192 kN/m -0.131 kN/m-0.207 kN/m

-0.170 kN/m

-0.075 kN/m

-0.192 kN/m

-0.161 kN/m-0.207 kN/m -0.131 kN/m-0.170 kN/m

-0.161 kN/m-0.192 kN/m-0.192 kN/m -0.131 kN/m-0.207 kN/m -0.170 kN/m

-0.192 kN/m-0.131 kN/m-0.170 kN/m

-0.161 kN/m-0.207 kN/m

-0.192 kN/m -0.131 kN/m-0.207 kN/m-0.161 kN/m-0.192 kN/m

-0.192 kN/m

-0.161 kN/m-0.207 kN/m

-0.192 kN/m-0.161 kN/m-0.192 kN/m

-0.192 kN/m-0.192 kN/m

-0.150 kN/m-0.192 kN/m

-0.150 kN/m

XY

Z

-0.060 kN/m

-0.060 kN/m

-0.150 kN/m

-0.150 kN/m

-0.060 kN/m

-0.060 kN/m

-0.150 kN/m

-0.150 kN/m

XY

Z

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-0.060 kN/m

-0.060 kN/m

-0.150 kN/m

-0.150 kN/m

-0.060 kN/m

-0.060 kN/m

-0.150 kN/m

-0.150 kN/m

XY

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22 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


3.2 HANDRAIL LOAD

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m-0.160 kN/m

-0.160 kN/m -0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m-0.160 kN/m

-0.160 kN/m-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m-0.160 kN/m -0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m-0.160 kN/m

-0.160 kN/m

-0.160 kN/m-0.160 kN/m

-0.160 kN/m

-0.160 kN/m-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

-0.160 kN/m

XY

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23 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


3.3 FIREPROOFING a) Beams

b) Columns and Bracings

-0.710 kN/m-0.400 kN/m

-0.710 kN/m -0.400 kN/m-0.710 kN/m

-0.730 kN/m

-0.710 kN/m-0.710 kN/m

-0.400 kN/m

-0.710 kN/m-0.730 kN/m

-0.730 kN/m

-0.400 kN/m

-0.710 kN/m

-0.220 kN/m

-0.710 kN/m-0.710 kN/m

-0.730 kN/m

-0.730 kN/m-0.730 kN/m

-0.220 kN/m

-0.710 kN/m-0.400 kN/m

-0.710 kN/m

-0.220 kN/m

-0.730 kN/m

-0.730 kN/m

-0.710 kN/m-0.400 kN/m

-0.710 kN/m

-0.220 kN/m

-0.710 kN/m-0.400 kN/m

-0.710 kN/m-0.400 kN/m

-0.710 kN/m

XY

Z

XY

Z

24 / 47 .

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9952T-500 CN 1832 0451 0


XY

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25 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


4.0 LIVE LOAD

4.1 PLATFORM LIVE LOADa) Plan @ EL +104.0 m

b) Plan @ EL +106.27 m

-6.840 kN

-6.840 kN

-1.250 kN/m-1.250 kN/m

-2.825 kN/m

-1.250 kN/m-2.175 kN/m-2.825 kN/m

-2.825 kN/m-2.175 kN/m

-2.825 kN/m

-2.175 kN/m-2.825 kN/m-1.250 kN/m -1.250 kN/m

-3.200 kN/m -2.175 kN/m-3.450 kN/m

-2.825 kN/m

-1.250 kN/m

-3.200 kN/m

-2.675 kN/m-3.450 kN/m -2.175 kN/m-2.825 kN/m

-2.675 kN/m-3.200 kN/m-3.200 kN/m

-2.175 kN/m-3.450 kN/m -2.825 kN/m

-3.200 kN/m-2.175 kN/m-2.825 kN/m

-2.675 kN/m-3.450 kN/m

-3.200 kN/m-2.175 kN/m-3.450 kN/m

-2.675 kN/m-3.200 kN/m-3.200 kN/m

-2.675 kN/m-3.450 kN/m

-3.200 kN/m-2.675 kN/m-3.200 kN/m

-3.200 kN/m-3.200 kN/m

-2.500 kN/m-3.200 kN/m

-2.500 kN/m

XY

Z

-1.000 kN/m

-1.000 kN/m

-2.500 kN/m

-2.500 kN/m

-1.000 kN/m

-1.000 kN/m

-2.500 kN/m

-2.500 kN/m

XY

Z

26 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


5.0 PIPING EMPTY LOAD

a) Plan @ EL +104.0 m

b) Plan @ EL +106.27 m

-0.050 kN/m

-0.050 kN/m

-0.130 kN/m

-0.130 kN/m

-0.050 kN/m

-0.050 kN/m

-0.130 kN/m

-0.130 kN/m

XY

Z

-0.060 kN/m-0.060 kN/m

-0.140 kN/m

-0.060 kN/m-0.110 kN/m-0.140 kN/m

-0.140 kN/m-0.110 kN/m

-0.140 kN/m

-0.110 kN/m-0.140 kN/m-0.060 kN/m -0.060 kN/m

-0.160 kN/m -0.110 kN/m-0.170 kN/m

-0.140 kN/m

-0.060 kN/m

-0.160 kN/m

-0.130 kN/m-0.170 kN/m -0.110 kN/m-0.140 kN/m

-0.130 kN/m-0.160 kN/m-0.160 kN/m

-0.110 kN/m-0.170 kN/m -0.140 kN/m

-0.160 kN/m

-36.000 kN

-0.110 kN/m-0.140 kN/m

-0.130 kN/m-0.170 kN/m

-0.160 kN/m-0.110 kN/m-0.170 kN/m

-0.130 kN/m-0.160 kN/m-0.160 kN/m

-23.000 kN

-0.130 kN/m-0.170 kN/m

-0.160 kN/m-0.130 kN/m-0.160 kN/m

-0.160 kN/m-0.160 kN/m

-0.130 kN/m-0.160 kN/m

-0.130 kN/m

XY

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27 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


6.0 PIPING OPERATING LOAD

a) Plan @ EL +104.0 m

b) Plan @ EL +106.27 m c) Plan @ EL +108.699 m

-0.100 kN/m

-0.100 kN/m

-0.250 kN/m

-0.250 kN/m

-0.100 kN/m

-0.100 kN/m

-0.250 kN/m

-0.250 kN/m

XY

Z

-7.520 kN

2.260 kN

2.260 kN

XY

Z

-0.050 kN/m

-0.050 kN/m

-0.130 kN/m

-0.130 kN/m

-0.050 kN/m

-0.050 kN/m

-0.130 kN/m

-0.130 kN/m

XY

Z

-0.130 kN/m-0.130 kN/m

-0.280 kN/m

-0.130 kN/m-0.220 kN/m-0.280 kN/m

-0.280 kN/m-0.220 kN/m

-0.280 kN/m

-0.220 kN/m-0.280 kN/m-0.130 kN/m -0.130 kN/m

-0.320 kN/m -0.220 kN/m-0.350 kN/m

-0.280 kN/m

-0.130 kN/m

-0.320 kN/m

-0.270 kN/m-0.350 kN/m -0.220 kN/m-0.280 kN/m

-0.270 kN/m-0.320 kN/m-0.320 kN/m

-0.220 kN/m-0.350 kN/m -0.280 kN/m

-0.320 kN/m

-44.000 kN

-0.220 kN/m-0.280 kN/m

-0.270 kN/m-0.350 kN/m

-0.320 kN/m-0.220 kN/m-0.350 kN/m

-0.270 kN/m-0.320 kN/m-0.320 kN/m

-25.000 kN

-0.270 kN/m-0.350 kN/m

-0.320 kN/m-0.270 kN/m-0.320 kN/m

-0.320 kN/m-0.320 kN/m

-0.250 kN/m-0.320 kN/m

-0.250 kN/m

XY

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28 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


-0.100 kN/m

-0.100 kN/m

-0.250 kN/m

-0.250 kN/m

-0.100 kN/m

-0.100 kN/m

-0.250 kN/m

-0.250 kN/m

XY

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29 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


7.0 PIPING TEST LOAD

CONCENTRATED LOAD

8.0 EQUIPMENT EMPTY LOADPlan @ EL +106.1 m

-50.000 kN

-28.000 kN

XY

Z

-16.960 kN

-51.040 kN

XY

Z

30 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


9.0 EQUIPMENT OPERATING LOADPlan @ EL +106.1 m

10.0 EQUIPMENT TEST LOADPlan @ EL +106.1 m

-34.290 kN

-103.210 kN

XY

Z

-24.890 kN

-74.910 kN

XY

Z

31 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


11.0 PIPE THERMAL ANCHORAGE LOAD

12.0 EQUIPMENT THERMAL LOAD

Plan @ EL +106.1 m

2.000 kN

2.000 kN

-12.000 kN

10.000 kN

10.000 kN

XY

Z

10.360 kN

-10.360 kN

XY

Z

32 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


13.0 WIND LOAD ( LONGITUDINAL DIRECTION )13.1 COLUMN +VE

13.2 EQUIPMENT +VEPlan @ EL +106.1 m

-1.720 kN

3.950 kN

1.720 kN

0.350 kN

0.350 kN

0.350 kN

0.350 kN

XY

Z

0.156 kN/m

0.156 kN/m

0.156 kN/m

0.156 kN/m

0.156 kN/m

0.156 kN/m

0.156 kN/m

XY

Z

33 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


-1.720 kN

3.950 kN

1.720 kN

0.350 kN

0.350 kN

0.350 kN

0.350 kN

XY

Z

34 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


13.3 TRANSVERSE BEAM +ve

13.4 TRANSVERSE BEAM -ve

0.900 kN

0.900 kN

0.900 kN

1.880 kN

0.900 kN

1.880 kN

1.880 kN

1.880 kN

XY

Z

-0.830 kN

-0.830 kN-0.900 kN

-0.830 kN

-1.010 kN

-0.900 kN

-0.830 kN-0.900 kN

-1.010 kN

-0.900 kN

-1.010 kN

-1.010 kN

XY

Z

35 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


-0.830 kN

-0.830 kN-0.900 kN

-0.830 kN

-1.010 kN

-0.900 kN

-0.830 kN-0.900 kN

-1.010 kN

-0.900 kN

-1.010 kN

-1.010 kN

XY

Z

36 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


14.0 WIND LOAD ( +VE TRANSVERSE DIRECTION )14.1 Columns

14.2 EQUIPMENTPlan @ EL +106.1 m

5.400 kN

5.770 kNm

5.400 kN

5.770 kNm

0.200 kN

0.200 kN

0.200 kN

0.200 kN

XY

Z

0.163 kN/m

0.163 kN/m

0.163 kN/m

0.163 kN/m

0.163 kN/m

0.163 kN/m

0.163 kN/m

XY

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37 / 47 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


14.3 TRANSVERSE BEAM

0.890 kN

1.150 kN

0.890 kN1.030 kN

1.150 kN

1.150 kN

0.220 kN

1.030 kN

0.220 kN

0.220 kN0.240 kN

1.150 kN

0.220 kN0.240 kN

0.240 kN0.240 kN

XY

Z

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ALGIERS REFINERY


Document Class: CLASS 2 Project N° - Unit Doc Type Material Code Serial Number Rev Page

9952T-500 CN 1832 0451 06 STAAD SKETCHES

1.0 LONGITUDINAL FRAMES

1.1 ELEVATION ALONG GRID - S06-A

1.2 ELEVATION ALONG GRID - S06-B


IPE100

IPE100

L70X70X7

IPE100

HE240A

HE240A

IPE100

HE400A

L60X60X6

L60X60X6

IPE100

IPE100

IPE100

HE240A

IPE140

HE400A

HE160A

HE400A HE400AHE400A HE400A

HE160A

HE400A HE400A

HE240A

X

Y

Z

IPE140

IPE100

IPE100

HE240A

IPE100

IPE140

HE400A

IPE100

L60X60X6IPE100

IPE100

HE400A

HE240A

HE160A


HE160A

HE400A HE400A

HE240A

X

Y

Z

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ALGIERS REFINERY



9952T-500 CN 1832 0451 0


IPE140

IPE100

IPE100

HE240A

IPE100

IPE140

HE400A

IPE100

L60X60X6IPE100

IPE100

HE400A

HE240A

HE160A


HE160A

HE400A HE400A

HE240A

X

Y

Z

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ALGIERS REFINERY



9952T-500 CN 1832 0451 0


2.0 TRANSVERSE FRAMES2.1 ELEVATION ALONG GRID - S06-1

2.2 ELEVATION ALONG GRID - S06-2

HE120A

L90X90X9

IPE300

HE240A

IPE100

HE240A

IPE100

HE160A

IPE140

L80X80X8

HE240A

HE160AHE160A

IPE140

HE120A

L80X80X8

HE160A

IPE100

IPE100

X

Y

Z

IPE100

IPE300

L90X90X9HE240A

HE240A

HE160A

HE120A

HE120A

HE120A

HE160A

IPE120

L80X80X8

UPN240

L80X80X8

HE160A

HE120A

HE120A

HE120A

HE160A

HE240A

HE240AL60X60X6

X

Y

Z

36 / 47

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


IPE100

IPE300

L90X90X9HE240A

HE240A

HE160A

HE120A

HE120A

HE120A

HE160A

IPE120

L80X80X8

UPN240

L80X80X8

HE160A

HE120A

HE120A

HE120A

HE160A

HE240A

HE240AL60X60X6

X

Y

Z

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ALGIERS REFINERY



9952T-500 CN 1832 0451 0


3.0 PLAN VIEWS

3.1 PLATFORM AT EL. 104.0 m

3.2 PLAN AT EL. 106.1

HE100A

HE240A

HE100A

HE100A

HE240A

HE100AXY

Z

IPE120

HE400A

HE160AHE140AHE160AL60X60X6 HE240A HE240A IPE100L70X70X7 IPE100 IPE100

IPE120

HE400A

IPE100IPE120 IPE100IPE100 IPE120

HE160AL70X70X7HE160A HE140A

IPE100

HE400A

IPE100

IPE300IPE300 IPE300IPE300 IPE300 IPE300IPE300

IPE100IPE100 L70X70X7L70X70X7 HE160A

IPE100

HE160A IPE300IPE300 IPE100

HE400A HE400AHE400AIPE100 HE400A HE400A

IPE100

HE400A

L70X70X7 L70X70X7HE140A L70X70X7 L70X70X7L70X70X7

HE400A HE400A HE400AHE400A HE400A HE400A

IPE100

HE400A

IPE100 IPE100HE140A IPE100 UPN240

HE140AHE140AHE140A HE140A

L70X70X7

IPE120

IPE100 HE240A HE240A

L70X70X7 HE160AHE140AHE160A

IPE120 IPE100IPE120 IPE100

UPN240

IPE120IPE100

HE240AHE160A HE240A HE160AL70X70X7IPE100L70X70X7IPE100

XY

Z

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ALGIERS REFINERY



9952T-500 CN 1832 0451 0


HE100A

HE240A

HE100A

HE100A

HE240A

HE100AXY

Z

39 / 47

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


3.3 PLATFORM AT EL. 106.27

IPE100

IPE140IPE100

IPE140IPE140IPE140 L60X60X6

IPE100

IPE140

IPE140 IPE140L60X60X6 IPE140

IPE100

XY

Z

40 / 47

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


4.0 EQUIPMENT SUPPORTING PLATFORM

5.0 MANHOLE OPERATING PLATFORM

HE240A

HE240A

L80X80X8

HE240A

HE100A

L80X80X8

HE240A

HE240A

HE100A

HE240A

L80X80X8

HE100A

L80X80X8

HE240A

HE240A

HE100A

XY

Z

IPE100

L60X60X6

IPE100

IPE100

IPE100

IPE140

IPE140

IPE100

L80X80X8

IPE100

IPE140

L80X80X8

IPE140

L60X60X6

IPE140

IPE100

L80X80X8

IPE100

IPE140

L80X80X8

IPE100

IPE140

L60X60X6

L60X60X6

IPE100

IPE100

IPE140

IPE100

IPE140

L60X60X6

IPE100

IPE100

XY

Z

41 / 47

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


6.0 PIPE SUPPORTS FROM EQUIPMENT SUPPORTING PLATFORM & PLATFORM AT EL. 106.700

HE100AL60X60X6

IPE100

HE120A

HE100A

L60X60X6

IPE100

HE100AHE240A

HE100A

L80X80X8

HE240A

L80X80X8

IPE100HE100A

HE120A

IPE100

HE120A

L90X90X9

HE240A

HE100A

L80X80X8

HE100A

L80X80X8

HE240A

HE240A

HE100A

HE240AL80X80X8

IPE120

HE120A

L90X90X9

HE100A

L80X80X8

HE240A

HE240A

HE100A

XY

Z

IPE100

L60X60X6

IPE100

IPE100

IPE100

IPE140

IPE140

IPE100

L80X80X8

IPE100

IPE140

L80X80X8

IPE140

L60X60X6

IPE140

IPE100

L80X80X8

IPE100

IPE140

L80X80X8

IPE100

IPE140

L60X60X6

L60X60X6

IPE100

IPE100

IPE140

IPE100

IPE140

L60X60X6

IPE100

IPE100

XY

Z

39 / 47

ALGIERS REFINERY



9952T-500 CN 1832 0451 07 NODE / MEMBER NUMBERS

1.0 MEMBER NUMBERS


138

139

41

3

144

248

70

253 221 6104116254

262

222

278

251 219118 61213

276

16

145

198

267

62

277

22368

69

151

263

252

261

11 24214

37

211 220

269234

124224274 200 15 28

266

217

180

59

270

1

265

199

63225

10

231

119

25

275 64249 202

67

232

30

212

178

179

201 218

268

226

153

762

233

142

250

238

209

35

26121 193

264

33

188

128 75

36

125 14

235

137

241183

230

5

157

60

92

204 9957 210

243

239

80126

18

93

160

181

97

182

21

203132 216

32

191 6555

66

31

245

227

143

147

21512228

3423

129 100206229

149

8

205 98140

22

58 196

247

127 131 113133

159

187

20817

71

246

9190

148

72

237

195

158

189

114

115

152

42

236

136

242

146

207

155

73

244

24019

74

20

XY

Z

40 / 47

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


2.0 NODE NUMBERS

4

30

67

1113

1011138711

118

8

10097

126

69112

1

85389

122

88

117 120

36

72

9690125 99

26

83774

121

84110

89

119

80

91

52

2 42

106

95

24

65 12

107

103

27

82 41

16

33 45102

19

5

15

54

81

92 371068 98

25

7393

109

5534

75

71

60 86

70

6

105

9431

108

104

62

17

40

14

XY

Z

41 / 47

ALGIERS REFINERY



9952T-500 CN 1832 0451 0

8.0 DEFLECTION CHECK

CHECK FOR HORIZONTAL DEFLECTION

Top of Columns at EL 104.0 106.1 106.27 108.69

In STAAD model supports are at EL 100.2

Allowable horizontal sway H/200 where, H is the height from base(For Columns with Aircooler)

Allowable horizontal sway H/150 where, H is the height from base(For Columns without Aircooler)

Case 2 : For maximum horizontal deflection in Z direction

Joint no. Elevation Max. deflection Allowable deflection Check(m) Z (mm) mm

7 104 0.622 ( 104 - 100.2) x 1000 /150 = 25 OK 15426 106.1 2.971 ( 106.1 - 100.2) x 1000 /150 = 39.3 OK 15416 106.27 0.69 ( 106.27 - 100.2) x 1000 /150 = 40.5 OK 15489 108.69 3.783 ( 108.69 - 100.2) x 1000 /150 = 56.6 OK 154


Load Case

46 / 47

ALGIERS REFINERY



9952T-500 CN 1832 0451 010.0 SUPPORT REACTION

Node L/C Fx Fy Fz(KN) (KN) (KN)

1 10 DEAD LOAD (DL) 17.4 35.6 0.4

11 LIVE LOAD (LL) 22.3 33.8 -2.6

21 PIPE EMPTY LOAD (PE) 1.0 -0.2 -1.1

22 PIPE OPERATING LOAD (PO) 0.5 -0.6 -1.5

23 PIPE TEST LOAD (PT) -0.2 -2.4 -1.2

33 PRESURE RELEASE VALVE LOAD (PSV) 0.0 0.0 0.0

41 EQUIPMENT EMPTY LOAD (EE) 14.0 13.7 0.0

42 EQUIPMENT OPERATING LOAD (E0) 28.4 27.7 0.0

43 EQUIPMENT TEST LOAD ( ET) 23.1 22.6 0.0

44 EQUIPMENT THERMAL LOAD (TL3) 0.0 0.0 0.0

45 MAINTENANCE LOAD (ML) 0.0 0.0 0.0

51 PIPE THERMAL ANCHORAGE LOAD (TLX) -6.9 -7.4 -0.5

52 PIPE THERMAL ANCHORAGE LOAD (TLZ) -1.7 -12.7 -5.8

81 WIND LOAD IN +VE LONGITUDINAL DIRECTION (WL +L) -5.5 -7.3 -0.3

82 WIND LOAD IN -VE LONGITUDINAL DIRCETION (WL -L) 6.1 7.3 0.5

83 WIND LOAD IN +VE TRANSVERSE DIRCETION (WL +T) -5.2 -15.2 -5.2

84 WIND LOAD IN -VE TRANSVERSE DIRCETION (WL -T) 5.2 15.2 5.2

91 EARTHQUAKE LOAD IN LONGITUDINAL DIRECTION - (EL2 L) 37.8 49.7 7.7

92 EARTHQUAKE LOAD IN TRANSVERSE DIRECTION - (EL2 T) 24.2 70.8 24.94 10 DEAD LOAD (DL) -17.3 42.9 0.9

11 LIVE LOAD (LL) -22.2 49.3 -0.8

21 PIPE EMPTY LOAD (PE) -1.2 -3.1 -2.5

22 PIPE OPERATING LOAD (PO) -2.5 -1.3 576.0

23 PIPE TEST LOAD (PT) -0.1 -6.3 -3.4


41 EQUIPMENT EMPTY LOAD (EE) -14.0 20.3 0.0

42 EQUIPMENT OPERATING LOAD (E0) -28.4 41.1 0.0

43 EQUIPMENT TEST LOAD ( ET) -23.1 33.4 0.0



51 PIPE THERMAL ANCHORAGE LOAD (TLX) -6.6 7.8 0.7

52 PIPE THERMAL ANCHORAGE LOAD (TLZ) -1.8 -6.3 -4.2

81 WIND LOAD IN +VE LONGITUDINAL DIRECTION (WL +L) -4.6 7.3 1.0

82 WIND LOAD IN -VE LONGITUDINAL DIRCETION (WL -L) 4.5 -7.3 -1.4

83 WIND LOAD IN +VE TRANSVERSE DIRCETION (WL +T) 2.6 -18.7 -6.5

84 WIND LOAD IN -VE TRANSVERSE DIRCETION (WL -T) -2.6 18.7 6.5


92 EARTHQUAKE LOAD IN TRANSVERSE DIRECTION - (EL2 T) 10.9 72.3 29.0


47 / 47

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9952T-500 CN 1832 0451 0


5 10 DEAD LOAD (DL) 17.5 44.1 -0.4

11 LIVE LOAD (LL) 30.1 70.6 2.6

21 PIPE EMPTY LOAD (PE) 14.6 20.2 0.9

22 PIPE OPERATING LOAD (PO) 17.1 25.4 1.0

23 PIPE TEST LOAD (PT) 16.9 21.3 1.0


41 EQUIPMENT EMPTY LOAD (EE) 14.0 13.7 0.0

42 EQUIPMENT OPERATING LOAD (E0) 28.4 27.7 0.0

43 EQUIPMENT TEST LOAD ( ET) 23.1 22.6 0.0



51 PIPE THERMAL ANCHORAGE LOAD (TLX) 1.9 2.4 -0.6

52 PIPE THERMAL ANCHORAGE LOAD (TLZ) 1.7 12.7 -5.8

81 WIND LOAD IN +VE LONGITUDINAL DIRECTION (WL +L) -4.1 -4.6 -0.3

82 WIND LOAD IN -VE LONGITUDINAL DIRCETION (WL -L) 4.1 3.5 0.5

83 WIND LOAD IN +VE TRANSVERSE DIRCETION (WL +T) 5.2 15.2 -5.2

84 WIND LOAD IN -VE TRANSVERSE DIRCETION (WL -T) -5.2 -15.2 5.2


92 EARTHQUAKE LOAD IN TRANSVERSE DIRECTION - (EL2 T) 24.0 70.1 25.08 10 DEAD LOAD (DL) -17.5 45.4 -0.9

11 LIVE LOAD (LL) -30.1 70.7 0.8

21 PIPE EMPTY LOAD (PE) -14.3 52.6 2.6

22 PIPE OPERATING LOAD (PO) -17.4 74.2 0.1

23 PIPE TEST LOAD (PT) -16.5 65.5 3.5


41 EQUIPMENT EMPTY LOAD (EE) -14.0 20.3 0.0

42 EQUIPMENT OPERATING LOAD (E0) -28.4 41.1 0.0

43 EQUIPMENT TEST LOAD ( ET) -23.1 33.4 0.0



51 PIPE THERMAL ANCHORAGE LOAD (TLX) 3.7 -6.9 0.4

52 PIPE THERMAL ANCHORAGE LOAD (TLZ) 1.8 6.3 -4.2

81 WIND LOAD IN +VE LONGITUDINAL DIRECTION (WL +L) -3.2 4.6 -0.3

82 WIND LOAD IN -VE LONGITUDINAL DIRCETION (WL -L) 2.5 -3.5 0.4

83 WIND LOAD IN +VE TRANSVERSE DIRCETION (WL +T) -2.6 18.7 -6.5

84 WIND LOAD IN -VE TRANSVERSE DIRCETION (WL -T) 2.6 -18.7 6.5


92 EARTHQUAKE LOAD IN TRANSVERSE DIRECTION - (EL2 T) 11.1 73.3 29.0

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APPENDIX - A1 LOADING COMBINATION

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9952T-500 CN 1832 0451 0

Load Case No.Primary load Case Abbreviation10 Dead Load DL11 Live Load LL21 Deadweight of pipes at empty condition PE22 Deadweight of pipes at operating condition PO23 Deadweight of pipes at test condition PT33 Pressure Release Valve Load PSV41 Empty Weight Equipment EE42 Operating Weight of Equipment EO43 Hydrostatic Test Weight of Equipment ET44 Equipment Thermal expansion force Global design TL345 Maintainence Load ML51 Thermal Load X direction TLX52 Thermal Load Z direction TLZ81 Wind Load X direction + WLX+82 Wind Load X direction - WLX-83 Wind Load Z direction + WLZ+84 Wind Load Z direction - WLZ-91 Earthquake Load X direction + EQX+92 Earthquake Load X direction - EQX-93 Earthquake Load Z direction + EQZ+94 Earthquake Load Z direction - EQZ-

Note : X direction corresponds to NORTH


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9952T-500 CN 1832 0451 0


SERVICEABILITY LIMIT STATE

10 11 21 22 23 33 41 42 43 44 45 51 52 81 82 83 84 91 92 93 94

DL LL PE PO PT PSV EE EO ET TL3 ML TLX TLZ

ERECTION COMBINATIONS

FOR ALL MEMBERS

101 1.0 1.0 1.0 1.0 1.0

102 1.0 1.0 1.0 1.0 1.0

103 1.0 1.0 1.0 1.0 1.0

104 1.0 1.0 1.0 1.0 1.0

ONLY FOR SECONDARY BEAMS (GRATING SUPPORTING)

105 1.0 1.0 1.0 1.0 1.0 0.6

106 1.0 1.0 1.0 1.0 1.0 0.6

107 1.0 1.0 1.0 1.0 1.0 0.6

108 1.0 1.0 1.0 1.0 1.0 0.6

109 1.0 0.87 1.0 1.0 1.0 1.0

110 1.0 0.87 1.0 1.0 1.0 1.0

111 1.0 0.87 1.0 1.0 1.0 1.0

112 1.0 0.87 1.0 1.0 1.0 1.0

MAIN BEAMS / EQUIPMENT SUPPORTING BEAMS

113 1.0 0.5 1.0 1.0 1.0 0.6

114 1.0 0.5 1.0 1.0 1.0 0.6

115 1.0 0.5 1.0 1.0 1.0 0.6

116 1.0 0.5 1.0 1.0 1.0 0.6

117 1.0 0.44 1.0 1.0 1.0 1.0

118 1.0 0.44 1.0 1.0 1.0 1.0

119 1.0 0.44 1.0 1.0 1.0 1.0

120 1.0 0.44 1.0 1.0 1.0 1.0

ONLY FOR COULMNS

121 1.0 0.25 1.0 1.0 1.0 0.6

122 1.0 0.25 1.0 1.0 1.0 0.6

123 1.0 0.25 1.0 1.0 1.0 0.6

124 1.0 0.25 1.0 1.0 1.0 0.6

125 1.0 0.22 1.0 1.0 1.0 1.0

126 1.0 0.22 1.0 1.0 1.0 1.0

127 1.0 0.22 1.0 1.0 1.0 1.0

128 1.0 0.22 1.0 1.0 1.0 1.0

OPERATION COMBINATIONS

ONLY FOR SECONDARY BEAMS (GRATING SUPPORTING)

129 1.0 1.0 1.0 1.0 1.0 1.0

130 1.0 1.0 1.0 1.0 1.0 1.0 0.6

131 1.0 1.0 1.0 1.0 1.0 1.0 0.6

132 1.0 1.0 1.0 1.0 1.0 1.0 0.6

133 1.0 1.0 1.0 1.0 1.0 1.0 0.6

134 1.0 0.87 1.0 1.0 1.0 1.0 1.0

135 1.0 0.87 1.0 1.0 1.0 1.0 1.0

136 1.0 0.87 1.0 1.0 1.0 1.0 1.0

137 1.0 0.87 1.0 1.0 1.0 1.0 1.0

MAIN BEAMS / EQUIPMENT SUPPORTING BEAMS

LOA

D

CA

SE

WLX+

WLX-

WLZ+

WLZ-

EQX+

EQX-

EQZ+

EQZ-

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9952T-500 CN 1832 0451 0


138 1.0 0.5 1.0 1.0 1.0 1.0 1.0

139 1.0 0.5 1.0 1.0 1.0 1.0 1.0 0.6

140 1.0 0.5 1.0 1.0 1.0 1.0 1.0 0.6

10 11 21 22 23 33 41 42 43 44 45 51 52 81 82 83 84 91 92 93 94


141 1.0 0.5 1.0 1.0 1.0 1.0 1.0 0.6

142 1.0 0.5 1.0 1.0 1.0 1.0 1.0 0.6

143 1.0 0.44 1.0 1.0 1.0 1.0 1.0 1.0

144 1.0 0.44 1.0 1.0 1.0 1.0 1.0 1.0

145 1.0 0.44 1.0 1.0 1.0 1.0 1.0 1.0

146 1.0 0.44 1.0 1.0 1.0 1.0 1.0 1.0

FOR COLUMNS

147 1.0 0.25 1.0 1.0 1.0 1.0 1.0

148 1.0 0.25 1.0 1.0 1.0 1.0 1.0 0.6

149 1.0 0.25 1.0 1.0 1.0 1.0 1.0 0.6

150 1.0 0.25 1.0 1.0 1.0 1.0 1.0 0.6

151 1.0 0.25 1.0 1.0 1.0 1.0 1.0 0.6

152 1.0 0.22 1.0 1.0 1.0 1.0 1.0 1.0

153 1.0 0.22 1.0 1.0 1.0 1.0 1.0 1.0

154 1.0 0.22 1.0 1.0 1.0 1.0 1.0 1.0

155 1.0 0.22 1.0 1.0 1.0 1.0 1.0 1.0

TEST COMBINATIONS *

FOR MAIN BEAMS / EQUIPMENT SUPPORTING BEAMS / COLUMNS

156 1.0 1.0 1.0 1.0 0.5

157 1.0 1.0 1.0 1.0 0.5

158 1.0 1.0 1.0 1.0 0.5

159 1.0 1.0 1.0 1.0 0.5

160 1.0 1.0 1.0 1.0 0.5

161 1.0 1.0 1.0 1.0 0.5

162 1.0 1.0 1.0 1.0 0.5

163 1.0 1.0 1.0 1.0 0.5

* - For Test conditions, one pipe / eqpt shall be tested at a time. Hence one pipe / eqpt test load will be applicable and rest

shall be in empty condition. Also the pipe/eqpt for which test load is applied, empty load shall be deleted.

LOAD LIST TABLE

Description Applicable Load Combination Nos for SLS

1 Columns Design / Vertical Bracing 101 to 104 ; 121 to 128 ;147 to 163

2 101 to 104 ; 113 to 120 ;138 to 146; 156 to 163

3 Secondary Beams & Plan Bracing 101 to 112 ;129 to 137

LOA

D

CA

SE

WLX+

WLX-

WLZ+

WLZ-

EQX+

EQX-

EQZ+

EQZ-

Main Beams / Equipment supporting Beams

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ULTIMATE LIMIT STATE

For Member Design10 11 21 22 23 33 41 42 43 44 45 51 52 81 82 83 84 91 92 93 94


ERECTION CONDITION

201 1.0 1.0 1.0 1.0 1.5

202 1.0 1.0 1.0 1.0 1.5

203 1.0 1.0 1.0 1.0 1.5

204 1.0 1.0 1.0 1.0 1.5

OPERATING + WIND CONDITION

205 1.35 1.50 1.35 0.81 1.35 1.35 ### 1.35

206 1.35 1.30 1.35 1.35 1.35 ### 1.35 ###

207 1.35 1.30 1.35 1.35 1.35 ### 1.35 ###

208 1.35 1.30 1.35 1.35 1.35 ### 1.35 ###

209 1.35 1.30 1.35 1.35 1.35 ### 1.35 1.50

OPERATING + SEISMIC CONDITION

210 0.8 0.8 0.8 0.8 0.8 0.8 1.0

211 0.8 0.8 0.8 0.8 0.8 0.8 1.0

212 0.8 0.8 0.8 0.8 0.8 0.8 1.0

213 0.8 0.8 0.8 0.8 0.8 0.8 1.0

214 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.2

215 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.2

216 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.2

217 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.2

218 0.8 0.8 0.8 0.8 0.8 0.8 1.25

219 0.8 0.8 0.8 0.8 0.8 0.8 ###

220 0.8 0.8 0.8 0.8 0.8 0.8 ###

221 0.8 0.8 0.8 0.8 0.8 0.8 ###

222 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.25

223 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ###

224 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ###

225 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ###

TEST CONDITION

226 1.35 1.35 1.35 1.35 1.35 1.35

For Connection Forces 10 11 21 22 23 33 41 42 43 44 45 51 52 81 82 83 84 91 92 93 94


(OPERATION + SEISMIC) CONDITION

401 0.8 0.8 0.8 0.8 0.8 0.8 1.50

402 0.8 0.8 0.8 0.8 0.8 0.8 ###

403 0.8 0.8 0.8 0.8 0.8 0.8 ###

404 0.8 0.8 0.8 0.8 0.8 0.8 ###

405 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.50

406 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ###

407 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ###

LOA

D

CA

SE

WLX+

WLX-

WLZ+

WLZ-

EQX+

EQX-

EQZ+

EQZ-

LOA

D

CA

SE

WLX+

WLX-

WLZ+

WLZ-

EQX+

EQX-

EQZ+

EQZ-

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9952T-500 CN 1832 0451 0


408 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ###

Note : - This seismic combination shall be compared with erection and operation conditions

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APPENDIX - A2STADD OUTPUT

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9952T-500 CN 1832 0451 0


1. STAAD SPACEINPUT FILE: 9952T-500-CN-1832-0451-05.04.12.STD 2. START JOB INFORMATION 3. ENGINEER DATE 06.03.2012 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KN 7. JOINT COORDINATES 8. 1 0 0.2 0; 2 0 4 0; 3 8 4 0; 4 8 0.2 0; 5 0 0.2 4; 6 0 4 4; 7 8 4 4; 8 8 0.2 4 9. 9 3.555 4 0; 10 3.555 4 4; 11 6 4 0; 12 6 4 4; 14 0 6.27 4; 15 0 6.27 0 10. 16 1 6.27 0; 17 1 6.27 4; 19 8 8.699 2.925; 24 3.555 6.1 1.075 11. 25 3.555 6.1 2.925; 26 6 6.1 1.075; 27 6 6.1 2.925; 30 8 4 -1.2; 31 -1 4 4 12. 33 0 4 1.075; 34 0 4 2.925; 36 8 4 2.925; 37 4.1 4 4; 38 4.1 4 0; 40 0 4 5.5 13. 41 8 4 5.5; 42 6.87 4 4; 45 4.625 4 4; 52 8 6.35 2.925; 54 6.87 4 5.5 14. 55 4.625 4 5.5; 60 1 4 4; 62 1 4 5.5; 65 1 4 1.075; 67 8 2.8 0; 68 0 4 2 15. 69 8 4 2; 70 0 6.27 2; 71 0 2.5 4; 72 8 2.5 4; 73 1 4 2.925; 74 1 4 0 16. 75 1 6.27 2; 80 4.775 6.1 1.075; 81 4.775 6.1 2.925; 82 3.555 4 2.925 17. 83 3.555 4 1.075; 84 6 4 2.925; 85 6 4 1.075; 86 3.555 4 5.5; 87 8 4 1.075 18. 88 8 6.35 1.075; 89 8 8.699 1.075; 90 2.278 4 0; 91 2.278 4 1.075 19. 92 2.278 4 2.925; 93 2.278 4 4; 94 2.278 4 5.5; 95 4.625 4 2.925 20. 96 4.625 4 1.075; 97 4.625 4 0; 98 6 4 5.5; 99 6.87 4 2.925; 100 6.87 4 1.075 21. 101 6.87 4 0; 102 1 4 2; 103 0 5.135 0; 104 0 5.135 4; 105 1 5.135 4 22. 106 1 5.135 0; 107 1.4 6.27 0; 108 1.4 6.27 4; 109 1.4 6.27 2 23. MEMBER INCIDENCES 24. 1 1 2; 2 2 74; 3 3 67; 5 2 33; 6 3 87; 8 5 71; 9 6 60; 10 7 72; 11 9 38 25. 12 10 37; 14 12 42; 15 9 83; 16 11 85; 17 34 6; 18 103 15; 19 104 14; 20 14 17 26. 21 15 16; 22 15 70; 23 16 75; 24 69 36; 25 36 52; 26 83 82; 28 85 84; 30 83 24 27. 31 82 25; 32 24 25; 33 24 80; 34 25 81; 35 26 27; 36 84 27; 37 85 26; 41 30 3 28. 42 31 6; 55 33 68; 57 33 65; 58 34 73; 59 83 96; 60 82 95; 61 87 69; 62 85 100 29. 63 36 7; 64 84 99; 65 37 45; 66 5 37; 67 8 37; 68 38 97; 69 1 38; 70 4 38 30. 71 71 6; 72 31 71; 73 6 40; 74 40 62; 75 7 41; 76 42 7; 80 45 12; 92 52 19 31. 93 27 19; 97 54 41; 98 55 98; 99 42 54; 100 55 45; 104 100 3; 113 55 86 32. 114 60 62; 115 14 75; 116 11 101; 118 100 11; 119 74 90; 121 74 65; 124 97 83 33. 125 2 65; 126 65 102; 127 73 60; 128 65 91; 129 73 92; 131 60 93; 132 65 68 34. 133 73 6; 136 6 62; 137 7 54; 138 67 4; 139 30 67; 140 68 34; 142 1 68 35. 143 68 5; 144 69 4; 145 8 69; 146 70 14; 147 2 70; 148 6 70; 149 15 75 36. 151 72 8; 152 40 71; 153 41 72; 155 105 17; 157 106 16; 158 75 17; 159 60 75 37. 160 74 75; 178 80 26; 179 83 80; 180 85 80; 181 81 27; 182 82 81; 183 84 81 38. 186 30 11; 187 70 75; 188 2 106; 189 6 105; 190 31 34; 191 82 10; 193 84 12 39. 195 86 94; 196 10 86; 198 87 88; 199 88 89; 200 90 9; 201 91 83; 202 90 91 40. 203 92 82; 204 91 92; 205 93 10; 206 92 93; 207 94 62; 208 93 94; 209 95 84 STAAD SPACE -- PAGE NO. 2

41. 210 45 95; 211 96 85; 212 95 96; 213 97 11; 214 96 97; 215 98 54; 216 12 98 42. 217 99 36; 218 42 99; 219 100 87; 220 99 100; 221 101 3; 222 100 101 43. 223 11 96; 224 96 9; 225 83 90; 226 90 65; 227 68 102; 228 102 73; 229 68 73 44. 230 89 19; 231 52 88; 232 89 26; 233 88 19; 234 88 36; 235 2 103; 236 6 104 45. 237 60 105; 238 74 106; 239 106 15; 240 105 14; 241 103 106; 242 104 105 46. 243 16 107; 244 17 108; 245 107 109; 246 109 108; 247 75 109

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


47. **** 48. DEFINE MATERIAL START 49. ISOTROPIC STEEL 50. E 2.05E+008 51. POISSON 0.3 52. DENSITY 78.5 53. ALPHA 1.2E-005 54. DAMP 0.03 55. TYPE STEEL 56. STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2 57. END DEFINE MATERIAL 58. ***** 59. START GROUP DEFINITION 60. MEMBER 61. ****BRACING 62. _BL60X60X6 115 139 149 188 TO 190 240 63. _BL70X70X7 72 104 118 124 125 132 133 136 137 223 TO 226 229 64. _BL80X80X8 147 148 159 160 179 180 182 183 233 234 65. _BL90X90X9 93 152 153 232 66. _BHE120A 142 TO 145 67. _BHE160A 66 67 69 70 68. * 69. ****FIXED 70. _FHE240A 32 35 71. * 72. * 73. *****PINNED 74. _IPE100 20 21 42 57 58 62 64 114 187 196 202 204 206 208 210 212 214 - 75. 216 TO 220 222 227 231 241 242 247 76. _IPE120 33 34 59 60 128 129 178 181 201 203 209 211 230 77. _IPE140 22 23 146 158 239 243 TO 246 78. _IPE300 73 TO 75 97 79. _HE140A 121 127 80. _HE160A 5 6 17 63 99 100 81. _HE240A 15 16 191 193 82. _HE400A 2 9 76 221 83. _UPN240 41 84. * 85. JOINT 86. END GROUP DEFINITION 87. * 88. MEMBER PROPERTY EUROPEAN 89. ****BRACING 90. 115 139 149 188 TO 190 240 TABLE ST L60X60X6 91. 72 104 118 124 125 132 133 136 137 223 TO 226 229 TABLE ST L70X70X7 92. 147 148 159 160 179 180 182 183 233 234 TABLE ST L80X80X8 93. 93 152 153 232 TABLE ST L90X90X9 94. 142 TO 145 TABLE ST HE120A 95. 66 67 69 70 TABLE ST HE160A 96. * STAAD SPACE -- PAGE NO. 3

97. *

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98. *****COLUMN 99. 18 19 155 157 235 TO 238 TABLE ST IPE100 100. 25 92 198 199 TABLE ST HE120A 101. 1 3 8 10 71 138 151 TABLE ST HE240A 102. 30 31 36 37 TABLE ST HE240A 103. * 104. * 105. *****EL.104.00 106. 42 57 58 62 64 114 196 202 204 206 208 210 212 214 216 TO 220 222 - 107. 227 TABLE ST IPE100 108. 59 60 128 129 201 203 209 211 TABLE ST IPE120 109. 73 TO 75 97 98 113 195 207 215 TABLE ST IPE300 110. 121 126 127 228 TABLE ST HE140A 111. 5 6 17 24 55 61 63 99 100 140 TABLE ST HE160A 112. 15 16 26 28 191 193 TABLE ST HE240A 113. 2 9 11 12 14 65 68 76 80 116 119 131 200 205 213 221 TABLE ST HE400A 114. 186 TABLE ST UPN80 115. 41 TABLE ST UPN240 116. * 117. * 118. *****EL.105.135 119. 241 242 TABLE ST IPE100 120. * 121. *****EL.106.1 122. 33 34 178 181 TABLE ST IPE120 123. 32 35 TABLE ST HE240A 124. * 125. *****EL.106.27 126. 20 21 187 247 TABLE ST IPE100 127. 22 23 146 158 239 243 TO 246 TABLE ST IPE140 128. * 129. *****EL.106.35 130. 231 TABLE ST IPE100 131. * 132. *****EL.108.699 133. 230 TABLE ST IPE120 134. * 135. **** 136. CONSTANTS 137. BETA 90 MEMB 1 3 8 10 25 30 31 36 37 71 92 138 151 198 199 138. MATERIAL STEEL ALL 139. **** 140. SUPPORTS 141. *1 4 5 8 FIXED 142. 1 4 5 8 PINNED 143. MEMBER RELEASE 144. 2 5 6 9 15 16 20 TO 23 25 33 34 57 TO 60 62 64 66 67 69 70 73 TO 75 99 100 - 145. 114 121 128 129 142 TO 145 187 196 198 202 204 206 208 210 212 214 216 218 - 146. 220 222 227 230 231 241 242 245 247 START MY MZ 147. 17 20 21 57 58 63 66 67 69 70 76 97 99 100 114 127 142 TO 146 158 178 181 - 148. 187 191 193 196 201 TO 204 206 208 TO 212 214 216 TO 222 227 230 231 241 - 149. 242 246 247 END MY MZ 150. 41 42 END MZ

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9952T-500 CN 1832 0451 0


151. 30 31 36 37 235 TO 238 START MX MY MZ 152. **** STAAD SPACE -- PAGE NO. 4

153. MEMBER TRUSS 154. 72 93 104 115 118 124 125 132 133 136 137 139 147 TO 149 152 153 159 160 179 - 155. 180 182 183 186 188 TO 190 223 TO 226 229 232 TO 234 156. **** 157. MEMBER FIREPROOFING 158. 1 3 8 10 30 31 36 37 66 67 69 TO 71 138 142 TO 145 151 179 180 182 - 159. 183 FIRE BFP THICK 0.05 DENSITY 8 160. **** 161. CUT OFF MODE SHAPE 50 162. *************************************************************** 163. LOAD 91 EARTHQUAKE LOAD IN LONGITUDINAL DIRECTION - (EL2 L) 164. ********************DEAD LOAD************************************* 165. ****LOAD 10 DEAD LOAD (DL) 166. *************************************************************** 167. SELFWEIGHT X 1.05 168. MEMBER LOAD 169. 23 158 245 246 UNI GX 0.06 170. 16 28 99 193 216 218 220 222 UNI GX 0.131 171. 22 23 73 114 146 158 UNI GX 0.15 172. 15 26 100 191 196 210 212 214 UNI GX 0.161 173. 6 24 61 63 75 99 218 220 222 UNI GX 0.17 174. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GX 0.192 175. 16 28 100 193 210 212 214 216 UNI GX 0.207 176. ***********HANDRAIL********************************************** 177. 6 9 11 20 TO 22 24 41 61 63 68 73 TO 75 97 98 113 116 119 121 126 127 146 - 178. 195 200 207 213 215 221 228 243 TO 246 UNI GX 0.16 179. *********FIREPROOFING******************************************* 180. 5 6 17 24 55 61 63 140 UNI GX 0.4 181. 33 34 178 181 UNI GX 0.22 182. 15 16 26 28 32 35 191 193 UNI GX 0.73 183. 2 9 11 12 14 65 68 76 80 116 119 131 200 205 213 221 UNI GX 0.71 184. *********STAIRCASE********************************************** 185. 41 CON GX 1.92 0.1 186. 41 CON GX 1.92 1.1 187. *************************************************************** 188. *****LOAD 11 LIVE LOAD (LL) 189. MEMBER LOAD 190. 23 158 245 246 UNI GX 0.2 191. 16 28 99 193 216 218 220 222 UNI GX 0.435 192. 22 23 73 114 146 158 UNI GX 0.5 193. 15 26 100 191 196 210 212 214 UNI GX 0.535 194. 6 24 61 63 75 99 218 220 222 UNI GX 0.565 195. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GX 0.64 196. 16 28 100 193 210 212 214 216 UNI GX 0.69 197. 41 CON GX 6.84 0.1 198. 41 CON GX 6.84 1.1 199. *************************************************************** 200. *************************************************************** 201. ******LOAD 22 PIPE OPERATING LOAD (PO)

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9952T-500 CN 1832 0451 0


202. MEMBER LOAD 203. ****AS PER INPUT 204. 99 CON GX 44 0.45 205. 100 CON GX 25 1.05 206. **** 207. 230 CON GX 7.52 0.85 208. 230 CON GX 2.26 0.85 STAAD SPACE -- PAGE NO. 5

209. 230 CON GZ 2.26 0.85 210. ****UDL AS PER WI 211. 23 158 245 246 UNI GX 0.1 212. 16 28 99 193 216 218 220 222 UNI GX 0.22 213. 22 23 73 114 146 158 UNI GX 0.25 214. 15 26 100 191 196 210 212 214 UNI GX 0.27 215. 6 24 61 63 75 99 218 220 222 UNI GX 0.28 216. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GX 0.32 217. 16 28 100 193 210 212 214 216 UNI GX 0.35 218. ******************EQUIPMENT OPERATING WT.********************* 219. 32 35 CON GX 67.5 220. ********************DEAD LOAD********************************** 221. ****LOAD 10 DEAD LOAD (DL) 222. *************************************************************** 223. SELFWEIGHT Z 1.05 224. MEMBER LOAD 225. 23 158 245 246 UNI GZ 0.06 226. 16 28 99 193 216 218 220 222 UNI GZ 0.131 227. 22 23 73 114 146 158 UNI GZ 0.15 228. 15 26 100 191 196 210 212 214 UNI GZ 0.161 229. 6 24 61 63 75 99 218 220 222 UNI GZ 0.17 230. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GZ 0.192 231. 16 28 100 193 210 212 214 216 UNI GZ 0.207 232. ***********HANDRAIL********************************************** 233. 6 9 11 20 TO 22 24 41 61 63 68 73 TO 75 97 98 113 116 119 121 126 127 146 - 234. 195 200 207 213 215 221 228 243 TO 246 UNI GZ 0.16 235. *********FIREPROOFING******************************************* 236. 5 6 17 24 55 61 63 140 UNI GZ 0.4 237. 33 34 178 181 UNI GZ 0.22 238. 15 16 26 28 32 35 191 193 UNI GZ 0.73 239. 2 9 11 12 14 65 68 76 80 116 119 131 200 205 213 221 UNI GZ 0.71 240. *********STAIRCASE********************************************** 241. 41 CON GZ 1.92 0.1 242. 41 CON GZ 1.92 1.1 243. *************************************************************** 244. *****LOAD 11 LIVE LOAD (LL) 245. MEMBER LOAD 246. 23 158 245 246 UNI GZ 0.2 247. 16 28 99 193 216 218 220 222 UNI GZ 0.435 248. 22 23 73 114 146 158 UNI GZ 0.5 249. 15 26 100 191 196 210 212 214 UNI GZ 0.535 250. 6 24 61 63 75 99 218 220 222 UNI GZ 0.565 251. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GZ 0.64 252. 16 28 100 193 210 212 214 216 UNI GZ 0.69

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253. 41 CON GZ 6.84 0.1 254. 41 CON GZ 6.84 1.1 255. *************************************************************** 256. *************************************************************** 257. ******LOAD 22 PIPE OPERATING LOAD (PO) 258. MEMBER LOAD 259. ****AS PER INPUT 260. 99 CON GZ 44 0.45 261. 100 CON GZ 25 1.05 262. **** 263. 230 CON GZ 7.52 0.85 264. 230 CON GZ 2.26 0.85 STAAD SPACE -- PAGE NO. 6

265. 230 CON GZ 2.26 0.85 266. ****UDL AS PER WI 267. 23 158 245 246 UNI GZ 0.1 268. 16 28 99 193 216 218 220 222 UNI GZ 0.22 269. 22 23 73 114 146 158 UNI GZ 0.25 270. 15 26 100 191 196 210 212 214 UNI GZ 0.27 271. 6 24 61 63 75 99 218 220 222 UNI GZ 0.28 272. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GZ 0.32 273. 16 28 100 193 210 212 214 216 UNI GZ 0.35 274. ******************EQUIPMENT OPERATING WT.********************* 275. 32 35 CON GZ 68.75 276. *************************************************************** 277. SPECTRUM SRSS X 1.334 ACC SCALE 9.81 DAMP 0.05 LIN SAVE 278. *************************************************************** 279. 0 0.38; 0.15 0.38; 0.3 0.38; 0.5 0.38; 0.75 0.29; 1 0.24; 1.5 0.18; 2 0.149 280. 2.5 0.128; 3 0.114 281. LOAD 92 EARTHQUAKE LOAD IN TRANSVERSE DIRECTION - (EL2 T) 282. *************************************************************** 283. SPECTRUM SRSS Z 1.036 ACC SCALE 9.81 DAMP 0.05 LIN SAVE 284. *************************************************************** 285. *************************************************************** 286. *PERFORM ANALYSIS 287. *CHANGE 288. *INACTIVE MEMBER 66 67 69 70 142 TO 145 147 148 159 160 179 180 182 183 289. *************************************************************** 290. 0 0.38; 0.15 0.38; 0.3 0.38; 0.5 0.38; 0.75 0.29; 1 0.24; 1.5 0.18; 2 0.149 291. 2.5 0.128; 3 0.114 292. LOAD 10 DEAD LOAD (DL) 293. *************************************************************** 294. SELFWEIGHT Y -1.05 295. MEMBER LOAD 296. 23 158 245 246 UNI GY -0.06 297. 16 28 99 193 216 218 220 222 UNI GY -0.131 298. 22 23 73 114 146 158 UNI GY -0.15 299. 15 26 100 191 196 210 212 214 UNI GY -0.161 300. 6 24 61 63 75 99 218 220 222 UNI GY -0.17 301. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GY -0.192 302. 16 28 100 193 210 212 214 216 UNI GY -0.207 303. ***********HANDRAIL**********************************************

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304. 6 9 11 20 TO 22 24 41 61 63 68 73 TO 75 97 98 113 116 119 121 126 127 146 - 305. 195 200 207 213 215 221 228 243 TO 246 UNI GY -0.16 306. *********FIREPROOFING******************************************* 307. 5 6 17 24 55 61 63 140 UNI GY -0.4 308. 33 34 178 181 UNI GY -0.22 309. 15 16 26 28 32 35 191 193 UNI GY -0.73 310. 2 9 11 12 14 65 68 76 80 116 119 131 200 205 213 221 UNI GY -0.71 311. *********STAIRCASE********************************************** 312. 41 CON GY -1.92 0.1 313. 41 CON GY -1.92 1.1 314. *************************************************************** 315. LOAD 11 LIVE LOAD (LL) 316. MEMBER LOAD 317. 23 158 245 246 UNI GY -1. 318. 16 28 99 193 216 218 220 222 UNI GY -2.175 319. 22 23 73 114 146 158 UNI GY -2.5 320. 15 26 100 191 196 210 212 214 UNI GY -2.675 STAAD SPACE -- PAGE NO. 7

321. 6 24 61 63 75 99 218 220 222 UNI GY -2.825 322. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GY -3.2 323. 16 28 100 193 210 212 214 216 UNI GY -3.45 324. 41 CON GY -6.84 0.1 325. 41 CON GY -6.84 1.1 326. *************************************************************** 327. *************************************************************** 328. LOAD 21 PIPE EMPTY LOAD (PE) 329. MEMBER LOAD 330. ****AS PER INPUT 331. 99 CON GY -36 0.45 332. 100 CON GY -23 1.05 333. ****UDL AS PER WI 334. 23 158 245 246 UNI GY -0.05 335. 16 28 99 193 216 218 220 222 UNI GY -0.11 336. 22 23 73 114 146 158 UNI GY -0.13 337. 15 26 100 191 196 210 212 214 UNI GY -0.13 338. 6 24 61 63 75 99 218 220 222 UNI GY -0.14 339. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GY -0.16 340. 16 28 100 193 210 212 214 216 UNI GY -0.17 341. *************************************************************** 342. *************************************************************** 343. LOAD 22 PIPE OPERATING LOAD (PO) 344. MEMBER LOAD 345. ****AS PER INPUT 346. 99 CON GY -44 0.45 347. 100 CON GY -25 1.05 348. **** 349. 230 CON GY -7.52 0.85 350. 230 CON GX 2.26 0.85 351. 230 CON GZ 2.26 0.85 352. ****UDL AS PER WI 353. 23 158 245 246 UNI GY -0.1 354. 16 28 99 193 216 218 220 222 UNI GY -0.22

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355. 22 23 73 114 146 158 UNI GY -0.25 356. 15 26 100 191 196 210 212 214 UNI GY -0.27 357. 6 24 61 63 75 99 218 220 222 UNI GY -0.28 358. 15 26 114 121 126 127 191 196 202 204 206 208 228 UNI GY -0.32 359. 16 28 100 193 210 212 214 216 UNI GY -0.35 360. *************************************************************** 361. *************************************************************** 362. LOAD 23 PIPE TEST LOAD (PT) 363. MEMBER LOAD 364. 99 CON GY -50 0.45 365. 100 CON GY -28 1.05 366. *************************************************************** 367. LOAD 33 PRESURE RELEASE VALVE LOAD (PSV) 368. *************************************************************** 369. LOAD 41 EQUIPMENT EMPTY LOAD (EE) 370. MEMBER LOAD 371. 32 35 CON GY -34 372. *************************************************************** 373. *************************************************************** 374. LOAD 42 EQUIPMENT OPERATING LOAD (E0) 375. MEMBER LOAD 376. 32 35 CON GY -68.75 STAAD SPACE -- PAGE NO. 8

377. *************************************************************** 378. *************************************************************** 379. LOAD 43 EQUIPMENT TEST LOAD ( ET) 380. MEMBER LOAD 381. 32 35 CON GY -56 382. *************************************************************** 383. *************************************************************** 384. LOAD 45 MAINTENANCE LOAD (ML) 385. *************************************************************** 386. LOAD 51 PIPE THERMAL ANCHORAGE LOAD (TLX) 387. MEMBER LOAD 388. 100 CON GY 2 1.05 389. 100 CON GX -12 1.05 390. 99 CON GY 2 0.45 391. JOINT LOAD 392. 68 69 FX 10 393. LOAD 52 PIPE THERMAL ANCHORAGE LOAD (TLZ) 394. JOINT LOAD 395. 37 38 FZ 10 396. ************************************************************** 397. *PERFORM ANALYSIS 398. *CHANGE 399. *************************************************************** 400. LOAD 44 EQUIPMENT THERMAL LOAD (TL3) 401. MEMBER LOAD 402. 35 CON GX 20.63 403. 32 CON GX -20.63 404. *************************************************************** 405. ***************************************************************

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406. LOAD 81 WIND LOAD IN +VE LONGITUDINAL DIRECTION (WL +L) 407. *****EQUIPMENT 408. MEMBER LOAD 409. 35 CON GX 3.95 0.925 410. 32 CON GY 1.72 0.925 411. 35 CON GY -1.72 0.925 { Since This is Single Storey 412. ******STRUCTURE Structure with Equipment 413. 1 3 8 10 71 138 151 UNI GX 0.156 mounted at top, wind load 414. JOINT LOAD applied as per Cl.5.1.2 of 415. 2 6 14 15 FX 1.88 9952T-000-WI-1700-0001} 416. 19 52 88 89 FX 0.9 417. *************************************************************** 418. *************************************************************** 419. LOAD 82 WIND LOAD IN -VE LONGITUDINAL DIRCETION (WL -L) 420. *****EQUIPMENT 421. MEMBER LOAD 422. 35 CON GX -3.95 0.925 423. 32 CON GY 1.72 0.925 424. 35 CON GY -1.72 0.925 425. ******STRUCTURE 426. 1 3 8 10 71 138 151 UNI GX -0.156 427. JOINT LOAD 428. 36 52 87 88 FX -0.83 429. 19 52 88 89 FX -0.9 430. 16 17 60 74 FX -1.01 431. *************************************************************** 432. *************************************************************** STAAD SPACE -- PAGE NO. 9

433. LOAD 83 WIND LOAD IN +VE TRANSVERSE DIRCETION (WL +T) 434. *****EQUIPMENT 435. MEMBER LOAD 436. 32 35 CON GZ 5.4 0.925 437. 32 35 CMOM GX 5.77 0.925 438. ******STRUCTURE 439. 1 3 8 10 71 138 151 UNI GZ 0.163 440. JOINT LOAD 441. 24 26 83 85 FZ 1.15 442. 2 74 103 106 FZ 0.22 443. 15 16 103 106 FZ 0.24 444. 87 88 FZ 0.89 445. 88 89 FZ 1.03 446. *************************************************************** 447. *************************************************************** 448. LOAD 84 WIND LOAD IN -VE TRANSVERSE DIRCETION (WL -T) 449. *****EQUIPMENT 450. MEMBER LOAD 451. 32 35 CON GZ -5.4 0.925 452. 32 35 CMOM GX -5.77 0.925 453. 1 3 8 10 71 138 151 UNI GZ -0.163 454. ******STRUCTURE 455. JOINT LOAD 456. 25 27 82 84 FZ -1.15

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457. 6 60 104 105 FZ -0.22 458. 14 17 104 105 FZ -0.24 459. 36 52 FZ -0.89 460. 19 52 FZ -1.03 461. *************************************************************** 462. ******############################## LOAD COMBINATIONS ###################### 463. ******#################################### FOR ############################## 464. ****############# LIMIT STATE OF SERVICEABILITY FOR STABILITY / DEFLECTION ### 465. **** 466. ***//ERECTION COMBINATIONS 467. ***//FOR ALL MEMBERS 468. LOAD COMB 101 1DL + 1PE + 1EE + 1ML + 1WLX+ 469. 10 1.0 21 1.0 41 1.0 45 1.0 81 1.0 470. LOAD COMB 102 1DL + 1PE + 1EE + 1ML + 1WLX - 471. 10 1.0 21 1.0 41 1.0 45 1.0 82 1.0 472. LOAD COMB 103 1DL + 1PE + 1EE + 1ML + 1WLZ+ 473. 10 1.0 21 1.0 41 1.0 45 1.0 83 1.0 474. LOAD COMB 104 1DL + 1PE + 1EE + 1ML + 1WLZ - 475. 10 1.0 21 1.0 41 1.0 45 1.0 84 1.0 476. ***//FOR SECONDARY BEAMS (GRATING SUPPORTING) & EQUIPMENT SUPPORTING BEAMS 477. LOAD COMB 105 1DL + 1LL + 1PE + 1EE + 1ML + 0.6WLX+ 478. 10 1.0 11 1.0 21 1.0 41 1.0 45 1.0 81 0.6 479. LOAD COMB 106 1DL + 1LL + 1PE + 1EE + 1ML + 0.6WLX - 480. 10 1.0 11 1.0 21 1.0 41 1.0 45 1.0 82 0.6 481. LOAD COMB 107 1DL + 1LL + 1PE + 1EE + 1ML + 0.6WLZ+ 482. 10 1.0 11 1.0 21 1.0 41 1.0 45 1.0 83 0.6 483. LOAD COMB 108 1DL + 1LL + 1PE + 1EE + 1ML + 0.6WLZ - 484. 10 1.0 11 1.0 21 1.0 41 1.0 45 1.0 84 0.6 485. LOAD COMB 109 1DL + 0.87LL + 1PE + 1EE + 1ML + 1WLX+ 486. 10 1.0 11 0.87 21 1.0 41 1.0 45 1.0 81 1.0 487. LOAD COMB 110 1DL + 0.87LL + 1PE + 1EE + 1ML + 1WLX - 488. 10 1.0 11 0.87 21 1.0 41 1.0 45 1.0 82 1.0 STAAD SPACE -- PAGE NO. 10

489. LOAD COMB 111 1DL + 0.87LL + 1PE + 1EE + 1ML + 1WLZ+ 490. 10 1.0 11 0.87 21 1.0 41 1.0 45 1.0 83 1.0 491. LOAD COMB 112 1DL + 0.87LL + 1PE + 1EE + 1ML + 1WLZ - 492. 10 1.0 11 0.87 21 1.0 41 1.0 45 1.0 84 1.0 493. ***//FOR MAIN BEAMS 494. LOAD COMB 113 1DL + 0.5LL + 1PE + 1EE + 1ML + 0.6WLX+ 495. 10 1.0 11 0.5 21 1.0 41 1.0 45 1.0 81 0.6 496. LOAD COMB 114 1DL + 0.5LL + 1PE + 1EE + 1ML + 0.6WLX - 497. 10 1.0 11 0.5 21 1.0 41 1.0 45 1.0 82 0.6 498. LOAD COMB 115 1DL + 0.5LL + 1PE + 1EE + 1ML + 0.6WLZ+ 499. 10 1.0 11 0.5 21 1.0 41 1.0 45 1.0 83 0.6 500. LOAD COMB 116 1DL + 0.5LL + 1PE + 1EE + 1ML + 0.6WLZ - 501. 10 1.0 11 0.5 21 1.0 41 1.0 45 1.0 84 0.6 502. LOAD COMB 117 1DL + 0.435LL + 1PE + 1EE + 1ML + 1WLX+ 503. 10 1.0 11 0.435 21 1.0 41 1.0 45 1.0 81 1.0 504. LOAD COMB 118 1DL + 0.435LL + 1PE + 1EE + 1ML + 1WLX - 505. 10 1.0 11 0.435 21 1.0 41 1.0 45 1.0 82 1.0 506. LOAD COMB 119 1DL + 0.435LL + 1PE + 1EE + 1ML + 1WLZ+ 507. 10 1.0 11 0.435 21 1.0 41 1.0 45 1.0 83 1.0

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508. LOAD COMB 120 1DL + 0.435LL + 1PE + 1EE + 1ML + 1WLZ - 509. 10 1.0 11 0.435 21 1.0 41 1.0 45 1.0 84 1.0 510. ***//ONLY FOR COLUMNS 511. LOAD COMB 121 1DL + 0.25LL + 1PE + 1EE + 1ML + 0.6WLX+ 512. 10 1.0 11 0.25 21 1.0 41 1.0 45 1.0 81 0.6 513. LOAD COMB 122 1DL + 0.25LL + 1PE + 1EE + 1ML + 0.6WLX - 514. 10 1.0 11 0.25 21 1.0 41 1.0 45 1.0 82 0.6 515. LOAD COMB 123 1DL + 0.25LL + 1PE + 1EE + 1ML + 0.6WLZ+ 516. 10 1.0 11 0.25 21 1.0 41 1.0 45 1.0 83 0.6 517. LOAD COMB 124 1DL + 0.25LL + 1PE + 1EE + 1ML + 0.6WLZ - 518. 10 1.0 11 0.25 21 1.0 41 1.0 45 1.0 84 0.6 519. LOAD COMB 125 1DL + 0.2175LL + 1PE + 1EE + 1ML + 1WLX+ 520. 10 1.0 11 0.2175 21 1.0 41 1.0 45 1.0 81 1.0 521. LOAD COMB 126 1DL + 0.2175LL + 1PE + 1EE + 1ML + 1WLX - 522. 10 1.0 11 0.2175 21 1.0 41 1.0 45 1.0 82 1.0 523. LOAD COMB 127 1DL + 0.2175LL + 1PE + 1EE + 1ML + 1WLZ+ 524. 10 1.0 11 0.2175 21 1.0 41 1.0 45 1.0 83 1.0 525. LOAD COMB 128 1DL + 0.2175LL + 1PE + 1EE + 1ML + 1WLZ - 526. 10 1.0 11 0.2175 21 1.0 41 1.0 45 1.0 84 1.0 527. ***//OPERATION COMBINATIONS - FOR SECONDARY BEAMS (GRATING SUPPORTING) & EQUIPM 528. LOAD COMB 129 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ 529. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 530. LOAD COMB 130 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLX+ 531. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 81 0.6 532. LOAD COMB 131 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLX - 533. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 82 0.6 534. LOAD COMB 132 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLZ+ 535. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 83 0.6 536. LOAD COMB 133 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLZ - 537. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 84 0.6 538. LOAD COMB 134 1DL + 0.87LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLX+ 539. 10 1.0 11 0.87 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 81 1.0 540. LOAD COMB 135 1DL + 0.87LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLX - 541. 10 1.0 11 0.87 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 82 1.0 542. LOAD COMB 136 1DL + 0.87LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLZ+ 543. 10 1.0 11 0.87 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 83 1.0 544. LOAD COMB 137 1DL + 0.87LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLZ - STAAD SPACE -- PAGE NO. 11

545. 10 1.0 11 0.87 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 84 1.0 546. ***//FOR MAIN BEAMS 547. LOAD COMB 138 1DL + 0.5LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ 548. 10 1.0 11 0.5 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 549. LOAD COMB 139 1DL + 0.5LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLX+ 550. 10 1.0 11 0.5 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 81 0.6 551. LOAD COMB 140 1DL + 0.5LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLX - 552. 10 1.0 11 0.5 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 82 0.6 553. LOAD COMB 141 1DL + 0.5LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLZ+ 554. 10 1.0 11 0.5 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 83 0.6 555. LOAD COMB 142 1DL + 0.5LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLZ - 556. 10 1.0 11 0.5 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 84 0.6 557. LOAD COMB 143 1DL + 0.435LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLX+ 558. 10 1.0 11 0.435 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 81 1.0

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559. LOAD COMB 144 1DL + 0.435LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLX - 560. 10 1.0 11 0.435 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 82 1.0 561. LOAD COMB 145 1DL + 0.435LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLZ+ 562. 10 1.0 11 0.435 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 83 1.0 563. LOAD COMB 146 1DL + 0.435LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLZ - 564. 10 1.0 11 0.435 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 84 1.0 565. ***//FOR COLUMNS 566. LOAD COMB 147 1DL + 0.25LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ 567. 10 1.0 11 0.25 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 568. LOAD COMB 148 1DL + 0.25LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLX+ 569. 10 1.0 11 0.25 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 81 0.6 570. LOAD COMB 149 1DL + 0.25LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLX - 571. 10 1.0 11 0.25 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 82 0.6 572. LOAD COMB 150 1DL + 0.25LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLZ+ 573. 10 1.0 11 0.25 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 83 0.6 574. LOAD COMB 151 1DL + 0.25LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.6WLZ - 575. 10 1.0 11 0.25 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 84 0.6 576. LOAD COMB 152 1DL + 0.2175LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLX+ 577. 10 1.0 11 0.2175 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 81 1.0 578. LOAD COMB 153 1DL + 0.2175LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLX - 579. 10 1.0 11 0.2175 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 82 1.0 580. LOAD COMB 154 1DL + 0.2175LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1WLZ+ 581. 10 1.0 11 0.2175 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 83 1.0 582. LOAD COMB 155 ### 583. 10 1.0 11 0.2175 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 84 1.0 584. ***//TEST COMBINATIONS - FOR ALL MEMBERS 585. LOAD COMB 156 1DL + 1PE + 1PT + 1EE + 0.5WLX+ 586. 10 1.0 21 1.0 23 1.0 41 1.0 81 0.5 587. LOAD COMB 157 1DL + 1PE + 1PT + 1EE + 0.5WLX - 588. 10 1.0 21 1.0 23 1.0 41 1.0 82 0.5 589. LOAD COMB 158 1DL + 1PE + 1PT + 1EE + 0.5WLZ+ 590. 10 1.0 21 1.0 23 1.0 41 1.0 83 0.5 591. LOAD COMB 159 1DL + 1PE + 1PT + 1EE + 0.5WLZ - 592. 10 1.0 21 1.0 23 1.0 41 1.0 84 0.5 593. LOAD COMB 160 1DL + 1PE + 1EE + 1ET + 0.5WLX+ 594. 10 1.0 21 1.0 41 1.0 43 1.0 81 0.5 595. LOAD COMB 161 1DL + 1PE + 1EE + 1ET + 0.5WLX - 596. 10 1.0 21 1.0 41 1.0 43 1.0 82 0.5 597. LOAD COMB 162 1DL + 1PE + 1EE + 1ET + 0.5WLZ+ 598. 10 1.0 21 1.0 41 1.0 43 1.0 83 0.5 599. LOAD COMB 163 1DL + 1PE + 1EE + 1ET + 0.5WLZ - 600. 10 1.0 21 1.0 41 1.0 43 1.0 84 0.5 STAAD SPACE -- PAGE NO. 12

601. **** 602. ******####### ### 603. ******#################################### FOR ############################ 604. ****########################### ULTIMATE LIMIT STATE DESIGN ################ 605. **** 606. ***//ERECTION CONDITION 607. LOAD COMB 201 1DL + 1PE + 1EE + 1ML + 1.5WLX+ 608. 10 1.0 21 1.0 41 1.0 45 1.0 81 1.5 609. LOAD COMB 202 1DL + 1PE + 1EE + 1ML + 1.5WLX -

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610. 10 1.0 21 1.0 41 1.0 45 1.0 82 1.5 611. LOAD COMB 203 1DL + 1PE + 1EE + 1ML + 1.5WLZ+ 612. 10 1.0 21 1.0 41 1.0 45 1.0 83 1.5 613. LOAD COMB 204 1DL + 1PE + 1EE + 1ML + 1.5WLZ - 614. 10 1.0 21 1.0 41 1.0 45 1.0 84 1.5 615. ***//OPERATING + WIND CONDITION 616. **1.35TLX + 1.35TLZ 617. LOAD COMB 205 1.35DL + 1.5LL + 1.35PO + 0.81PSV + 1.35EO + 1.35TL3 + 618. 10 1.35 11 1.5 22 1.35 33 0.81 42 1.35 44 1.35 51 1.35 52 1.35 619. **1.35TLZ + 1.5WLX+ 620. LOAD COMB 206 1.35DL + 1.3LL + 1.35PO + 1.35EO + 1.35TL3 + 1.35TLX + 621. 10 1.35 11 1.3 22 1.35 42 1.35 44 1.35 51 1.35 52 1.35 81 1.5 622. **1.35TLZ + 1.5WLX - 623. LOAD COMB 207 1.35DL + 1.3LL + 1.35PO + 1.35EO + 1.35TL3 + 1.35TLX + 624. 10 1.35 11 1.3 22 1.35 42 1.35 44 1.35 51 1.35 52 1.35 82 1.5 625. **1.5WLZ+ 626. LOAD COMB 208 1.35DL + 1.3LL + 1.35PO + 1.35EO + 1.35TL3 + 1.35TLX + 1.35TLZ + 627. 10 1.35 11 1.3 22 1.35 42 1.35 44 1.35 51 1.35 52 1.35 83 1.5 628. **1.5WLZ - 629. LOAD COMB 209 1.35DL + 1.3LL + 1.35PO + 1.35EO + 1.35TL3 + 1.35TLX + 1.35TLZ + 630. 10 1.35 11 1.3 22 1.35 42 1.35 44 1.35 51 1.35 52 1.35 84 1.5 631. ***//OPERATING + SEISMIC CONDITION 632. **+0.3EQZ+ 633. LOAD COMB 210 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 1EQX+ 634. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 1.0 92 0.3 635. **-0.3EQZ - 636. LOAD COMB 211 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 1EQX+ 637. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 1.0 92 -0.3 638. **+0.3EQZ+ 639. LOAD COMB 212 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 1EQX - 640. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -1.0 92 0.3 641. **-0.3EQZ - 642. LOAD COMB 213 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 1EQX - 643. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -1.0 92 -0.3 644. **+1EQZ+ 645. LOAD COMB 214 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 0.3EQX+ 646. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 0.3 92 1.0 647. **+1EQZ+ 648. LOAD COMB 215 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 0.3EQX - 649. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -0.3 92 1.0 650. **-1EQZ - 651. LOAD COMB 216 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 0.3EQX+ 652. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 0.3 92 -1.0 653. **-1EQZ - 654. LOAD COMB 217 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 0.3EQX - 655. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -0.3 92 -1.0 656. **0.36EQZ+ STAAD SPACE -- PAGE NO. 13

657. LOAD COMB 218 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1.2EQX+ + 658. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 1.2 92 0.36 659. **0.36EQZ - 660. LOAD COMB 219 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1.2EQX+ -

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661. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 1.2 92 -0.36 662. **0.36EQZ+ 663. LOAD COMB 220 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 1.2EQX- + 664. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -1.2 92 0.36 665. **0.36EQZ - 666. LOAD COMB 221 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 1.2EQX- - 667. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -1.2 92 -0.36 668. **1.2EQZ+ 669. LOAD COMB 222 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.36EQX+ + 670. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 0.36 92 1.2 671. **1.2EQZ+ 672. LOAD COMB 223 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 0.36EQX- + 673. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -0.36 92 1.2 674. **1.2EQZ - 675. LOAD COMB 224 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.36EQX+ - 676. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 0.36 92 -1.2 677. **1.2EQZ - 678. LOAD COMB 225 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 0.36EQX- - 679. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -0.36 92 -1.2 680. **0.375EQZ+ 681. LOAD COMB 226 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 1.25EQX+ + 682. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 1.25 92 0.375 683. **0.375EQZ - 684. LOAD COMB 227 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 1.25EQX+ - 685. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 1.25 92 -0.375 686. **0.375EQZ+ 687. LOAD COMB 228 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 1.25EQX- + 688. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -1.25 92 0.375 689. **0.375EQZ - 690. LOAD COMB 229 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 1.25EQX- - 691. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -1.25 92 -0.375 692. **1.25EQZ+ 693. LOAD COMB 230 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 0.375EQX+ + 694. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 0.375 92 1.25 695. **1.25EQZ+ 696. LOAD COMB 231 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 0.375EQX- + 697. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -0.375 92 1.25 698. **1.25EQZ - 699. LOAD COMB 232 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 0.375EQX+ - 700. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 0.375 92 -1.25 701. **1.25EQZ - 702. LOAD COMB 233 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 0.375EQX- - 703. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -0.375 92 -1.25 704. LOAD COMB 234 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1.25EQX+ +0.375EQZ+ 705. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 1.25 92 0.375 706. LOAD COMB 235 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1.25EQX+ -0.375EQZ - 707. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 1.25 92 -0.375 708. LOAD COMB 236 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 1.25EQX- +0.375EQZ+ 709. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -1.25 92 0.375 710. LOAD COMB 237 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 1.25EQX- -0.375EQZ - 711. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -1.25 92 -0.375 712. LOAD COMB 238 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.375EQX+ +1.25EQZ+ STAAD SPACE -- PAGE NO. 14

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713. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 0.375 92 1.25 714. LOAD COMB 239 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 0.375EQX- +1.25EQZ+ 715. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -0.375 92 1.25 716. LOAD COMB 240 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.375EQX+ -1.25EQZ - 717. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 0.375 92 -1.25 718. LOAD COMB 241 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 0.375EQX- -1.25EQZ - 719. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -0.375 92 -1.25 720. ***//TEST CONDITION 721. LOAD COMB 242 1.35DL + 1.35LL + 1.35PE + 1.35PT + 1.35EE + 1.35ET 722. 10 1.35 11 1.35 21 1.35 23 1.35 41 1.35 43 1.35 723. ***//(OPERATING + SEISMIC CONDITION) FOR CONNECTION FORCES 724. *0.45EQZ+ 725. LOAD COMB 401 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 1.5EQX+ + 726. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 1.5 92 0.45 727. **0.45EQZ - 728. LOAD COMB 402 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 1.5EQX+ - 729. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 1.5 92 -0.45 730. **0.45EQZ+ 731. LOAD COMB 403 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 1.5EQX- + 732. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -1.5 92 0.45 733. **0.45EQZ - 734. LOAD COMB 404 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 1.5EQX- - 735. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -1.5 92 -0.45 736. **1.5EQZ+ 737. LOAD COMB 405 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 0.45EQX+ + 738. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 0.45 92 1.5 739. **1.5EQZ+ 740. LOAD COMB 406 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 0.45EQX- + 741. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -0.45 92 1.5 742. **1.5EQZ - 743. LOAD COMB 407 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ + 0.45EQX+ - 744. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 0.45 92 -1.5 745. **1.5EQZ - 746. LOAD COMB 408 0.8DL + 0.8PO + 0.8EO + 0.8TL3 + 0.8TLX + 0.8TLZ - 0.45EQX- - 747. 10 0.8 22 0.8 42 0.8 44 0.8 51 0.8 52 0.8 91 -0.45 92 -1.5 748. LOAD COMB 409 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1.5EQX+ + 0.45EQZ+ 749. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 1.5 92 0.45 750. LOAD COMB 410 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 1.5EQX+ - 0.45EQZ - 751. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 1.5 92 -0.45 752. LOAD COMB 411 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 1.5EQX- + 0.45EQZ+ 753. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -1.5 92 0.45 754. LOAD COMB 412 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 1.5EQX- - 0.45EQZ - 755. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -1.5 92 -0.45 756. LOAD COMB 413 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.45EQX+ + 1.5EQZ+ 757. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 0.45 92 1.5 758. LOAD COMB 414 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 0.45EQX- + 1.5EQZ+ 759. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -0.45 92 1.5 760. LOAD COMB 415 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ + 0.45EQX+ - 1.5EQZ - 761. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 0.45 92 -1.5 762. LOAD COMB 416 1DL + 1LL + 1PO + 1EO + 1TL3 + 1TLX + 1TLZ - 0.45EQX- - 1.5EQZ - 763. 10 1.0 11 1.0 22 1.0 42 1.0 44 1.0 51 1.0 52 1.0 91 -0.45 92 -1.5 764. *10% INCREASED FOR CONNECTION DESIGN *****

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765. *LOAD COMB 401 0.88DL + 0.88PO + 0.88EO + 0.88TL3 + 0.88TLX + 0.88TLZ + 1.65EQX 766. *10 0.88 22 0.88 42 0.88 44 0.88 51 0.88 52 0.88 91 1.65 92 0.495 767. **-0.495EQZ 768. *LOAD COMB 402 0.88DL + 0.88PO + 0.88EO + 0.88TL3 + 0.88TLX + 0.88TLZ + 1.65EQX STAAD SPACE -- PAGE NO. 15

769. *10 0.88 22 0.88 42 0.88 44 0.88 51 0.88 52 0.88 91 1.65 92 -0.495 770. **+0.495EQZ 771. *LOAD COMB 403 0.88DL + 0.88PO + 0.88EO + 0.88TL3 + 0.88TLX + 0.88TLZ - 1.65EQX 772. *10 0.88 22 0.88 42 0.88 44 0.88 51 0.88 52 0.88 91 -1.65 92 0.495 773. **-0.495EQZ 774. *LOAD COMB 404 0.88DL + 0.88PO + 0.88EO + 0.88TL3 + 0.88TLX + 0.88TLZ - 1.65EQX 775. *10 0.88 22 0.88 42 0.88 44 0.88 51 0.88 52 0.88 91 -1.65 92 -0.495 776. **+0.495EQX 777. *LOAD COMB 405 0.88DL + 0.88PO + 0.88EO + 0.88TL3 + 0.88TLX + 0.88TLZ + 1.65EQZ 778. *10 0.88 22 0.88 42 0.88 44 0.88 51 0.88 52 0.88 92 1.65 91 0.495 779. **-0.495EQX 780. *LOAD COMB 406 0.88DL + 0.88PO + 0.88EO + 0.88TL3 + 0.88TLX + 0.88TLZ + 1.65EQZ 781. *10 0.88 22 0.88 42 0.88 44 0.88 51 0.88 52 0.88 92 1.65 91 -0.495 782. **+0.495EQX 783. *LOAD COMB 407 0.88DL + 0.88PO + 0.88EO + 0.88TL3 + 0.88TLX + 0.88TLZ - 1.65EQZ 784. *10 0.88 22 0.88 42 0.88 44 0.88 51 0.88 52 0.88 92 -1.65 91 0.495 785. **-0.495EQX 786. *LOAD COMB 408 0.88DL + 0.88PO + 0.88EO + 0.88TL3 + 0.88TLX + 0.88TLZ - 1.65EQZ 787. *10 0.88 22 0.88 42 0.88 44 0.88 51 0.88 52 0.88 92 -1.65 91 -0.495 788. **+ 1.65EQX +0.495EQZ 789. *LOAD COMB 409 1.1DL + 1.1LL + 1.1PO + 1.1EO + 1.1TL3 + 1.1TLX + 1.1TLZ 790. *10 1.0 11 1.1 22 1.1 42 1.1 44 1.1 51 1.1 52 1.1 91 1.65 92 0.495 791. **+ 1.65EQX - 0.495EQZ 792. *LOAD COMB 410 1.1DL + 1.1LL + 1.1PO + 1.1EO + 1.1TL3 + 1.1TLX + 1.1TLZ 793. *10 1.0 11 1.1 22 1.1 42 1.1 44 1.1 51 1.1 52 1.1 91 1.65 92 -0.495 794. **- 1.65EQX + 0.495EQZ 795. *LOAD COMB 411 1.1DL + 1.1LL + 1.1PO + 1.1EO + 1.1TL3 + 1.1TLX + 1.1TLZ 796. *10 1.1 11 1.1 22 1.1 42 1.1 44 1.1 51 1.1 52 1.1 91 -1.65 92 0.495 797. **- 1.65EQX - 0.495EQZ 798. *LOAD COMB 412 1.1DL + 1.1LL + 1.1PO + 1.1EO + 1.1TL3 + 1.1TLX + 1.1TLZ 799. *10 1.1 11 1.1 22 1.1 42 1.1 44 1.1 51 1.1 52 1.1 91 -1.65 92 -0.495 800. **+ 1.65EQZ + 0.495EQX 801. *LOAD COMB 413 1.1DL + 1.1LL + 1.1PO + 1.1EO + 1.1TL3 + 1.1TLX + 1.1TLZ 802. *10 1.1 11 1.1 22 1.1 42 1.1 44 1.1 51 1.1 52 1.1 92 1.65 91 0.495 803. **+ 1.65EQZ - 0.495EQX 804. *LOAD COMB 414 1.1DL + 1.1LL + 1.1PO + 1.1EO + 1.1TL3 + 1.1TLX + 1.1TLZ 805. *10 1.1 11 1.1 22 1.1 42 1.1 44 1.1 51 1.1 52 1.1 92 1.65 91 -0.495 806. **- 1.65EQZ + 0.495EQX 807. *LOAD COMB 415 1.1DL + 1.1LL + 1.1PO + 1.1EO + 1.1TL3 + 1.1TLX + 1.1TLZ 808. *10 1.1 11 1.1 22 1.1 42 1.1 44 1.1 51 1.1 52 1.1 92 -1.65 91 0.495 809. **- 1.65EQZ - 0.495EQX 810. *LOAD COMB 416 1.1DL + 1.1LL + 1.1PO + 1.1EO + 1.1TL3 + 1.1TLX + 1.1TLZ 811. *10 1.1 11 1.1 22 1.1 42 1.1 44 1.1 51 1.1 52 1.1 92 -1.65 91 -0.495 812. **************************************************************************** 813. PERFORM ANALYSIS PRINT STATICS CHECK STAAD SPACE -- PAGE NO. 16

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P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 77/ 165/ 4

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 72/ 13/ 84 DOF TOTAL PRIMARY LOAD CASES = 19, TOTAL DEGREES OF FREEDOM = 450 SIZE OF STIFFNESS MATRIX = 38 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 13.2/ 21969.9 MB

STAAD SPACE -- PAGE NO. 17

* 7 TRIVIAL MASS TERMS SET TO ZERO. NUMBER OF MODES REQUESTED = 50 NUMBER OF EXISTING MASSES IN THE MODEL = 164 NUMBER OF MODES THAT WILL BE USED = 50


CALCULATED FREQUENCIES FOR LOAD CASE 91 MODE FREQUENCY(CYCLES/SEC) PERIOD(SEC) ACCURACY 1 0.957 1.04472 1.964E-16 2 3.326 0.30071 3.906E-16 3 3.790 0.26383 0.000E+00 4 3.975 0.25155 3.645E-16 5 4.213 0.23735 1.622E-16 6 5.807 0.17221 1.708E-16 7 5.876 0.17018 5.004E-16 8 7.568 0.13213 2.011E-16 9 7.981 0.12529 0.000E+00 10 8.178 0.12227 0.000E+00 11 9.252 0.10809 0.000E+00 12 10.681 0.09363 2.019E-16 13 11.862 0.08430 1.310E-15 14 11.976 0.08350 3.212E-16 15 13.100 0.07633 2.685E-16 16 13.521 0.07396 2.520E-16 17 14.394 0.06948 4.448E-16 18 15.050 0.06645 2.034E-16 19 15.213 0.06573 3.982E-16 20 18.517 0.05400 1.344E-16 21 19.729 0.05069 7.103E-16 22 20.619 0.04850 0.000E+00 23 20.914 0.04781 4.214E-16

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24 23.449 0.04265 3.352E-16 25 24.700 0.04049 0.000E+00 26 26.365 0.03793 1.326E-16 27 28.167 0.03550 4.646E-16 28 31.136 0.03212 1.141E-15 29 33.149 0.03017 1.677E-16 30 33.552 0.02980 6.549E-16 31 34.318 0.02914 0.000E+00 32 37.350 0.02677 3.964E-16 33 38.469 0.02599 1.619E-15 34 38.657 0.02587 4.933E-16 35 39.519 0.02530 1.180E-16 36 39.851 0.02509 0.000E+00 37 40.774 0.02453 1.552E-15 38 50.786 0.01969 1.715E-15 39 54.949 0.01820 5.249E-15 40 57.302 0.01745 2.034E-13 41 62.962 0.01588 3.598E-13 42 68.699 0.01456 9.289E-12 43 78.103 0.01280 2.744E-10 44 83.793 0.01193 9.240E-10 45 84.699 0.01181 1.090E-10 46 89.241 0.01121 2.450E-09 47 97.381 0.01027 2.447E-08 48 98.961 0.01010 8.114E-08 49 100.793 0.00992 3.565E-08 50 101.892 0.00981 3.436E-07 STAAD SPACE -- PAGE NO. 19

The following Frequencies are estimates that were calculated. These are for information only and will not be used. Remaining values are either above the cut off mode/freq values or are of low accuracy. To use these frequencies, rerun with a higher cutoff mode (or mode + freq) value. CALCULATED FREQUENCIES FOR LOAD CASE 91 MODE FREQUENCY(CYCLES/SEC) PERIOD(SEC) ACCURACY 51 105.618 0.00947 4.473E-08 52 105.804 0.00945 2.393E-07 53 105.912 0.00944 1.413E-08 54 106.391 0.00940 4.250E-08 55 109.166 0.00916 8.489E-07 56 115.596 0.00865 4.601E-06 57 118.239 0.00846 6.964E-06 58 121.568 0.00823 4.223E-06 59 125.109 0.00799 1.302E-05 60 125.866 0.00794 7.784E-06 61 129.007 0.00775 3.098E-05 62 130.919 0.00764 1.038E-05 63 133.393 0.00750 3.779E-05

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RESPONSE LOAD CASE 91 MODAL WEIGHT (MODAL MASS TIMES g) IN KN GENERALIZED MODE X Y Z WEIGHT 1 7.548163E-06 2.850289E-28 2.874412E+00 2.755851E+00 2 3.055859E-02 2.529077E-22 2.615259E+02 7.692595E+01 3 1.776214E+00 4.126861E-21 3.206160E-02 1.565786E+02 4 1.805298E+02 6.867174E-19 8.704010E-02 1.437368E+02 5 3.504211E-01 5.735236E-20 1.314496E+01 1.691701E+01 6 1.713358E-12 6.088520E-35 2.166045E-11 2.769493E+00 7 1.497501E-03 1.159139E-23 3.244450E+00 2.879007E+00 8 6.258197E-01 9.902579E-21 1.018103E+00 9.965977E-01 9 2.125098E-01 1.033536E-20 6.061688E+01 1.996702E+01 10 2.300908E+00 1.465134E-20 6.110409E+01 5.055854E+01 11 9.503974E-01 2.958111E-20 5.144317E-02 6.511435E-01 12 7.972911E-02 4.232394E-22 6.873844E-02 2.993062E-01 13 6.073130E+01 6.048984E-22 3.087181E+00 5.268433E-01 14 6.144154E+01 9.907602E-21 1.551298E+00 4.541588E-01 15 1.220747E+01 8.922093E-20 9.807390E-02 1.140761E+01 16 1.380156E-01 4.217732E-19 1.561727E+00 2.085628E+01 17 8.780748E+00 2.982239E-18 4.302411E-01 1.235359E+01 STAAD SPACE -- PAGE NO. 20

18 1.143889E-02 4.917622E-21 5.298663E-01 1.550132E-01 19 7.013547E-08 3.264500E-21 4.749956E-01 1.541542E-01 20 6.195403E+01 1.418782E-19 1.490204E+01 6.613103E+01 21 2.792754E+01 7.818726E-20 1.477132E+01 4.080693E+01 22 2.151487E-03 1.224101E-20 6.369853E-03 4.235628E+00 23 5.548179E-02 1.190175E-21 1.489599E-03 3.880094E+00 24 1.278552E+00 3.262501E-20 2.010814E-02 3.967518E+00 25 3.135008E+00 2.372140E-22 3.324494E-01 1.748832E+01 26 2.621898E+00 1.040950E-21 9.201959E-04 2.142335E+01 27 2.361716E+00 1.112312E-20 5.701346E-02 2.051876E+01 28 2.891340E-02 2.786954E-21 1.027482E-02 8.317760E+00 29 2.528974E+00 2.797433E-20 5.241991E-01 7.016541E+00 30 5.545672E-04 2.725804E-21 4.868558E-01 3.357554E+00 31 1.007463E+00 2.723960E-20 1.132650E-02 5.523719E+00 32 1.360421E+00 2.653890E-19 9.075548E-02 1.820749E+01 33 7.160255E-01 9.025593E-20 1.052388E-01 6.346212E+00 34 5.651450E-02 1.606499E-19 1.996406E-03 1.376868E+02 35 1.605797E-01 1.209448E-20 1.541697E-02 1.138111E+01 36 4.412169E-02 6.735991E-20 6.555846E-04 1.468878E+02 37 2.637654E-01 7.798185E-19 3.547142E-03 7.799960E+00

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


38 7.105366E-02 9.209937E-20 8.639354E-02 2.737187E+01 39 2.339258E-02 1.327288E-21 1.002670E-01 1.600992E+01 40 2.080008E-03 7.247773E-20 1.636560E-02 5.412215E+01 41 4.105639E-02 1.279589E-21 8.252519E-04 1.163925E+01 42 6.883108E-03 6.227733E-21 6.682797E-02 1.666165E+01 43 1.611078E-01 3.000425E-19 5.260464E-03 1.917789E+01 44 8.225215E-02 5.444462E-19 8.879757E-04 1.878104E+01 45 6.804778E-04 4.919521E-18 1.155979E-03 1.971033E+00 46 8.855971E-05 1.004082E-18 4.825788E-04 2.967213E+01 47 4.976786E-03 3.534363E-20 3.779132E-03 1.846050E+01 48 1.471997E-03 3.927897E-19 7.446894E-03 3.690260E+01 49 1.840743E-03 2.525272E-19 2.395221E-03 2.927473E+01 50 2.050435E-03 1.732904E-18 1.792899E-04 2.014874E+01 SRSS MODAL COMBINATION METHOD USED. DYNAMIC WEIGHT X Y Z 4.361590E+02 1.516688E-07 4.431790E+02 KN MISSING WEIGHT X Y Z -8.801437E-02 -1.516688E-07 -4.331516E-02 KN MODAL WEIGHT X Y Z 4.360710E+02 1.539517E-17 4.431357E+02 KN MODE ACCELERATION-G DAMPING ---- -------------- ------- 1 0.23471 0.05000 2 0.38013 0.05000 3 0.38013 0.05000 4 0.38013 0.05000 5 0.38013 0.05000 6 0.38013 0.05000 7 0.38013 0.05000 8 0.38013 0.05000 9 0.38013 0.05000 STAAD SPACE -- PAGE NO. 21

MODE ACCELERATION-G DAMPING ---- -------------- ------- 10 0.38013 0.05000 11 0.38013 0.05000 12 0.38013 0.05000 13 0.38013 0.05000 14 0.38013 0.05000 15 0.38013 0.05000 16 0.38013 0.05000 17 0.38013 0.05000 18 0.38013 0.05000 19 0.38013 0.05000

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20 0.38013 0.05000 21 0.38013 0.05000 22 0.38013 0.05000 23 0.38013 0.05000 24 0.38013 0.05000 25 0.38013 0.05000 26 0.38013 0.05000 27 0.38013 0.05000 28 0.38013 0.05000 29 0.38013 0.05000 30 0.38013 0.05000 31 0.38013 0.05000 32 0.38013 0.05000 33 0.38013 0.05000 34 0.38013 0.05000 35 0.38013 0.05000 36 0.38013 0.05000 37 0.38013 0.05000 38 0.38013 0.05000 39 0.38013 0.05000 40 0.38013 0.05000 41 0.38013 0.05000 42 0.38013 0.05000 43 0.38013 0.05000 44 0.38013 0.05000 45 0.38013 0.05000 46 0.38013 0.05000 47 0.38013 0.05000 48 0.38013 0.05000 49 0.38013 0.05000 50 0.38013 0.05000 STAAD SPACE -- PAGE NO. 22

MODAL BASE ACTIONS FORCES IN KN LENGTH IN METE ----------------------------------------------------------- MOMENTS ARE ABOUT THE ORIGIN MODE PERIOD FX FY FZ MX MY MZ 1 1.045 0.00 0.00 0.00 0.01 0.00 0.00 2 0.301 0.02 0.00 1.43 8.09 -6.93 -0.08 3 0.264 0.90 0.00 -0.12 -1.26 12.60 -5.53 4 0.252 91.55 0.00 -2.01 -13.88 195.90 -551.32 5 0.237 0.18 0.00 1.09 9.21 -8.50 -1.07 6 0.172 0.00 0.00 0.00 0.00 0.00 0.00 7 0.170 0.00 0.00 0.04 0.16 -0.17 0.00 8 0.132 0.32 0.00 0.40 1.67 -3.70 -2.25 9 0.125 0.11 0.00 -1.82 -6.18 12.01 -0.48 10 0.122 1.17 0.00 6.01 19.71 -15.38 -4.71 11 0.108 0.48 0.00 -0.11 -0.56 1.10 -3.10 12 0.094 0.04 0.00 -0.04 -0.30 -0.35 -0.17

ALGIERS REFINERY



9952T-500 CN 1832 0451 0


13 0.084 30.80 0.00 -6.94 -29.40 135.98 -131.82 14 0.083 31.16 0.00 -4.95 -15.51 164.17 -134.85 15 0.076 6.19 0.00 0.55 4.96 43.41 -36.51 16 0.074 0.07 0.00 0.24 0.65 -6.88 -1.15 17 0.069 4.45 0.00 0.99 3.21 -18.59 -33.47 18 0.066 0.01 0.00 0.04 0.18 -0.31 -0.06 19 0.066 0.00 0.00 0.00 0.00 0.00 0.00 20 0.054 31.42 0.00 15.41 67.35 -3.66 -99.44 21 0.051 14.16 0.00 -10.30 -48.20 24.22 -45.54 22 0.048 0.00 0.00 0.00 -0.01 0.17 0.04 23 0.048 0.03 0.00 0.00 -0.04 0.35 -0.03 24 0.043 0.65 0.00 0.08 0.00 2.99 -3.52 25 0.040 1.59 0.00 0.52 1.56 8.24 -6.57 26 0.038 1.33 0.00 0.02 1.14 -1.03 -5.61 27 0.036 1.20 0.00 0.19 -1.10 -1.17 -5.23 28 0.032 0.01 0.00 -0.01 -0.01 -0.34 -0.04 29 0.030 1.28 0.00 -0.58 -0.78 7.86 -4.99 30 0.030 0.00 0.00 -0.01 0.01 0.02 0.00 31 0.029 0.51 0.00 -0.05 -0.47 0.86 -1.94 32 0.027 0.69 0.00 -0.18 -0.25 3.13 -3.15 33 0.026 0.36 0.00 0.14 0.74 -0.29 -1.55 34 0.026 0.03 0.00 0.01 0.03 0.03 -0.20 35 0.025 0.08 0.00 -0.03 -0.79 0.06 -0.38 36 0.025 0.02 0.00 0.00 -0.10 0.06 -0.12 37 0.025 0.13 0.00 -0.02 -0.23 0.29 -0.05 38 0.020 0.04 0.00 0.04 0.12 -0.42 -0.13 39 0.018 0.01 0.00 -0.02 0.33 -0.02 -0.05 40 0.017 0.00 0.00 0.00 0.01 -0.02 0.00 41 0.016 0.02 0.00 0.00 -0.01 -0.03 -0.08 42 0.015 0.00 0.00 0.01 -0.01 -0.01 -0.01 43 0.013 0.08 0.00 -0.01 -0.07 0.06 -0.34 44 0.012 0.04 0.00 0.00 0.00 0.00 -0.16 45 0.012 0.00 0.00 0.00 0.00 0.01 0.00 46 0.011 0.00 0.00 0.00 0.00 0.00 0.00 47 0.010 0.00 0.00 0.00 0.03 0.00 -0.01 STAAD SPACE -- PAGE NO. 23

MODAL BASE ACTIONS FORCES IN KN LENGTH IN METE ----------------------------------------------------------- MOMENTS ARE ABOUT THE ORIGIN MODE PERIOD FX FY FZ MX MY MZ 48 0.010 0.00 0.00 0.00 -0.01 0.01 0.00 49 0.010 0.00 0.00 0.00 -0.01 -0.01 -0.01 50 0.010 0.00 0.00 0.00 -0.01 0.00 0.00 STAAD SPACE -- PAGE NO. 24

MASS PARTICIPATION FACTORS IN PERCENT BASE SHEAR IN KN

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-------------------------------------- ------------------ MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z 1 0.00 0.00 0.65 0.000 0.000 0.649 0.00 0.00 0.00 2 0.01 0.00 59.01 0.007 0.000 59.660 0.02 0.00 0.00 3 0.41 0.00 0.01 0.414 0.000 59.667 0.90 0.00 0.00 4 41.39 0.00 0.02 41.805 0.000 59.687 91.55 0.00 0.00 5 0.08 0.00 2.97 41.885 0.000 62.653 0.18 0.00 0.00 6 0.00 0.00 0.00 41.885 0.000 62.653 0.00 0.00 0.00 7 0.00 0.00 0.73 41.886 0.000 63.385 0.00 0.00 0.00 8 0.14 0.00 0.23 42.029 0.000 63.615 0.32 0.00 0.00 9 0.05 0.00 13.68 42.078 0.000 77.292 0.11 0.00 0.00 10 0.53 0.00 13.79 42.605 0.000 91.080 1.17 0.00 0.00 11 0.22 0.00 0.01 42.823 0.000 91.092 0.48 0.00 0.00 12 0.02 0.00 0.02 42.842 0.000 91.107 0.04 0.00 0.00 13 13.92 0.00 0.70 56.766 0.000 91.804 30.80 0.00 0.00 14 14.09 0.00 0.35 70.853 0.000 92.154 31.16 0.00 0.00 15 2.80 0.00 0.02 73.652 0.000 92.176 6.19 0.00 0.00 16 0.03 0.00 0.35 73.683 0.000 92.528 0.07 0.00 0.00 17 2.01 0.00 0.10 75.696 0.000 92.625 4.45 0.00 0.00 18 0.00 0.00 0.12 75.699 0.000 92.745 0.01 0.00 0.00 19 0.00 0.00 0.11 75.699 0.000 92.852 0.00 0.00 0.00 20 14.20 0.00 3.36 89.903 0.000 96.215 31.42 0.00 0.00 21 6.40 0.00 3.33 96.307 0.000 99.548 14.16 0.00 0.00 22 0.00 0.00 0.00 96.307 0.000 99.549 0.00 0.00 0.00 23 0.01 0.00 0.00 96.320 0.000 99.549 0.03 0.00 0.00 24 0.29 0.00 0.00 96.613 0.000 99.554 0.65 0.00 0.00 25 0.72 0.00 0.08 97.332 0.000 99.629 1.59 0.00 0.00 26 0.60 0.00 0.00 97.933 0.000 99.629 1.33 0.00 0.00 27 0.54 0.00 0.01 98.474 0.000 99.642 1.20 0.00 0.00 28 0.01 0.00 0.00 98.481 0.000 99.644 0.01 0.00 0.00 29 0.58 0.00 0.12 99.061 0.000 99.763 1.28 0.00 0.00 30 0.00 0.00 0.11 99.061 0.000 99.873 0.00 0.00 0.00 31 0.23 0.00 0.00 99.292 0.000 99.875 0.51 0.00 0.00 32 0.31 0.00 0.02 99.604 0.000 99.896 0.69 0.00 0.00 33 0.16 0.00 0.02 99.768 0.000 99.919 0.36 0.00 0.00 34 0.01 0.00 0.00 99.781 0.000 99.920 0.03 0.00 0.00 35 0.04 0.00 0.00 99.818 0.000 99.923 0.08 0.00 0.00 36 0.01 0.00 0.00 99.828 0.000 99.923 0.02 0.00 0.00 37 0.06 0.00 0.00 99.888 0.000 99.924 0.13 0.00 0.00 38 0.02 0.00 0.02 99.905 0.000 99.944 0.04 0.00 0.00 39 0.01 0.00 0.02 99.910 0.000 99.966 0.01 0.00 0.00 40 0.00 0.00 0.00 99.910 0.000 99.970 0.00 0.00 0.00 41 0.01 0.00 0.00 99.920 0.000 99.970 0.02 0.00 0.00 42 0.00 0.00 0.02 99.921 0.000 99.985 0.00 0.00 0.00 43 0.04 0.00 0.00 99.958 0.000 99.986 0.08 0.00 0.00 44 0.02 0.00 0.00 99.977 0.000 99.987 0.04 0.00 0.00 45 0.00 0.00 0.00 99.977 0.000 99.987 0.00 0.00 0.00 46 0.00 0.00 0.00 99.977 0.000 99.987 0.00 0.00 0.00 47 0.00 0.00 0.00 99.979 0.000 99.988 0.00 0.00 0.00 STAAD SPACE -- PAGE NO. 25

ALGIERS REFINERY



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MASS PARTICIPATION FACTORS IN PERCENT BASE SHEAR IN KN -------------------------------------- ------------------ MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z 48 0.00 0.00 0.00 99.979 0.000 99.990 0.00 0.00 0.00 49 0.00 0.00 0.00 99.979 0.000 99.990 0.00 0.00 0.00 50 0.00 0.00 0.00 99.980 0.000 99.990 0.00 0.00 0.00 --------------------------- TOTAL SRSS SHEAR 107.50 0.00 0.00 TOTAL 10PCT SHEAR 122.56 0.00 0.00 TOTAL ABS SHEAR 221.13 0.00 0.00 RESPONSE LOAD CASE 92 MODAL WEIGHT (MODAL MASS TIMES g) IN KN GENERALIZED MODE X Y Z WEIGHT 1 7.548163E-06 2.850289E-28 2.874412E+00 2.755851E+00 2 3.055859E-02 2.529077E-22 2.615259E+02 7.692595E+01 3 1.776214E+00 4.126861E-21 3.206160E-02 1.565786E+02 4 1.805298E+02 6.867174E-19 8.704010E-02 1.437368E+02 5 3.504211E-01 5.735236E-20 1.314496E+01 1.691701E+01 6 1.713358E-12 6.088520E-35 2.166045E-11 2.769493E+00 7 1.497501E-03 1.159139E-23 3.244450E+00 2.879007E+00 8 6.258197E-01 9.902579E-21 1.018103E+00 9.965977E-01 9 2.125098E-01 1.033536E-20 6.061688E+01 1.996702E+01 10 2.300908E+00 1.465134E-20 6.110409E+01 5.055854E+01 11 9.503974E-01 2.958111E-20 5.144317E-02 6.511435E-01 12 7.972911E-02 4.232394E-22 6.873844E-02 2.993062E-01 13 6.073130E+01 6.048984E-22 3.087181E+00 5.268433E-01 14 6.144154E+01 9.907602E-21 1.551298E+00 4.541588E-01 15 1.220747E+01 8.922093E-20 9.807390E-02 1.140761E+01 16 1.380156E-01 4.217732E-19 1.561727E+00 2.085628E+01 17 8.780748E+00 2.982239E-18 4.302411E-01 1.235359E+01 18 1.143889E-02 4.917622E-21 5.298663E-01 1.550132E-01 19 7.013547E-08 3.264500E-21 4.749956E-01 1.541542E-01 20 6.195403E+01 1.418782E-19 1.490204E+01 6.613103E+01 21 2.792754E+01 7.818726E-20 1.477132E+01 4.080693E+01 22 2.151487E-03 1.224101E-20 6.369853E-03 4.235628E+00 23 5.548179E-02 1.190175E-21 1.489599E-03 3.880094E+00 24 1.278552E+00 3.262501E-20 2.010814E-02 3.967518E+00 STAAD SPACE -- PAGE NO. 26

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25 3.135008E+00 2.372140E-22 3.324494E-01 1.748832E+01 26 2.621898E+00 1.040950E-21 9.201959E-04 2.142335E+01 27 2.361716E+00 1.112312E-20 5.701346E-02 2.051876E+01 28 2.891340E-02 2.786954E-21 1.027482E-02 8.317760E+00 29 2.528974E+00 2.797433E-20 5.241991E-01 7.016541E+00 30 5.545672E-04 2.725804E-21 4.868558E-01 3.357554E+00 31 1.007463E+00 2.723960E-20 1.132650E-02 5.523719E+00 32 1.360421E+00 2.653890E-19 9.075548E-02 1.820749E+01 33 7.160255E-01 9.025593E-20 1.052388E-01 6.346212E+00 34 5.651450E-02 1.606499E-19 1.996406E-03 1.376868E+02 35 1.605797E-01 1.209448E-20 1.541697E-02 1.138111E+01 36 4.412169E-02 6.735991E-20 6.555846E-04 1.468878E+02 37 2.637654E-01 7.798185E-19 3.547142E-03 7.799960E+00 38 7.105366E-02 9.209937E-20 8.639354E-02 2.737187E+01 39 2.339258E-02 1.327288E-21 1.002670E-01 1.600992E+01 40 2.080008E-03 7.247773E-20 1.636560E-02 5.412215E+01 41 4.105639E-02 1.279589E-21 8.252519E-04 1.163925E+01 42 6.883108E-03 6.227733E-21 6.682797E-02 1.666165E+01 43 1.611078E-01 3.000425E-19 5.260464E-03 1.917789E+01 44 8.225215E-02 5.444462E-19 8.879757E-04 1.878104E+01 45 6.804778E-04 4.919521E-18 1.155979E-03 1.971033E+00 46 8.855971E-05 1.004082E-18 4.825788E-04 2.967213E+01 47 4.976786E-03 3.534363E-20 3.779132E-03 1.846050E+01 48 1.471997E-03 3.927897E-19 7.446894E-03 3.690260E+01 49 1.840743E-03 2.525272E-19 2.395221E-03 2.927473E+01 50 2.050435E-03 1.732904E-18 1.792899E-04 2.014874E+01 SRSS MODAL COMBINATION METHOD USED. DYNAMIC WEIGHT X Y Z 4.361590E+02 1.516688E-07 4.431790E+02 KN MISSING WEIGHT X Y Z -8.801437E-02 -1.516688E-07 -4.331516E-02 KN MODAL WEIGHT X Y Z 4.360710E+02 1.539517E-17 4.431357E+02 KN MODE ACCELERATION-G DAMPING ---- -------------- ------- 1 0.23471 0.05000 2 0.38013 0.05000 3 0.38013 0.05000 4 0.38013 0.05000 5 0.38013 0.05000 6 0.38013 0.05000 7 0.38013 0.05000 8 0.38013 0.05000 9 0.38013 0.05000 10 0.38013 0.05000 11 0.38013 0.05000 12 0.38013 0.05000

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13 0.38013 0.05000 14 0.38013 0.05000 15 0.38013 0.05000 16 0.38013 0.05000 STAAD SPACE -- PAGE NO. 27

MODE ACCELERATION-G DAMPING ---- -------------- ------- 17 0.38013 0.05000 18 0.38013 0.05000 19 0.38013 0.05000 20 0.38013 0.05000 21 0.38013 0.05000 22 0.38013 0.05000 23 0.38013 0.05000 24 0.38013 0.05000 25 0.38013 0.05000 26 0.38013 0.05000 27 0.38013 0.05000 28 0.38013 0.05000 29 0.38013 0.05000 30 0.38013 0.05000 31 0.38013 0.05000 32 0.38013 0.05000 33 0.38013 0.05000 34 0.38013 0.05000 35 0.38013 0.05000 36 0.38013 0.05000 37 0.38013 0.05000 38 0.38013 0.05000 39 0.38013 0.05000 40 0.38013 0.05000 41 0.38013 0.05000 42 0.38013 0.05000 43 0.38013 0.05000 44 0.38013 0.05000 45 0.38013 0.05000 46 0.38013 0.05000 47 0.38013 0.05000 48 0.38013 0.05000 49 0.38013 0.05000 50 0.38013 0.05000 STAAD SPACE -- PAGE NO. 28

MODAL BASE ACTIONS FORCES IN KN LENGTH IN METE ----------------------------------------------------------- MOMENTS ARE ABOUT THE ORIGIN

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MODE PERIOD FX FY FZ MX MY MZ 1 1.045 0.00 0.00 0.70 4.36 -1.01 -0.01 2 0.301 1.11 0.00 102.99 580.91 -498.00 -5.80 3 0.264 -0.09 0.00 0.01 0.13 -1.31 0.58 4 0.252 -1.56 0.00 0.03 0.24 -3.34 9.40 5 0.237 0.85 0.00 5.18 43.81 -40.42 -5.11 6 0.172 0.00 0.00 0.00 0.00 0.00 0.00 7 0.170 0.03 0.00 1.28 5.77 -6.06 -0.12 8 0.132 0.31 0.00 0.40 1.66 -3.66 -2.22 9 0.125 -1.41 0.00 23.87 81.08 -157.55 6.26 10 0.122 4.67 0.00 24.06 78.88 -61.56 -18.86 11 0.108 -0.09 0.00 0.02 0.10 -0.20 0.56 12 0.094 -0.03 0.00 0.03 0.21 0.25 0.12 13 0.084 -5.39 0.00 1.22 5.15 -23.81 23.08 14 0.083 -3.84 0.00 0.61 1.91 -20.26 16.64 15 0.076 0.43 0.00 0.04 0.35 3.02 -2.54 16 0.074 0.18 0.00 0.62 1.71 -17.96 -2.99 17 0.069 0.77 0.00 0.17 0.55 -3.20 -5.75 18 0.066 0.03 0.00 0.21 0.96 -1.65 -0.34 19 0.066 0.00 0.00 0.19 0.87 -1.30 -0.11 20 0.054 11.97 0.00 5.87 25.65 -1.39 -37.87 21 0.051 -8.00 0.00 5.82 27.23 -13.68 25.72 22 0.048 0.00 0.00 0.00 0.02 -0.22 -0.06 23 0.048 0.00 0.00 0.00 0.00 -0.04 0.00 24 0.043 0.06 0.00 0.01 0.00 0.29 -0.34 25 0.040 0.40 0.00 0.13 0.39 2.08 -1.66 26 0.038 0.02 0.00 0.00 0.02 -0.02 -0.08 27 0.036 0.14 0.00 0.02 -0.13 -0.14 -0.63 28 0.032 -0.01 0.00 0.00 0.01 0.16 0.02 29 0.030 -0.45 0.00 0.21 0.28 -2.78 1.76 30 0.030 -0.01 0.00 0.19 -0.33 -0.52 0.01 31 0.029 -0.04 0.00 0.00 0.04 -0.07 0.16 32 0.027 -0.14 0.00 0.04 0.05 -0.63 0.63 33 0.026 0.11 0.00 0.04 0.22 -0.09 -0.46 34 0.026 0.00 0.00 0.00 0.00 0.00 -0.03 35 0.025 -0.02 0.00 0.01 0.19 -0.01 0.09 36 0.025 0.00 0.00 0.00 0.01 -0.01 0.01 37 0.025 -0.01 0.00 0.00 0.02 -0.03 0.00 38 0.020 0.03 0.00 0.03 0.10 -0.36 -0.11 39 0.018 -0.02 0.00 0.04 -0.53 0.03 0.08 40 0.017 0.00 0.00 0.01 0.02 -0.04 -0.01 41 0.016 0.00 0.00 0.00 0.00 0.00 -0.01 42 0.015 0.01 0.00 0.03 -0.02 -0.02 -0.03 43 0.013 -0.01 0.00 0.00 0.01 -0.01 0.05 44 0.012 0.00 0.00 0.00 0.00 0.00 -0.01 45 0.012 0.00 0.00 0.00 0.00 -0.01 0.00 46 0.011 0.00 0.00 0.00 0.00 0.00 0.00 47 0.010 0.00 0.00 0.00 0.02 0.00 -0.01 STAAD SPACE -- PAGE NO. 29

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MODAL BASE ACTIONS FORCES IN KN LENGTH IN METE ----------------------------------------------------------- MOMENTS ARE ABOUT THE ORIGIN MODE PERIOD FX FY FZ MX MY MZ 48 0.010 0.00 0.00 0.00 0.01 -0.02 0.00 49 0.010 0.00 0.00 0.00 -0.01 -0.01 0.00 50 0.010 0.00 0.00 0.00 0.00 0.00 0.00 STAAD SPACE -- PAGE NO. 30

MASS PARTICIPATION FACTORS IN PERCENT BASE SHEAR IN KN -------------------------------------- ------------------ MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z 1 0.00 0.00 0.65 0.000 0.000 0.649 0.00 0.00 0.70 2 0.01 0.00 59.01 0.007 0.000 59.660 0.00 0.00 102.99 3 0.41 0.00 0.01 0.414 0.000 59.667 0.00 0.00 0.01 4 41.39 0.00 0.02 41.805 0.000 59.687 0.00 0.00 0.03 5 0.08 0.00 2.97 41.885 0.000 62.653 0.00 0.00 5.18 6 0.00 0.00 0.00 41.885 0.000 62.653 0.00 0.00 0.00 7 0.00 0.00 0.73 41.886 0.000 63.385 0.00 0.00 1.28 8 0.14 0.00 0.23 42.029 0.000 63.615 0.00 0.00 0.40 9 0.05 0.00 13.68 42.078 0.000 77.292 0.00 0.00 23.87 10 0.53 0.00 13.79 42.605 0.000 91.080 0.00 0.00 24.06 11 0.22 0.00 0.01 42.823 0.000 91.092 0.00 0.00 0.02 12 0.02 0.00 0.02 42.842 0.000 91.107 0.00 0.00 0.03 13 13.92 0.00 0.70 56.766 0.000 91.804 0.00 0.00 1.22 14 14.09 0.00 0.35 70.853 0.000 92.154 0.00 0.00 0.61 15 2.80 0.00 0.02 73.652 0.000 92.176 0.00 0.00 0.04 16 0.03 0.00 0.35 73.683 0.000 92.528 0.00 0.00 0.62 17 2.01 0.00 0.10 75.696 0.000 92.625 0.00 0.00 0.17 18 0.00 0.00 0.12 75.699 0.000 92.745 0.00 0.00 0.21 19 0.00 0.00 0.11 75.699 0.000 92.852 0.00 0.00 0.19 20 14.20 0.00 3.36 89.903 0.000 96.215 0.00 0.00 5.87 21 6.40 0.00 3.33 96.307 0.000 99.548 0.00 0.00 5.82 22 0.00 0.00 0.00 96.307 0.000 99.549 0.00 0.00 0.00 23 0.01 0.00 0.00 96.320 0.000 99.549 0.00 0.00 0.00 24 0.29 0.00 0.00 96.613 0.000 99.554 0.00 0.00 0.01 25 0.72 0.00 0.08 97.332 0.000 99.629 0.00 0.00 0.13 26 0.60 0.00 0.00 97.933 0.000 99.629 0.00 0.00 0.00 27 0.54 0.00 0.01 98.474 0.000 99.642 0.00 0.00 0.02 28 0.01 0.00 0.00 98.481 0.000 99.644 0.00 0.00 0.00 29 0.58 0.00 0.12 99.061 0.000 99.763 0.00 0.00 0.21 30 0.00 0.00 0.11 99.061 0.000 99.873 0.00 0.00 0.19 31 0.23 0.00 0.00 99.292 0.000 99.875 0.00 0.00 0.00 32 0.31 0.00 0.02 99.604 0.000 99.896 0.00 0.00 0.04 33 0.16 0.00 0.02 99.768 0.000 99.919 0.00 0.00 0.04 34 0.01 0.00 0.00 99.781 0.000 99.920 0.00 0.00 0.00 35 0.04 0.00 0.00 99.818 0.000 99.923 0.00 0.00 0.01

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36 0.01 0.00 0.00 99.828 0.000 99.923 0.00 0.00 0.00 37 0.06 0.00 0.00 99.888 0.000 99.924 0.00 0.00 0.00 38 0.02 0.00 0.02 99.905 0.000 99.944 0.00 0.00 0.03 39 0.01 0.00 0.02 99.910 0.000 99.966 0.00 0.00 0.04 40 0.00 0.00 0.00 99.910 0.000 99.970 0.00 0.00 0.01 41 0.01 0.00 0.00 99.920 0.000 99.970 0.00 0.00 0.00 42 0.00 0.00 0.02 99.921 0.000 99.985 0.00 0.00 0.03 43 0.04 0.00 0.00 99.958 0.000 99.986 0.00 0.00 0.00 44 0.02 0.00 0.00 99.977 0.000 99.987 0.00 0.00 0.00 45 0.00 0.00 0.00 99.977 0.000 99.987 0.00 0.00 0.00 46 0.00 0.00 0.00 99.977 0.000 99.987 0.00 0.00 0.00 47 0.00 0.00 0.00 99.979 0.000 99.988 0.00 0.00 0.00 STAAD SPACE -- PAGE NO. 31

MASS PARTICIPATION FACTORS IN PERCENT BASE SHEAR IN KN -------------------------------------- ------------------ MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z 48 0.00 0.00 0.00 99.979 0.000 99.990 0.00 0.00 0.00 49 0.00 0.00 0.00 99.979 0.000 99.990 0.00 0.00 0.00 50 0.00 0.00 0.00 99.980 0.000 99.990 0.00 0.00 0.00 --------------------------- TOTAL SRSS SHEAR 0.00 0.00 108.89 TOTAL 10PCT SHEAR 0.00 0.00 114.52 TOTAL ABS SHEAR 0.00 0.00 174.08 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 10 DEAD LOAD (DL) CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.420519501E+01 Y = 0.375469086E+01 Z = 0.213163531E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 10 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -167.97 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 358.06 MY= 0.00 MZ= -706.36

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***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 10 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 167.97 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -358.06 MY= 0.00 MZ= 706.36 STAAD SPACE -- PAGE NO. 32

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 10) MAXIMUMS AT NODE X = -1.46421E-01 19 Y = -3.25487E-01 86 Z = -3.02663E-02 72 RX= 7.57830E-04 65 RY= -2.40017E-04 72 RZ= -1.03518E-03 62 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 11 LIVE LOAD (LL) CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.427897046E+01 Y = 0.428330102E+01 Z = 0.251899103E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 11 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -224.36 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 565.15 MY= 0.00 MZ= -960.01 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 11 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 224.36 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -565.15 MY= 0.00 MZ= 960.01 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 11) MAXIMUMS AT NODE

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X = -2.59871E-01 19 Y = -1.15960E+00 86 Z = -9.87196E-02 72 RX= 3.71428E-03 65 RY= -7.81583E-04 7 RZ= -3.72551E-03 62 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 21 PIPE EMPTY LOAD (PE) STAAD SPACE -- PAGE NO. 33

CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.569508577E+01 Y = 0.404701955E+01 Z = 0.418843494E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 21 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -69.52 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 291.18 MY= 0.00 MZ= -395.92 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 21 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 69.52 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -291.18 MY= 0.00 MZ= 395.92 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 21) MAXIMUMS AT NODE X = -3.20766E-02 19 Y = -8.50734E-01 55 Z = -9.39439E-02 72 RX= 8.40284E-04 7 RY= -6.46855E-04 7 RZ= 2.75382E-03 54 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 22 PIPE OPERATING LOAD (PO)

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CENTER OF FORCE BASED ON X FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.799999996E+01 Y = 0.869899993E+01 Z = 0.192500008E+01 CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.576941746E+01 Y = 0.442687092E+01 Z = 0.388131968E+01 STAAD SPACE -- PAGE NO. 34

CENTER OF FORCE BASED ON Z FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.799999996E+01 Y = 0.864093922E+01 Z = 0.192500005E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 22 ) SUMMATION FORCE-X = 2.26 SUMMATION FORCE-Y = -97.67 SUMMATION FORCE-Z = 2.26 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 398.75 MY= -13.73 MZ= -583.16 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 22 ) SUMMATION FORCE-X = -2.26 SUMMATION FORCE-Y = 97.67 SUMMATION FORCE-Z = -2.26 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -398.75 MY= 13.73 MZ= 583.16 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 22) MAXIMUMS AT NODE X = 4.07336E-02 19 Y = -1.02648E+00 55 Z = 2.00333E-01 89 RX= 1.03946E-03 7 RY= -7.88985E-04 72 RZ= 3.31047E-03 54 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 23 PIPE TEST LOAD (PT)

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CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.606410243E+01 Y = 0.399999998E+01 Z = 0.444999994E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 23 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -78.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 347.10 MY= 0.00 MZ= -473.00 STAAD SPACE -- PAGE NO. 35

***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 23 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 78.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -347.10 MY= 0.00 MZ= 473.00 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 23) MAXIMUMS AT NODE X = 2.78410E-02 81 Y = -1.02496E+00 55 Z = -1.19240E-01 72 RX= 1.06637E-03 7 RY= -8.09129E-04 72 RZ= 3.31271E-03 54 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 33 PRESURE RELEASE VALVE LOAD (PSV) ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 33 ) SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = 0.0000000E+00 SUMMATION FORCE-Z = 0.0000000E+00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= 0.0000000E+00 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 33 )

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SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = 0.0000000E+00 SUMMATION FORCE-Z = 0.0000000E+00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= 0.0000000E+00 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 33) MAXIMUMS AT NODE X = 0.00000E+00 0 Y = 0.00000E+00 0 Z = 0.00000E+00 0 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 41 EQUIPMENT EMPTY LOAD (EE) STAAD SPACE -- PAGE NO. 36

CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.477750000E+01 Y = 0.610000007E+01 Z = 0.199999994E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 41 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -68.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 136.00 MY= 0.00 MZ= -324.87 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 41 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 68.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -136.00 MY= 0.00 MZ= 324.87 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 41) MAXIMUMS AT NODE X = -2.57725E-01 89 Y = -2.05853E-01 26

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Z = 1.74205E-04 24 RX= 1.06218E-03 83 RY= -9.41550E-07 94 RZ= 1.01524E-03 100 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 42 EQUIPMENT OPERATING LOAD (E0) CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.477750000E+01 Y = 0.610000007E+01 Z = 0.199999994E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 42 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -137.50 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 275.00 MY= 0.00 MZ= -656.91 STAAD SPACE -- PAGE NO. 37

***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 42 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 137.50 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -275.00 MY= 0.00 MZ= 656.91 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 42) MAXIMUMS AT NODE X = -5.21135E-01 89 Y = -4.16246E-01 26 Z = 3.52252E-04 24 RX= 2.14778E-03 83 RY= -1.90387E-06 94 RZ= 2.05288E-03 100 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 43 EQUIPMENT TEST LOAD ( ET) CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)

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X = 0.477750000E+01 Y = 0.610000007E+01 Z = 0.199999994E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 43 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -112.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 224.00 MY= 0.00 MZ= -535.08 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 43 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 112.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -224.00 MY= 0.00 MZ= 535.08 STAAD SPACE -- PAGE NO. 38

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 43) MAXIMUMS AT NODE X = -4.24488E-01 89 Y = -3.39051E-01 26 Z = 2.86925E-04 24 RX= 1.74947E-03 83 RY= -1.55079E-06 94 RZ= 1.67216E-03 100 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 45 MAINTENANCE LOAD (ML) ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 45 ) SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = 0.0000000E+00 SUMMATION FORCE-Z = 0.0000000E+00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= 0.0000000E+00 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 45 ) SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = 0.0000000E+00 SUMMATION FORCE-Z = 0.0000000E+00

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SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= 0.0000000E+00 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 45) MAXIMUMS AT NODE X = 0.00000E+00 0 Y = 0.00000E+00 0 Z = 0.00000E+00 0 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 51 PIPE THERMAL ANCHORAGE LOAD (TLX) CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.574749988E+01 Y = 0.399999998E+01 Z = 0.444999995E+01 STAAD SPACE -- PAGE NO. 39

***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 51 ) SUMMATION FORCE-X = 8.00 SUMMATION FORCE-Y = 4.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -17.80 MY= -13.40 MZ= -9.01 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 51 ) SUMMATION FORCE-X = -8.00 SUMMATION FORCE-Y = -4.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 17.80 MY= 13.40 MZ= 9.01 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 51) MAXIMUMS AT NODE X = 7.76693E-02 69 Y = 5.84265E-02 55 Z = -1.30044E-02 31 RX= -5.58175E-05 7 RY= -6.26320E-04 19 RZ= -1.88469E-04 54

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STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 52 PIPE THERMAL ANCHORAGE LOAD (TLZ) CENTER OF FORCE BASED ON Z FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.410000008E+01 Y = 0.399999998E+01 Z = 0.199999999E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 52 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 20.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 80.00 MY= -82.00 MZ= 0.00 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 52 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = -20.00 STAAD SPACE -- PAGE NO. 40

SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -80.00 MY= 82.00 MZ= 0.00 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 52) MAXIMUMS AT NODE X = -2.08968E-02 30 Y = -9.19456E-03 40 Z = 7.92054E-02 37 RX= 6.14556E-05 5 RY= -2.41837E-04 94 RZ= 2.27397E-05 26 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 44 EQUIPMENT THERMAL LOAD (TL3) ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 44 ) SUMMATION FORCE-X = 0.0000000E+00 SUMMATION FORCE-Y = 0.0000000E+00 SUMMATION FORCE-Z = 0.0000000E+00 SUMMATION OF MOMENTS AROUND THE ORIGIN-

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MX= 0.0000000E+00 MY= -4.8168330E-15 MZ= 0.0000000E+00 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 44 ) SUMMATION FORCE-X = 1.0528576E-15 SUMMATION FORCE-Y = -2.3510971E-16 SUMMATION FORCE-Z = 2.6884700E-17 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -1.4426965E-15 MY= 7.3845438E-15 MZ= -5.2383994E-15 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 44) MAXIMUMS AT NODE X = 4.66958E-03 89 Y = -1.26623E-17 19 Z = 4.97132E-17 19 RX= 1.23309E-19 69 RY= -7.77402E-04 27 RZ= -2.22361E-05 26 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 81 WIND LOAD IN +VE LONGITUDINAL DIRECTION (WL +L) STAAD SPACE -- PAGE NO. 41

CENTER OF FORCE BASED ON X FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.355392970E+01 Y = 0.543413987E+01 Z = 0.200000000E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 81 ) SUMMATION FORCE-X = 17.44 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 34.88 MZ= -98.98 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 81 ) SUMMATION FORCE-X = -17.44 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= -34.88 MZ= 98.98

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MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 81) MAXIMUMS AT NODE X = 4.45748E-01 52 Y = 3.88737E-02 25 Z = -2.30138E-03 88 RX= -2.32365E-04 83 RY= 1.62487E-04 26 RZ= 2.52871E-03 19 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 82 WIND LOAD IN -VE LONGITUDINAL DIRCETION (WL -L) CENTER OF FORCE BASED ON X FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.535754454E+01 Y = 0.544459412E+01 Z = 0.199999999E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 82 ) SUMMATION FORCE-X = -17.28 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= -34.56 MZ= 89.88 STAAD SPACE -- PAGE NO. 42

***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 82 ) SUMMATION FORCE-X = 17.28 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 34.56 MZ= -89.88 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 82) MAXIMUMS AT NODE X = -8.30206E-01 52 Y = -2.50393E-02 82 Z = 3.13318E-03 88 RX= 1.47057E-04 83 RY= -1.68368E-04 26 RZ= -4.94404E-03 19 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 83 WIND LOAD IN +VE TRANSVERSE DIRCETION (WL +T)

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CENTER OF FORCE BASED ON Z FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.488691121E+01 Y = 0.521057882E+01 Z = 0.151238669E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 83 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 23.56 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 140.06 MY= -115.12 MZ= 0.00 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 83 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = -23.56 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -140.06 MY= 115.12 MZ= 0.00 STAAD SPACE -- PAGE NO. 43

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 83) MAXIMUMS AT NODE X = -1.42143E-02 30 Y = 3.05523E-02 88 Z = 3.65327E-01 106 RX= -4.45905E-03 16 RY= -3.21482E-03 106 RZ= 6.53693E-05 91 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 84 WIND LOAD IN -VE TRANSVERSE DIRCETION (WL -T) CENTER OF FORCE BASED ON Z FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.488691121E+01 Y = 0.521057882E+01 Z = 0.248761329E+01 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 84 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 0.00

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SUMMATION FORCE-Z = -23.56 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -140.06 MY= 115.12 MZ= 0.00 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 84 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 23.56 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 140.06 MY= -115.12 MZ= 0.00 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 84) MAXIMUMS AT NODE X = 1.42341E-02 30 Y = -3.05523E-02 88 Z = -3.64600E-01 105 RX= 4.47668E-03 17 RY= 3.32618E-03 105 RZ= -6.53698E-05 91 ************ END OF DATA FROM INTERNAL STORAGE ************ 814. DEFINE ENVELOPE 815. **** SERVICEABILITY CHECK FOR COLUMNS & VERTICAL BRACINGS 816. 101 TO 104 121 TO 128 147 TO 163 ENVELOPE 1 TYPE SERVICEABILITY 817. **** SERVICEABILITY CHECK FOR MAIN BEAMS STAAD SPACE -- PAGE NO. 44

818. 101 TO 104 113 TO 120 138 TO 146 156 TO 163 ENVELOPE 2 TYPE SERVICEABILITY 819. **** SERVICEABILITY CHECK FOR SECONDARY BEAMS / 820. **** EQUIPMENT SUPPORTING BEAMS & PLAN BRACINGS 821. 101 TO 112 129 TO 137 156 TO 163 ENVELOPE 3 TYPE SERVICEABILITY 822. **** STRENGTH DESIGN OF ALL THE MEMBERS 823. **** SEISMIC 824. 210 TO 241 ENVELOPE 4 TYPE STRESS 825. **** NON SEISMIC 826. 201 TO 209 242 ENVELOPE 5 TYPE STRESS 827. *** FOR CONNECTION DESIGN 828. 401 TO 416 ENVELOPE 6 TYPE STRESS 829. ***** FOR BASE PLATE DESIGN 830. 201 TO 209 401 TO 416 ENVELOPE 7 TYPE STRESS 831. END DEFINE ENVELOPE 832. ***************************************************************************** 833. ********########################### DESIGN PARAMETERS ###############******** 834. ********************************** LIMIT STATE DESIGN *********************** 835. *****************************************************************************

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836. ************************************************************************* 837. ************************************ LIMIT STATE DESIGN ********************* 838. *************************************// PARAMETER 1 //********************** 839. *******************// NON SEISMIC // 840. **** DESIGN OF ALL THE MEMBERS 841. LOAD LIST 201 TO 209 242 842. PARAMETER 1 843. CODE EN 1993-1-1:2005 844. ****COLUMN 845. LZ 3.8 MEMB 3 8 10 71 138 151 846. LY 3.8 MEMB 3 8 10 71 138 151 847. LY 2.27 MEMB 18 19 155 157 235 TO 238 848. LY 4.7 MEMB 25 92 198 199 849. KZ 2.473 MEMB 30 31 36 37 850. * 851. * 852. ****EL. 103.5 853. LZ 8 MEMB 2 9 11 12 14 65 68 74 76 80 97 98 113 116 119 131 195 200 205 207 - 854. 213 215 221 855. LZ 4 MEMB 5 6 15 TO 17 24 26 28 55 61 63 121 126 127 140 191 193 228 856. LZ 2.56 MEMB 128 129 201 203 857. LZ 2 MEMB 62 64 217 219 858. LZ 2.445 MEMB 59 60 209 211 859. LY 1.07 MEMB 12 65 860. LY 1.85 MEMB 24 61 861. * 862. * 863. ****EL. 106.1 864. LY 2.445 MEMB 33 34 178 181 865. LZ 2.445 MEMB 33 34 178 181 866. * 867. * 868. ****EL.106.27 869. LZ 4 MEMB 22 23 146 158 245 246 870. RATIO 0.95 ALL 871. *** 872. GM0 1.1 ALL 873. *** STAAD SPACE -- PAGE NO. 45

874. GM1 1.1 ALL 875. *** 876. GM2 1.25 ALL 877. *** 878. SGR 1 ALL 879. *** 880. ELB 1 MEMB 1 TO 3 5 6 8 TO 12 14 TO 24 26 28 30 TO 37 41 42 55 57 TO 65 68 - 881. 71 73 TO 76 80 92 97 TO 100 113 114 116 119 121 126 TO 129 131 138 140 146 - 882. 151 155 157 158 178 181 187 191 193 195 196 199 TO 222 227 228 230 231 235 - 883. 236 TO 238 241 TO 247 884. TORSION 2 MEMB 2 5 6 9 11 12 14 TO 17 24 26 28 32 TO 35 41 55 61 63 65 68 - 885. 73 TO 76 80 97 TO 100 113 116 119 121 126 127 131 140 178 181 191 193 195 - 886. 200 205 207 213 215 221 228

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887. TRACK 1 MEMB 1 TO 3 5 6 8 TO 12 14 TO 26 28 30 TO 37 41 42 55 57 TO 65 67 - 888. 68 TO 76 92 93 97 TO 100 104 113 TO 116 118 119 121 124 TO 129 131 TO 133 - 889. 136 TO 140 142 TO 149 152 153 155 157 TO 160 178 TO 183 186 TO 191 193 195 - 890. 196 198 TO 247 891. TRACK 2 MEMB 66 80 151 892. CHECK CODE ALL STAAD.PRO CODE CHECKING - EN 1993-1-1:2005 ******************************************** NATIONAL ANNEX - NOT USED

PROGRAM CODE REVISION V1.9 BS_EC3_2005/1 STAAD SPACE -- PAGE NO. 46

ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================

1 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.039 207

46.68 C 0.38 0.00 1.27 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 1 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1356.7 PT= 1920.0 MB= 163.3 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.02 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 2 ST HE400A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.077 208

5.12 C -5.09 33.25 1.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 2 UNIT - kN,m SECTION CLASS 1 | |MCZ= 640.5 MCY= 218.3 PC= 3612.8 PT= 3975.0 MB= 640.5 PV= 827.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 640.5 MRY= 218.3 | |---------------------------------------------------------------------| 3 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.105 205

63.05 C 0.00 -11.05 1.20 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 3 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1356.7 PT= 1920.0 MB= 186.3 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 |

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| PZ= 2112.00 FX/PZ = 0.03 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 5 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.017 208

1.41 T 0.41 0.10 1.07 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 5 UNIT - kN,m SECTION CLASS 1 | |MCZ= 61.3 MCY= 29.5 PC= 759.2 PT= 970.0 MB= 61.3 PV= 191.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.00 MRZ= 61.3 MRY= 29.5 | |---------------------------------------------------------------------| 6 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.178 209

9.21 T 2.21 5.77 1.07 STAAD SPACE -- PAGE NO. 47


|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 6 UNIT - kN,m SECTION CLASS 1 | |MCZ= 61.3 MCY= 29.5 PC= 759.2 PT= 970.0 MB= 61.3 PV= 191.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.01 MRZ= 61.3 MRY= 29.5 | |---------------------------------------------------------------------| 8 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.253 242


7.08 C -5.73 31.28 1.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 9 UNIT - kN,m SECTION CLASS 1 | |MCZ= 640.5 MCY= 218.3 PC= 3612.8 PT= 3975.0 MB= 640.5 PV= 827.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 640.5 MRY= 218.3 |

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|---------------------------------------------------------------------| 10 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.417 242


0.77 C -0.03 -51.59 0.55 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 11 UNIT - kN,m SECTION CLASS 1 | |MCZ= 640.5 MCY= 218.3 PC= 3612.8 PT= 3975.0 MB= 640.5 PV= 827.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 640.5 MRY= 218.3 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 48


12 ST HE400A (EUROPEAN SECTIONS) PASS EC-6.2.7(9) 0.159 242

1.42 T 0.00 -79.18 0.55 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 12 UNIT - kN,m SECTION CLASS 1 | |MCZ= 640.5 MCY= 218.3 PC= 3612.8 PT= 3975.0 MB= 640.5 PV= 827.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 640.5 MRY= 218.3 | |---------------------------------------------------------------------| 14 ST HE400A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.214 242

0.84 T 0.12 -136.61 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 14 UNIT - kN,m SECTION CLASS 1 | |MCZ= 640.5 MCY= 218.3 PC= 3612.8 PT= 3975.0 MB= 640.5 PV= 827.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 640.5 MRY= 218.3 | |---------------------------------------------------------------------|

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15 ST HE240A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.557 242

0.51 C 0.04 103.00 1.07 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 15 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1732.3 PT= 1920.0 MB= 186.3 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.00 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 16 ST HE240A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.560 242


22.67 T 0.02 -0.20 0.27 STAAD SPACE -- PAGE NO. 49


|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 17 UNIT - kN,m SECTION CLASS 1 | |MCZ= 61.3 MCY= 29.5 PC= 759.2 PT= 970.0 MB= 61.3 PV= 191.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.02 MRZ= 61.3 MRY= 29.5 | |---------------------------------------------------------------------| 18 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.175 208

0.90 C -0.38 -0.01 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 18 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 49.5 PT= 257.5 MB= 7.9 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 19 ST IPE100 (EUROPEAN SECTIONS)

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PASS EC-6.2.1(7) 0.181 209

1.96 C 0.39 0.01 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 19 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 49.5 PT= 257.5 MB= 7.9 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.01 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 20 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.011 205

1.87 T 0.00 -0.04 0.50 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 20 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 166.2 PT= 257.5 MB= 8.2 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.01 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 21 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.012 205

2.06 T 0.00 -0.04 0.50 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 21 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 166.2 PT= 257.5 MB= 8.2 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.01 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 50


22 ST IPE140 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.156 205

1.26 C 0.00 -2.20 2.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 22 UNIT - kN,m SECTION CLASS 1 | |MCZ= 22.0 MCY= 4.8 PC= 158.1 PT= 410.0 MB= 14.8 PV= 109.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.00 MRZ= 22.0 MRY= 4.8 | |---------------------------------------------------------------------| 23 ST IPE140 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.201 205

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0.00 0.00 -2.98 2.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 23 UNIT - kN,m SECTION CLASS 1 | |MCZ= 22.0 MCY= 4.8 PC= 158.1 PT= 410.0 MB= 14.8 PV= 109.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.00 MRZ= 22.0 MRY= 4.8 | |---------------------------------------------------------------------| 24 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.325 206

28.80 T 4.39 8.95 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 24 UNIT - kN,m SECTION CLASS 1 | |MCZ= 61.3 MCY= 29.5 PC= 759.2 PT= 970.0 MB= 61.3 PV= 191.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.03 MRZ= 61.3 MRY= 29.5 | |---------------------------------------------------------------------| 25 ST HE120A (EUROPEAN SECTIONS) PASS EC-6.2.9.1 0.207 202

2.40 T -3.05 -0.01 2.35 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 25 UNIT - kN,m SECTION CLASS 1 | |MCZ= 29.8 MCY= 14.8 PC= 149.4 PT= 632.5 MB= 25.8 PV= 121.5| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 695.75 FX/PZ = 0.00 MRZ= 29.8 MRY= 14.8 | |---------------------------------------------------------------------| 26 ST HE240A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.603 242

6.86 T -0.08 -107.49 0.92 STAAD SPACE -- PAGE NO. 51


|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 26 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1732.3 PT= 1920.0 MB= 186.3 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.00 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 28 ST HE240A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.606 242

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7.24 T -0.05 -107.99 0.92 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 28 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1732.3 PT= 1920.0 MB= 186.3 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.00 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 30 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.158 209

64.08 C 0.00 22.38 2.10 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 30 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1611.9 PT= 1920.0 MB= 184.4 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.03 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 31 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.158 208

64.09 C 0.00 -22.37 2.10 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 31 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1611.9 PT= 1920.0 MB= 184.4 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.03 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 32 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.343 209



33 ST IPE120 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.052 209

13.92 T 0.00 -0.15 1.22

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13.93 T 0.00 -0.14 1.22 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 34 UNIT - kN,m SECTION CLASS 1 | |MCZ= 15.3 MCY= 3.5 PC= 73.4 PT= 330.0 MB= 12.4 PV= 90.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 363.00 FX/PZ = 0.04 MRZ= 15.3 MRY= 3.5 | |---------------------------------------------------------------------| 35 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.355 206

5.91 C 15.62 -32.50 0.92 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 35 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1766.1 PT= 1920.0 MB= 186.3 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.00 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 36 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.157 208


62.23 C 0.00 22.40 2.10 STAAD SPACE -- PAGE NO. 53


|---------------------------------------------------------------------|

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| CALCULATED CAPACITIES FOR MEMB 37 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1611.9 PT= 1920.0 MB= 184.4 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.03 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 41 ST UPN240 (EUROPEAN SECTIONS) PASS EC-6.2.7(9) 0.040 205

13.47 T 0.00 0.00 1.20 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 41 UNIT - kN,m SECTION CLASS 1 | |MCZ= 89.9 MCY= 20.0 PC= 736.5 PT= 1057.5 MB= 84.9 PV= 333.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1163.25 FX/PZ = 0.01 MRZ= 89.9 MRY= 20.0 | |---------------------------------------------------------------------| 42 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.003 242


2.50 T -0.43 -0.77 0.93 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 55 UNIT - kN,m SECTION CLASS 1 | |MCZ= 61.3 MCY= 29.5 PC= 759.2 PT= 970.0 MB= 61.3 PV= 191.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.00 MRZ= 61.3 MRY= 29.5 | |---------------------------------------------------------------------| 57 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.009 208

1.26 C 0.00 -0.01 0.42 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 57 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 166.2 PT= 257.5 MB= 8.2 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 54

ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

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FX MY MZ LOCATION =======================================================================



19.21 T 0.01 9.57 1.07 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 59 UNIT - kN,m SECTION CLASS 1 | |MCZ= 15.3 MCY= 3.5 PC= 229.5 PT= 330.0 MB= 12.9 PV= 90.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 363.00 FX/PZ = 0.05 MRZ= 15.3 MRY= 3.5 | |---------------------------------------------------------------------| 60 ST IPE120 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.732 205


2.80 T -4.39 -8.95 0.93 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 61 UNIT - kN,m SECTION CLASS 1 | |MCZ= 61.3 MCY= 29.5 PC= 759.2 PT= 970.0 MB= 61.3 PV= 191.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.00 MRZ= 61.3 MRY= 29.5 | |---------------------------------------------------------------------| 62 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.745 205


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|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 62 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 185.9 PT= 257.5 MB= 8.6 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.05 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 63 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.312 208



0.73 T 0.00 79.18 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 65 UNIT - kN,m SECTION CLASS 1 | |MCZ= 640.5 MCY= 218.3 PC= 3612.8 PT= 3975.0 MB= 640.5 PV= 827.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 640.5 MRY= 218.3 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 56


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213.74 C 0.00 -3.24 2.80 ======================================================================= MATERIAL DATA Grade of steel = S 275 Modulus of elasticity = 205 kN/mm2 Design Strength (py) = 275 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 559.02 Gross Area = 38.80 Net Area = 38.80 z-axis y-axis Moment of inertia : 1673.000 616.000 Plastic modulus : 245.000 118.000 Elastic modulus : 220.132 77.000 Shear Area : 19.200 13.240 Radius of gyration : 6.566 3.985 Effective Length : 559.017 559.017 DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005 Section Class : CLASS 1 Squash Load : 1067.00 Axial force/Squash load : 0.200 GM0 : 1.10 GM1 : 1.10 GM2 : 1.25 z-axis y-axis Slenderness ratio (KL/r) : 85.1 140.3 Compression Capacity : 591.0 271.3 Tension Capacity : 970.0 970.0 Moment Capacity : 61.3 29.5 Reduced Moment Capacity : 61.3 29.5 Shear Capacity : 277.1 191.1 BUCKLING CALCULATIONS (units - kN,m) Lateral Torsional Buckling Moment MB = 41.6 co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 5.590 Elastic Critical Moment for LTB, Mcr = 63.0 Critical Load For Torsional Buckling, NcrT = 1976.1 Critical Load For Torsional-Flexural Buckling, NcrTF = 1976.1 STAAD SPACE -- PAGE NO. 57

ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)

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MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================

CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY EC-6.3.1.1 0.796 242 215.9 2.3 0.0 0.0 0.0 EC-6.2.9.1 0.053 205 184.0 0.0 0.0 -3.2 0.0 EC-6.3.3-661 0.457 242 213.7 0.0 0.0 -3.2 0.0 EC-6.3.3-662 0.857 242 213.7 0.0 0.0 -3.2 0.0 EC-6.2.6-(Y) 0.012 242 211.6 2.3 0.0 0.0 0.0 EC-6.3.2 LTB 0.078 205 184.0 0.0 0.0 -3.2 0.0 Torsion and deflections have not been considered in the design. _________________________ 67 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.834 242


26.93 C -8.12 43.68 0.00 STAAD SPACE -- PAGE NO. 58



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48.58 C -0.13 -34.61 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 71 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1356.7 PT= 1920.0 MB= 186.3 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.02 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 72 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.004 205

0.33 C 0.00 0.00 1.80 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 72 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 3.3 PC= 78.0 PT= 235.0 MB= 3.0 PV= 47.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 258.50 FX/PZ = 0.00 MRZ= 1.5 MRY= 3.3 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 59



38.03 T 0.00 -1.28 0.75

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|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 73 UNIT - kN,m SECTION CLASS 1 | |MCZ= 157.0 MCY= 31.3 PC= 1179.8 PT= 1345.0 MB= 148.8 PV= 370.5| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.03 MRZ= 157.0 MRY= 31.3 | |---------------------------------------------------------------------| 74 ST IPE300 (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.227 242

0.00 -0.07 34.08 1.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 74 UNIT - kN,m SECTION CLASS 1 | |MCZ= 157.0 MCY= 31.3 PC= 1114.2 PT= 1345.0 MB= 157.0 PV= 370.5| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.00 MRZ= 157.0 MRY= 31.3 | |---------------------------------------------------------------------| 75 ST IPE300 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.060 242




80 ST HE400A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.216 242

0.73 T -0.12 136.62 1.38 =======================================================================

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MATERIAL DATA Grade of steel = S 275 Modulus of elasticity = 205 kN/mm2 Design Strength (py) = 275 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 137.50 Gross Area = 159.00 Net Area = 159.00 z-axis y-axis Moment of inertia : 45070.008 8564.001 Plastic modulus : 2562.000 873.000 Elastic modulus : 2311.282 570.933 Shear Area : 75.998 57.350 Radius of gyration : 16.836 7.339 Effective Length : 800.000 137.500 DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005 Section Class : CLASS 1 Squash Load : 4372.50 Axial force/Squash load : 0.000 GM0 : 1.10 GM1 : 1.10 GM2 : 1.25 z-axis y-axis Slenderness ratio (KL/r) : 47.5 18.7 Compression Capacity : 3612.8 3952.7 Tension Capacity : 3975.0 3975.0 Moment Capacity : 640.5 218.3 Reduced Moment Capacity : 640.5 218.3 Shear Capacity : 1096.9 827.8 BUCKLING CALCULATIONS (units - kN,m) Lateral Torsional Buckling Moment MB = 640.5 co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 1.375 Elastic Critical Moment for LTB, Mcr = 12487.9 Critical Load For Torsional Buckling, NcrT = 97908.5 Critical Load For Torsional-Flexural Buckling, NcrTF = 97908.5 TORSION CALCULATIONS (units - kN,m) Total Torsional Load T = 0.0 Effective Length for Torsion = 1.375 END1: Torsion Fixed, Warping Fixed END2: Torsion Fixed, Warping Fixed Max. section forces & capacities: [@ x = 0.000](units - kN,m) Torsion at section = 0.0 Pure Torsion Component = 0.0 Warping Torsion Component = 0.0 Pure Torsion Capacity = 14.4 Warping Torsion Capacity = 71.2 Total Torsion Capacity = 85.6

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CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY EC-6.2.3 (T) 0.001 204 -4.9 -21.3 -0.9 33.8 -2.6 EC-6.3.1.1 0.004 208 13.2 82.3 1.0 3.6 -4.8 EC-6.2.1(7) 0.214 242 -0.7 -94.3 0.0 136.6 -0.1 EC-6.3.3-661 0.111 208 13.2 -78.5 -1.0 106.9 3.4 EC-6.3.3-662 0.153 208 13.2 -78.5 -1.0 106.9 3.4 EC-6.2.6-(Z) 0.003 209 3.8 -69.7 -2.8 95.3 -1.8 EC-6.2.6-(Y) 0.118 242 -0.7 98.1 0.0 -4.4 0.1 EC-6.3.2 LTB 0.213 242 -0.7 -94.3 0.0 136.6 -0.1 ADDITIONAL CLAUSE CHECKS FOR TORSION (units- kN,m): CLAUSE RATIO LOAD DIST FX VY VZ MZ MY MX EC-6.2.7(9) 0.118 242 0.0 -0.7 98.1 0.0 -4.4 0.1 0.0 EC-6.2.7(5) 0.075 242 1.4 -0.7 -94.3 0.0 136.6 -0.1 0.0 EC:6 - A.1 0.216 242 1.4 -0.7 -94.3 0.0 136.6 -0.1 0.0 _________________________ 92 ST HE120A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.221 207

8.17 C 3.05 -0.03 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 92 UNIT - kN,m SECTION CLASS 1 | |MCZ= 29.8 MCY= 14.8 PC= 149.4 PT= 632.5 MB= 25.8 PV= 121.5| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 695.75 FX/PZ = 0.01 MRZ= 29.8 MRY= 14.8 | |---------------------------------------------------------------------| 93 ST L90X90X9 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.064 202



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0.00 0.15 -71.94 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 97 UNIT - kN,m SECTION CLASS 1 | |MCZ= 157.0 MCY= 31.3 PC= 1114.2 PT= 1345.0 MB= 156.6 PV= 370.5| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.00 MRZ= 157.0 MRY= 31.3 | |---------------------------------------------------------------------| 98 ST IPE300 (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.763 242


1.46 T 0.00 -32.15 0.37 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 99 UNIT - kN,m SECTION CLASS 1 | |MCZ= 61.3 MCY= 29.5 PC= 853.0 PT= 970.0 MB= 60.2 PV= 191.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.00 MRZ= 61.3 MRY= 29.5 | |---------------------------------------------------------------------| 100 ST HE160A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.401 242


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104 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.096 204

9.41 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 104 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 3.3 PC= 97.7 PT= 235.0 MB= 3.1 PV= 47.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 258.50 FX/PZ = 0.04 MRZ= 1.5 MRY= 3.3 | |---------------------------------------------------------------------| 113 ST IPE300 (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.740 242

0.86 C -0.01 -111.10 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 113 UNIT - kN,m SECTION CLASS 1 | |MCZ= 157.0 MCY= 31.3 PC= 1114.2 PT= 1345.0 MB= 157.0 PV= 370.5| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.00 MRZ= 157.0 MRY= 31.3 | |---------------------------------------------------------------------| 114 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.434 208



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0.87 C -0.15 -82.37 0.00 STAAD SPACE -- PAGE NO. 64


|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 116 UNIT - kN,m SECTION CLASS 1 | |MCZ= 640.5 MCY= 218.3 PC= 3612.8 PT= 3975.0 MB= 640.5 PV= 827.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 640.5 MRY= 218.3 | |---------------------------------------------------------------------| 118 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.108 208


5.02 C 5.09 -33.25 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 119 UNIT - kN,m SECTION CLASS 1 | |MCZ= 640.5 MCY= 218.3 PC= 3612.8 PT= 3975.0 MB= 640.5 PV= 827.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 640.5 MRY= 218.3 | |---------------------------------------------------------------------| 121 ST HE140A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.353 205

2.54 T 0.20 14.45 1.07 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 121 UNIT - kN,m SECTION CLASS 1 | |MCZ= 43.3 MCY= 21.3 PC= 567.0 PT= 785.0 MB= 43.3 PV= 145.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 863.50 FX/PZ = 0.00 MRZ= 43.3 MRY= 21.3 | |---------------------------------------------------------------------| 124 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.024 206

2.48 C 0.00 0.00 0.00

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|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 124 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 3.3 PC= 101.8 PT= 235.0 MB= 3.1 PV= 47.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 258.50 FX/PZ = 0.01 MRZ= 1.5 MRY= 3.3 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 65


125 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.2.3 (T) 0.037 206


8.45 T -0.27 17.04 0.93 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 126 UNIT - kN,m SECTION CLASS 1 | |MCZ= 43.3 MCY= 21.3 PC= 567.0 PT= 785.0 MB= 43.3 PV= 145.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 863.50 FX/PZ = 0.01 MRZ= 43.3 MRY= 21.3 | |---------------------------------------------------------------------| 127 ST HE140A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.347 205

6.23 T 0.02 -14.41 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 127 UNIT - kN,m SECTION CLASS 1 | |MCZ= 43.3 MCY= 21.3 PC= 567.0 PT= 785.0 MB= 43.3 PV= 145.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 863.50 FX/PZ = 0.01 MRZ= 43.3 MRY= 21.3 | |---------------------------------------------------------------------| 128 ST IPE120 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.441 205

4.22 T 0.00 5.36 1.28 |---------------------------------------------------------------------|

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| CALCULATED CAPACITIES FOR MEMB 128 UNIT - kN,m SECTION CLASS 1 | |MCZ= 15.3 MCY= 3.5 PC= 194.7 PT= 330.0 MB= 12.2 PV= 90.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 363.00 FX/PZ = 0.01 MRZ= 15.3 MRY= 3.5 | |---------------------------------------------------------------------| 129 ST IPE120 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.441 205


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24.93 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 132 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 3.3 PC= 118.0 PT= 235.0 MB= 3.1 PV= 47.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 258.50 FX/PZ = 0.10 MRZ= 1.5 MRY= 3.3 | |---------------------------------------------------------------------| 133 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.2.3 (T) 0.045 209


7.78 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 136 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 3.3 PC= 78.0 PT= 235.0 MB= 3.0 PV= 47.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 258.50 FX/PZ = 0.03 MRZ= 1.5 MRY= 3.3 | |---------------------------------------------------------------------|

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76.59 C 0.00 11.05 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 138 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1356.7 PT= 1920.0 MB= 178.0 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.04 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 139 ST L60X60X6 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.387 205


22.67 T 0.40 0.76 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 140 UNIT - kN,m SECTION CLASS 1 | |MCZ= 61.3 MCY= 29.5 PC= 759.2 PT= 970.0 MB= 61.3 PV= 191.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.02 MRZ= 61.3 MRY= 29.5 | |---------------------------------------------------------------------| 142 ST HE120A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.112 204

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14.59 C 0.00 -0.61 1.79 STAAD SPACE -- PAGE NO. 68

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1.25 T 0.00 2.20 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 146 UNIT - kN,m SECTION CLASS 1 |

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|MCZ= 22.0 MCY= 4.8 PC= 158.1 PT= 410.0 MB= 14.8 PV= 109.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 |

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| PZ= 451.00 FX/PZ = 0.00 MRZ= 22.0 MRY= 4.8 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 69






ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION

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=======================================================================

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MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION

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=======================================================================

CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY EC-6.3.1.1 0.145 242 196.5 26.9 0.0 0.0 0.0 EC-6.2.1(7) 0.432 242 191.9 -26.9 0.0 -61.8 0.0 EC-6.3.3-661 0.319 242 191.9 -26.9 0.0 -61.8 0.0 EC-6.3.3-662 0.471 242 191.9 -26.9 0.0 -61.8 0.0 EC-6.2.6-(Y) 0.074 242 191.9 -26.9 0.0 -61.8 0.0 EC-6.3.2 LTB 0.340 242 191.9 -26.9 0.0 -61.8 0.0 Torsion and deflections have not been considered in the design. _________________________ 152 ST L90X90X9 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.364 242




|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 153 UNIT - kN,m SECTION CLASS 4 | |MCZ= 3.3 MCY= 7.1 PC= 148.2 PT= 387.5 MB= 6.4 PV= 77.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 426.25 FX/PZ = 0.23 MRZ= 3.3 MRY= 7.1 | |---------------------------------------------------------------------| 155 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.389 205

9.26 C 0.00 -1.73 1.14 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 155 UNIT - kN,m SECTION CLASS 1 |

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|MCZ= 9.8 MCY= 2.3 PC= 49.5 PT= 257.5 MB= 7.9 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.03 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 157 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.386 205


0.00 0.00 2.98 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 158 UNIT - kN,m SECTION CLASS 1 | |MCZ= 22.0 MCY= 4.8 PC= 158.1 PT= 410.0 MB= 14.8 PV= 109.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.00 MRZ= 22.0 MRY= 4.8 | |---------------------------------------------------------------------| 159 ST L80X80X8 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.170 205




12.73 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 160 UNIT - kN,m SECTION CLASS 4 | |MCZ= 2.3 MCY= 5.0 PC= 52.7 PT= 307.5 MB= 4.0 PV= 61.6|

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| BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 338.25 FX/PZ = 0.04 MRZ= 2.3 MRY= 5.0 | |---------------------------------------------------------------------| 178 ST IPE120 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.083 202



8.20 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 180 UNIT - kN,m SECTION CLASS 4 | |MCZ= 2.3 MCY= 5.0 PC= 77.7 PT= 307.5 MB= 4.3 PV= 61.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 338.25 FX/PZ = 0.02 MRZ= 2.3 MRY= 5.0 | |---------------------------------------------------------------------| 181 ST IPE120 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.084 202



|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 181 UNIT - kN,m SECTION CLASS 1 | |MCZ= 15.3 MCY= 3.5 PC= 73.4 PT= 330.0 MB= 12.3 PV= 90.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 |

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| PZ= 363.00 FX/PZ = 0.02 MRZ= 15.3 MRY= 3.5 | |---------------------------------------------------------------------| 182 ST L80X80X8 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.087 202


7.97 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 183 UNIT - kN,m SECTION CLASS 4 | |MCZ= 2.3 MCY= 5.0 PC= 77.7 PT= 307.5 MB= 4.3 PV= 61.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 338.25 FX/PZ = 0.02 MRZ= 2.3 MRY= 5.0 | |---------------------------------------------------------------------| 186 ST UPN80 (EUROPEAN SECTIONS) PASS EC3-5: 5.5 0.000 242

0.00 0.00 0.00 2.33 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 186 UNIT - kN,m SECTION CLASS 1 | |MCZ= 8.0 MCY= 2.5 PC= 52.9 PT= 275.0 MB= 5.4 PV= 71.0| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 302.50 FX/PZ = 0.00 MRZ= 8.0 MRY= 2.5 | |---------------------------------------------------------------------| 187 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.002 205

0.00 0.00 -0.01 0.42 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 187 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 166.2 PT= 257.5 MB= 8.2 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 75


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3.65 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 189 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.0 MCY= 2.1 PC= 59.7 PT= 172.8 MB= 1.9 PV= 34.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 190.03 FX/PZ = 0.02 MRZ= 1.0 MRY= 2.1 | |---------------------------------------------------------------------| 190 ST L60X60X6 (EUROPEAN SECTIONS) PASS EC3-5: 5.5 0.000 242

0.00 T 0.00 0.00 1.47 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 190 UNIT - kN,m SECTION CLASS 1 | |MCZ= 1.8 MCY= 3.9 PC= 62.7 PT= 172.8 MB= 3.6 PV= 34.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 190.03 FX/PZ = 0.00 MRZ= 1.8 MRY= 3.9 | |---------------------------------------------------------------------| 191 ST HE240A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.557 242

0.62 C -0.13 -102.88 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 191 UNIT - kN,m SECTION CLASS 1 | |MCZ= 186.3 MCY= 88.0 PC= 1732.3 PT= 1920.0 MB= 186.3 PV= 362.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.00 MRZ= 186.3 MRY= 88.0 | |---------------------------------------------------------------------| 193 ST HE240A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.560 242



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FX MY MZ LOCATION =======================================================================


0.86 C 0.01 -95.91 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 195 UNIT - kN,m SECTION CLASS 1 | |MCZ= 157.0 MCY= 31.3 PC= 1114.2 PT= 1345.0 MB= 153.5 PV= 370.5| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.00 MRZ= 157.0 MRY= 31.3 | |---------------------------------------------------------------------| 196 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.403 205

0.11 C 0.00 -2.87 0.75 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 196 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 99.8 PT= 257.5 MB= 7.1 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 198 ST HE120A (EUROPEAN SECTIONS) PASS EC-6.2.9.1 0.207 202

2.26 T -3.05 -0.01 2.35 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 198 UNIT - kN,m SECTION CLASS 1 | |MCZ= 29.8 MCY= 14.8 PC= 149.4 PT= 632.5 MB= 25.8 PV= 121.5| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 695.75 FX/PZ = 0.00 MRZ= 29.8 MRY= 14.8 | |---------------------------------------------------------------------| 199 ST HE120A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.216 207


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51.88 C -0.56 -24.84 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 200 UNIT - kN,m SECTION CLASS 1 | |MCZ= 640.5 MCY= 218.3 PC= 3612.8 PT= 3975.0 MB= 640.5 PV= 827.8| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.01 MRZ= 640.5 MRY= 218.3 | |---------------------------------------------------------------------| 201 ST IPE120 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.441 205




0.27 T 0.00 -2.40 0.92

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0.27 T 0.00 -0.81 0.54 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 206 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 154.8 PT= 257.5 MB= 8.1 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 207 ST IPE300 (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.463 242


0.15 C 0.00 -1.58 0.75 |---------------------------------------------------------------------|

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9952T-500 CN 1832 0451 0


| CALCULATED CAPACITIES FOR MEMB 208 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 99.8 PT= 257.5 MB= 7.1 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 79


209 ST IPE120 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.802 205




4.23 T 0.00 -4.55 0.92 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 212 UNIT - kN,m SECTION CLASS 1 |

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|MCZ= 9.8 MCY= 2.3 PC= 70.9 PT= 257.5 MB= 6.5 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.01 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 213 ST HE400A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.130 242




5.04 C 0.00 -1.54 0.54 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 214 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 154.8 PT= 257.5 MB= 8.1 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.02 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 215 ST IPE300 (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.596 242


0.45 C 0.00 -2.75 0.75 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 216 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 99.8 PT= 257.5 MB= 7.1 PV= 73.1|

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9952T-500 CN 1832 0451 0


| BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 217 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.795 205





8.56 T 0.00 -6.38 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 219 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 146.5 PT= 257.5 MB= 7.9 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.03 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 220 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.598 205

1.92 C 0.00 -3.72 0.92 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 220 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 70.9 PT= 257.5 MB= 6.5 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 |

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| PZ= 283.25 FX/PZ = 0.01 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 221 ST HE400A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.080 242




|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 222 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 154.8 PT= 257.5 MB= 8.1 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 223 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.2.3 (T) 0.057 208

13.39 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 223 UNIT - kN,m SECTION CLASS 1 | |MCZ= 2.8 MCY= 6.3 PC= 82.3 PT= 235.0 MB= 5.6 PV= 47.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 258.50 FX/PZ = 0.05 MRZ= 2.8 MRY= 6.3 | |---------------------------------------------------------------------| 224 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.2.3 (T) 0.031 208

7.32 T 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 224 UNIT - kN,m SECTION CLASS 1 | |MCZ= 2.8 MCY= 6.3 PC= 102.1 PT= 235.0 MB= 5.8 PV= 47.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 258.50 FX/PZ = 0.03 MRZ= 2.8 MRY= 6.3 |

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|---------------------------------------------------------------------| 225 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.2.3 (T) 0.135 208







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4.51 C 0.00 0.00 3.28 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 232 UNIT - kN,m SECTION CLASS 4 | |MCZ= 3.3 MCY= 7.1 PC= 70.7 PT= 387.5 MB= 5.8 PV= 77.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 426.25 FX/PZ = 0.01 MRZ= 3.3 MRY= 7.1 | |---------------------------------------------------------------------| 233 ST L80X80X8 (EUROPEAN SECTIONS)

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PASS EC-6.3.1.1 0.049 204







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9.75 C -0.39 0.35 1.14 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 237 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 49.5 PT= 257.5 MB= 7.9 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.03 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| 238 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.415 208


7.88 C 0.00 -0.36 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 239 UNIT - kN,m SECTION CLASS 1 | |MCZ= 22.0 MCY= 4.8 PC= 231.4 PT= 410.0 MB= 17.0 PV= 109.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.02 MRZ= 22.0 MRY= 4.8 | |---------------------------------------------------------------------| 240 ST L60X60X6 (EUROPEAN SECTIONS) PASS EC-6.3.3-661 0.125 206




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0.00 0.00 1.73 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 243 UNIT - kN,m SECTION CLASS 1 | |MCZ= 22.0 MCY= 4.8 PC= 398.5 PT= 410.0 MB= 22.0 PV= 109.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.00 MRZ= 22.0 MRY= 4.8 | |---------------------------------------------------------------------| 244 ST IPE140 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.079 205

0.00 0.00 1.73 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 244 UNIT - kN,m SECTION CLASS 1 | |MCZ= 22.0 MCY= 4.8 PC= 398.5 PT= 410.0 MB= 22.0 PV= 109.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.00 MRZ= 22.0 MRY= 4.8 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 87


245 ST IPE140 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.286 205

0.00 0.00 4.25 2.00

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|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 245 UNIT - kN,m SECTION CLASS 1 | |MCZ= 22.0 MCY= 4.8 PC= 158.1 PT= 410.0 MB= 14.8 PV= 109.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.00 MRZ= 22.0 MRY= 4.8 | |---------------------------------------------------------------------| 246 ST IPE140 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.286 205

0.00 0.00 -4.25 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 246 UNIT - kN,m SECTION CLASS 1 | |MCZ= 22.0 MCY= 4.8 PC= 158.1 PT= 410.0 MB= 14.8 PV= 109.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.00 MRZ= 22.0 MRY= 4.8 | |---------------------------------------------------------------------| 247 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.2.6-(Y) 0.000 201

0.00 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 247 UNIT - kN,m SECTION CLASS 1 | |MCZ= 9.8 MCY= 2.3 PC= 241.5 PT= 257.5 MB= 9.8 PV= 73.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 9.8 MRY= 2.3 | |---------------------------------------------------------------------| ************** END OF TABULATED RESULT OF DESIGN ************** 893. *********************************// PARAMETER 2//*************************** 894. ****************// SEISMIC // 895. **** CHECK FOR COLUMN/MAIN BEAMS/EQUIPMENT SUPPORTING BEAMS/ 896. *****GRATING SUPPORTING BEAMS/PLAN BRACING/VERTICAL BRACING ****** 897. ***** DESIGN OF ALL MEMBERS ****** 898. LOAD LIST 210 TO 241 899. PARAMETER 2 900. CODE EN 1993-1-1:2005 901. *** 902. ****COLUMN 903. LZ 3.8 MEMB 3 8 10 71 138 151 STAAD SPACE -- PAGE NO. 88

904. LY 3.8 MEMB 3 8 10 71 138 151 905. LY 2.27 MEMB 18 19 155 157 235 TO 238 906. LY 4.7 MEMB 25 92 198 199 907. KZ 2.473 MEMB 30 31 36 37 908. * 909. * 910. ****EL. 103.5 911. LZ 8 MEMB 2 9 11 12 14 65 68 74 76 80 97 98 113 116 119 131 195 200 205 207 - 912. 213 215 221

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913. LZ 4 MEMB 5 6 15 TO 17 24 26 28 55 61 63 121 126 127 140 191 193 228 914. LZ 2.56 MEMB 128 129 201 203 915. LZ 2 MEMB 62 64 217 219 916. LZ 2.445 MEMB 59 60 209 211 917. LY 1.07 MEMB 12 65 918. LY 1.85 MEMB 24 61 919. * 920. * 921. ****EL. 106.1 922. LY 2.445 MEMB 33 34 178 181 923. LZ 2.445 MEMB 33 34 178 181 924. * 925. * 926. ****EL.106.27 927. LZ 4 MEMB 22 23 146 158 245 246 928. RATIO 0.95 ALL 929. *** 930. GM0 1 ALL 931. *** 932. GM1 1 ALL 933. *** 934. GM2 1 ALL 935. *** 936. SGR 1 ALL 937. *** 938. ELB 1 MEMB 1 TO 3 5 6 8 TO 12 14 TO 24 26 28 30 TO 37 41 42 55 57 TO 65 68 - 939. 71 73 TO 76 80 92 97 TO 100 113 114 116 119 121 126 TO 129 131 138 140 146 - 940. 151 155 157 158 178 181 187 191 193 195 196 199 TO 222 227 228 230 231 235 - 941. 236 TO 238 241 TO 247 942. TORSION 2 MEMB 2 5 6 9 11 12 14 TO 17 24 26 28 32 TO 35 41 55 61 63 65 68 - 943. 73 TO 76 80 97 TO 100 113 116 119 121 126 127 131 140 178 181 191 193 195 - 944. 200 205 207 213 215 221 228 945. TRACK 1 MEMB 1 TO 3 5 6 8 TO 12 14 TO 26 28 30 TO 37 41 42 55 57 TO 65 67 - 946. 68 TO 76 92 93 97 TO 100 104 113 TO 116 118 119 121 124 TO 129 131 TO 133 - 947. 136 TO 140 142 TO 149 152 153 155 157 TO 160 178 TO 183 186 TO 191 193 195 - 948. 196 198 TO 247 949. TRACK 2 MEMB 66 80 151 950. CHECK CODE ALL STAAD.PRO CODE CHECKING - EN 1993-1-1:2005 ******************************************** NATIONAL ANNEX - NOT USED

PROGRAM CODE REVISION V1.9 BS_EC3_2005/1 STAAD SPACE -- PAGE NO. 89


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FX MY MZ LOCATION =======================================================================

1 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.031 234


3.03 C -13.08 24.03 1.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 2 UNIT - kN,m SECTION CLASS 1 | |MCZ= 704.6 MCY= 240.1 PC= 3974.1 PT= 4372.5 MB= 704.6 PV= 910.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 704.6 MRY= 240.1 | |---------------------------------------------------------------------| 3 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.099 237

69.61 C -1.91 -8.68 1.20 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 3 UNIT - kN,m SECTION CLASS 1 | |MCZ= 204.9 MCY= 96.8 PC= 1492.4 PT= 2112.0 MB= 204.9 PV= 399.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.03 MRZ= 204.9 MRY= 96.8 | |---------------------------------------------------------------------| 5 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.045 238



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94.37 C -1.46 30.16 1.50 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 10 UNIT - kN,m SECTION CLASS 1 | |MCZ= 204.9 MCY= 96.8 PC= 1492.4 PT= 2112.0 MB= 204.9 PV= 399.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.04 MRZ= 204.9 MRY= 96.8 | |---------------------------------------------------------------------| 11 ST HE400A (EUROPEAN SECTIONS) PASS EC-6.2.7(9) 0.131 234


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16.47 T 2.93 117.41 1.07 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 16 UNIT - kN,m SECTION CLASS 1 | |MCZ= 204.9 MCY= 96.8 PC= 1905.5 PT= 2112.0 MB= 204.9 PV= 399.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.01 MRZ= 204.9 MRY= 96.8 | |---------------------------------------------------------------------| 17 ST HE160A (EUROPEAN SECTIONS)

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9952T-500 CN 1832 0451 0


PASS EC-6.2.1(7) 0.075 237







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83.05 C -0.01 -56.23 1.93 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 30 UNIT - kN,m SECTION CLASS 1 | |MCZ= 204.9 MCY= 96.8 PC= 1773.1 PT= 2112.0 MB= 202.8 PV= 399.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.04 MRZ= 204.9 MRY= 96.8 | |---------------------------------------------------------------------| 31 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.347 241

92.32 C -0.02 -61.26 2.10

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28.67 T 0.90 0.22 1.22 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 33 UNIT - kN,m SECTION CLASS 1 | |MCZ= 16.8 MCY= 3.9 PC= 80.7 PT= 363.0 MB= 13.6 PV= 99.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 363.00 FX/PZ = 0.08 MRZ= 16.8 MRY= 3.9 | |---------------------------------------------------------------------| 34 ST IPE120 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.325 229


4.26 C 9.54 -76.69 0.92 |---------------------------------------------------------------------|

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9952T-500 CN 1832 0451 0


| CALCULATED CAPACITIES FOR MEMB 35 UNIT - kN,m SECTION CLASS 1 | |MCZ= 204.9 MCY= 96.8 PC= 1942.7 PT= 2112.0 MB= 204.9 PV= 399.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.00 MRZ= 204.9 MRY= 96.8 | |---------------------------------------------------------------------| 36 ST HE240A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.352 241




|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 37 UNIT - kN,m SECTION CLASS 1 | |MCZ= 204.9 MCY= 96.8 PC= 1773.1 PT= 2112.0 MB= 202.8 PV= 399.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 2112.00 FX/PZ = 0.04 MRZ= 204.9 MRY= 96.8 | |---------------------------------------------------------------------| 41 ST UPN240 (EUROPEAN SECTIONS) PASS EC-6.2.7(9) 0.025 241

5.45 T 0.00 0.00 1.20 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 41 UNIT - kN,m SECTION CLASS 1 | |MCZ= 98.9 MCY= 22.0 PC= 810.2 PT= 1163.3 MB= 94.5 PV= 367.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1163.25 FX/PZ = 0.00 MRZ= 98.9 MRY= 22.0 | |---------------------------------------------------------------------| 42 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.002 218

0.19 T 0.00 0.00 1.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 42 UNIT - kN,m SECTION CLASS 1 |

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|MCZ= 10.7 MCY= 2.5 PC= 182.8 PT= 283.3 MB= 9.1 PV= 80.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 10.7 MRY= 2.5 | |---------------------------------------------------------------------| 55 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.046 241

17.40 T -0.91 -0.09 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 55 UNIT - kN,m SECTION CLASS 1 | |MCZ= 67.4 MCY= 32.5 PC= 835.2 PT= 1067.0 MB= 67.4 PV= 210.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.02 MRZ= 67.4 MRY= 32.5 | |---------------------------------------------------------------------| 57 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.011 238



58 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.013 234


49.08 C -0.02 6.49 1.07 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 59 UNIT - kN,m SECTION CLASS 1 | |MCZ= 16.8 MCY= 3.9 PC= 252.4 PT= 363.0 MB= 14.2 PV= 99.9|

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51.86 T -2.99 -17.26 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 63 UNIT - kN,m SECTION CLASS 1 | |MCZ= 67.4 MCY= 32.5 PC= 835.2 PT= 1067.0 MB= 67.4 PV= 210.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 |

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| PZ= 1067.00 FX/PZ = 0.05 MRZ= 67.4 MRY= 32.5 | |---------------------------------------------------------------------| 64 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.2 LTB 0.454 218




66 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.659 234

196.68 C 0.00 0.00 0.00 ======================================================================= MATERIAL DATA Grade of steel = S 275 Modulus of elasticity = 205 kN/mm2 Design Strength (py) = 275 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 559.02 Gross Area = 38.80 Net Area = 38.80 z-axis y-axis Moment of inertia : 1673.000 616.000 Plastic modulus : 245.000 118.000 Elastic modulus : 220.132 77.000 Shear Area : 19.200 13.240

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Radius of gyration : 6.566 3.985 Effective Length : 559.017 559.017 DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005 Section Class : CLASS 1 Squash Load : 1067.00 Axial force/Squash load : 0.184 GM0 : 1.00 GM1 : 1.00 GM2 : 1.00 z-axis y-axis Slenderness ratio (KL/r) : 85.1 140.3 Compression Capacity : 650.1 298.4 Tension Capacity : 1067.0 1067.0 Moment Capacity : 67.4 32.5 Reduced Moment Capacity : 67.4 32.5 Shear Capacity : 304.8 210.2 BUCKLING CALCULATIONS (units - kN,m) Lateral Torsional Buckling Moment MB = 45.7 co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 5.590 Elastic Critical Moment for LTB, Mcr = 63.0 Critical Load For Torsional Buckling, NcrT = 1976.1 Critical Load For Torsional-Flexural Buckling, NcrTF = 1976.1 STAAD SPACE -- PAGE NO. 100


CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY EC-6.3.1.1 0.659 234 196.7 1.7 0.0 0.0 0.0 EC-6.2.9.1 0.036 218 131.7 0.0 0.0 -2.4 0.0 EC-6.3.3-661 0.305 234 185.9 1.4 0.0 -0.7 0.0 EC-6.3.3-662 0.637 234 185.9 1.4 0.0 -0.7 0.0 EC-6.2.6-(Y) 0.008 218 194.1 1.7 0.0 0.0 0.0 EC-6.3.2 LTB 0.052 218 131.7 0.0 0.0 -2.4 0.0 Torsion and deflections have not been considered in the design. _________________________ 67 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.550 234

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79.62 T -14.94 24.19 0.00 STAAD SPACE -- PAGE NO. 101


|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 68 UNIT - kN,m SECTION CLASS 1 | |MCZ= 704.6 MCY= 240.1 PC= 3974.1 PT= 4372.5 MB= 704.6 PV= 910.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.02 MRZ= 704.6 MRY= 240.1 | |---------------------------------------------------------------------| 69 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.537 234

160.12 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 69 UNIT - kN,m SECTION CLASS 1 | |MCZ= 67.4 MCY= 32.5 PC= 298.4 PT= 1067.0 MB= 45.7 PV= 210.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.15 MRZ= 67.4 MRY= 32.5 | |---------------------------------------------------------------------| 70 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.526 234


28.01 C -1.63 -22.70 0.00

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0.62 C -2.48 20.42 1.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 74 UNIT - kN,m SECTION CLASS 1 | |MCZ= 172.7 MCY= 34.4 PC= 1225.6 PT= 1479.5 MB= 172.7 PV= 407.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.00 MRZ= 172.7 MRY= 34.4 | |---------------------------------------------------------------------| 75 ST IPE300 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.030 218

34.70 T 0.00 -1.09 0.75 |---------------------------------------------------------------------|

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| CALCULATED CAPACITIES FOR MEMB 75 UNIT - kN,m SECTION CLASS 1 | |MCZ= 172.7 MCY= 34.4 PC= 1297.8 PT= 1479.5 MB= 163.7 PV= 407.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.02 MRZ= 172.7 MRY= 34.4 | |---------------------------------------------------------------------| 76 ST HE400A (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.156 237

14.41 T -6.20 -89.42 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 76 UNIT - kN,m SECTION CLASS 1 | |MCZ= 704.6 MCY= 240.1 PC= 3974.1 PT= 4372.5 MB= 704.6 PV= 910.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 704.6 MRY= 240.1 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 103



27.39 T 13.36 109.39 1.38 ======================================================================= MATERIAL DATA Grade of steel = S 275 Modulus of elasticity = 205 kN/mm2 Design Strength (py) = 275 N/mm2 SECTION PROPERTIES (units - cm) Member Length = 137.50 Gross Area = 159.00 Net Area = 159.00 z-axis y-axis Moment of inertia : 45070.008 8564.001 Plastic modulus : 2562.000 873.000 Elastic modulus : 2311.282 570.933 Shear Area : 75.998 57.350 Radius of gyration : 16.836 7.339 Effective Length : 800.000 137.500 DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005 Section Class : CLASS 1 Squash Load : 4372.50 Axial force/Squash load : 0.006

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GM0 : 1.00 GM1 : 1.00 GM2 : 1.00 z-axis y-axis Slenderness ratio (KL/r) : 47.5 18.7 Compression Capacity : 3974.1 4347.9 Tension Capacity : 4372.5 4372.5 Moment Capacity : 704.6 240.1 Reduced Moment Capacity : 704.6 240.1 Shear Capacity : 1206.6 910.6 BUCKLING CALCULATIONS (units - kN,m) Lateral Torsional Buckling Moment MB = 704.6 co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 1.375 Elastic Critical Moment for LTB, Mcr = 12487.9 Critical Load For Torsional Buckling, NcrT = 97908.5 Critical Load For Torsional-Flexural Buckling, NcrTF = 97908.5 TORSION CALCULATIONS (units - kN,m) Total Torsional Load T = 0.0 Effective Length for Torsion = 1.375 END1: Torsion Fixed, Warping Fixed END2: Torsion Fixed, Warping Fixed Max. section forces & capacities: [@ x = 0.000](units - kN,m) Torsion at section = 0.0 Pure Torsion Component = 0.0 Warping Torsion Component = 0.0 Pure Torsion Capacity = 15.8 Warping Torsion Capacity = 78.4 Total Torsion Capacity = 94.2 STAAD SPACE -- PAGE NO. 104


CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY EC-6.2.3 (T) 0.007 233 -28.6 9.4 -3.5 -3.7 -13.2 EC-6.3.1.1 0.010 241 40.0 -79.0 -6.0 41.9 -12.2 EC-6.2.1(7) 0.217 238 -27.4 -32.1 3.2 109.4 13.4 EC-6.3.3-661 0.183 241 34.3 32.3 -3.2 -100.4 -13.4 EC-6.3.3-662 0.179 241 34.3 32.3 -3.2 -100.4 -13.4

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EC-6.2.5 0.063 239 0.0 64.1 4.3 -44.7 9.6 EC-6.2.6-(Z) 0.005 241 40.0 -79.0 -6.0 41.9 -12.2 EC-6.2.6-(Y) 0.098 234 39.0 89.3 5.4 9.3 4.4 EC-6.3.2 LTB 0.176 234 -26.4 -24.6 2.6 124.2 5.8 ADDITIONAL CLAUSE CHECKS FOR TORSION (units- kN,m): CLAUSE RATIO LOAD DIST FX VY VZ MZ MY MX EC-6.2.7(9) 0.098 234 0.0 39.0 89.3 5.4 9.3 4.4 0.0 EC-6.2.7(5) 0.070 238 1.4 -27.4 -32.1 3.2 109.4 13.4 0.0 EC:6 - A.1 0.201 238 1.4 -27.4 -32.1 3.2 109.4 13.4 0.0 _________________________ 92 ST HE120A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.154 238





1.37 C 1.12 -35.69 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 97 UNIT - kN,m SECTION CLASS 1 | |MCZ= 172.7 MCY= 34.4 PC= 1225.6 PT= 1479.5 MB= 172.3 PV= 407.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.00 MRZ= 172.7 MRY= 34.4 |

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|---------------------------------------------------------------------| 98 ST IPE300 (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.396 241

29.46 T -1.03 -58.69 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 98 UNIT - kN,m SECTION CLASS 1 | |MCZ= 172.7 MCY= 34.4 PC= 1225.6 PT= 1479.5 MB= 166.6 PV= 407.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.02 MRZ= 172.7 MRY= 34.4 | |---------------------------------------------------------------------| 99 ST HE160A (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.231 238

17.21 C 0.00 -14.13 0.50 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 99 UNIT - kN,m SECTION CLASS 1 | |MCZ= 67.4 MCY= 32.5 PC= 938.3 PT= 1067.0 MB= 66.3 PV= 210.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.02 MRZ= 67.4 MRY= 32.5 | |---------------------------------------------------------------------| 100 ST HE160A (EUROPEAN SECTIONS) PASS EC:6 - A.1 0.244 237




57.17 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 104 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.7 MCY= 3.7 PC= 107.5 PT= 258.5 MB= 3.4 PV= 51.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 258.50 FX/PZ = 0.22 MRZ= 1.7 MRY= 3.7 | |---------------------------------------------------------------------|

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|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 116 UNIT - kN,m SECTION CLASS 1 | |MCZ= 704.6 MCY= 240.1 PC= 3974.1 PT= 4372.5 MB= 704.6 PV= 910.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.01 MRZ= 704.6 MRY= 240.1 | |---------------------------------------------------------------------| 118 ST L70X70X7 (EUROPEAN SECTIONS)

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PASS EC-6.3.1.1 0.388 238







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16.36 T -17.07 -31.70 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 131 UNIT - kN,m SECTION CLASS 1 | |MCZ= 704.6 MCY= 240.1 PC= 3974.1 PT= 4372.5 MB= 704.6 PV= 910.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 704.6 MRY= 240.1 | |---------------------------------------------------------------------| 132 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.364 238





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44.81 T 1.01 0.12 0.92 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 140 UNIT - kN,m SECTION CLASS 1 | |MCZ= 67.4 MCY= 32.5 PC= 835.2 PT= 1067.0 MB= 67.4 PV= 210.2| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1067.00 FX/PZ = 0.04 MRZ= 67.4 MRY= 32.5 | |---------------------------------------------------------------------| 142 ST HE120A (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.325 230


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|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 142 UNIT - kN,m SECTION CLASS 1 | |MCZ= 32.7 MCY= 16.2 PC= 190.6 PT= 695.8 MB= 23.6 PV= 133.7| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 695.75 FX/PZ = 0.09 MRZ= 32.7 MRY= 16.2 | |---------------------------------------------------------------------| 143 ST HE120A (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.532 241




6.69 C 0.03 1.58 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 146 UNIT - kN,m SECTION CLASS 1 | |MCZ= 24.2 MCY= 5.2 PC= 173.9 PT= 451.0 MB= 16.3 PV= 120.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 |

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ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION

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=======================================================================



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CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m): CLAUSE RATIO LOAD FX VY VZ MZ MY EC-6.3.1.1 0.089 237 133.0 13.1 -0.6 0.0 0.0 EC-6.2.1(7) 0.224 234 129.5 -13.1 0.6 -30.2 1.5 EC-6.3.3-661 0.165 234 129.5 -13.1 0.6 -30.2 1.5 EC-6.3.3-662 0.245 234 129.5 -13.1 0.6 -30.2 1.5 EC-6.2.6-(Z) 0.001 234 129.5 -13.1 0.6 -30.2 1.5 EC-6.2.6-(Y) 0.036 234 83.8 14.5 0.6 0.0 0.0 EC-6.3.2 LTB 0.167 237 80.3 -14.5 -0.6 -33.3 -1.5 Torsion and deflections have not been considered in the design. _________________________ 152 ST L90X90X9 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.204 218




|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 153 UNIT - kN,m SECTION CLASS 4 | |MCZ= 3.6 MCY= 7.8 PC= 163.1 PT= 426.3 MB= 7.2 PV= 85.7| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 426.25 FX/PZ = 0.12 MRZ= 3.6 MRY= 7.8 | |---------------------------------------------------------------------| 155 ST IPE100 (EUROPEAN SECTIONS)

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PASS EC-6.2.7(5) 0.914 237

6.40 C -1.41 -0.30 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 155 UNIT - kN,m SECTION CLASS 1 | |MCZ= 10.7 MCY= 2.5 PC= 54.5 PT= 283.3 MB= 8.7 PV= 80.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.02 MRZ= 10.7 MRY= 2.5 | |---------------------------------------------------------------------| 157 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.2.7(5) 0.309 241






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31.32 T -0.90 -0.22 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 178 UNIT - kN,m SECTION CLASS 1 | |MCZ= 16.8 MCY= 3.9 PC= 80.7 PT= 363.0 MB= 13.6 PV= 99.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 363.00 FX/PZ = 0.09 MRZ= 16.8 MRY= 3.9 | |---------------------------------------------------------------------| 179 ST L80X80X8 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.678 226





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64.29 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 183 UNIT - kN,m SECTION CLASS 4 | |MCZ= 2.6 MCY= 5.5 PC= 85.5 PT= 338.3 MB= 4.7 PV= 67.7| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 338.25 FX/PZ = 0.19 MRZ= 2.6 MRY= 5.5 | |---------------------------------------------------------------------| 186 ST UPN80 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.111 226

6.47 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 186 UNIT - kN,m SECTION CLASS 1 | |MCZ= 8.8 MCY= 2.7 PC= 58.2 PT= 302.5 MB= 5.9 PV= 78.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 302.50 FX/PZ = 0.02 MRZ= 8.8 MRY= 2.7 | |---------------------------------------------------------------------| 187 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.014 226



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12.63 C 0.98 0.01 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 199 UNIT - kN,m SECTION CLASS 1 | |MCZ= 32.7 MCY= 16.2 PC= 164.4 PT= 695.8 MB= 28.4 PV= 133.7| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 |

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33.31 C 0.01 -3.63 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 203 UNIT - kN,m SECTION CLASS 1 | |MCZ= 16.8 MCY= 3.9 PC= 214.4 PT= 363.0 MB= 13.4 PV= 99.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 363.00 FX/PZ = 0.09 MRZ= 16.8 MRY= 3.9 |

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|---------------------------------------------------------------------| 204 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.233 238




16.64 T 14.15 13.61 1.28 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 205 UNIT - kN,m SECTION CLASS 1 | |MCZ= 704.6 MCY= 240.1 PC= 3974.1 PT= 4372.5 MB= 704.6 PV= 910.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 4372.50 FX/PZ = 0.00 MRZ= 704.6 MRY= 240.1 | |---------------------------------------------------------------------| 206 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.3-662 0.067 238

2.13 C 0.00 -0.49 0.36 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 206 UNIT - kN,m SECTION CLASS 1 | |MCZ= 10.7 MCY= 2.5 PC= 170.2 PT= 283.3 MB= 8.9 PV= 80.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.01 MRZ= 10.7 MRY= 2.5 | |---------------------------------------------------------------------| 207 ST IPE300 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.260 241

28.42 T -0.50 -39.12 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 207 UNIT - kN,m SECTION CLASS 1 | |MCZ= 172.7 MCY= 34.4 PC= 1225.6 PT= 1479.5 MB= 168.9 PV= 407.6| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 1479.50 FX/PZ = 0.02 MRZ= 172.7 MRY= 34.4 | |---------------------------------------------------------------------|

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50.04 C 0.02 -6.49 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 211 UNIT - kN,m SECTION CLASS 1 | |MCZ= 16.8 MCY= 3.9 PC= 197.0 PT= 363.0 MB= 13.0 PV= 99.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 363.00 FX/PZ = 0.14 MRZ= 16.8 MRY= 3.9 | |---------------------------------------------------------------------| 212 ST IPE100 (EUROPEAN SECTIONS)

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PASS EC-6.3.2 LTB 0.431 218





7.54 C 0.00 -0.92 0.36 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 214 UNIT - kN,m SECTION CLASS 1 | |MCZ= 10.7 MCY= 2.5 PC= 170.2 PT= 283.3 MB= 8.9 PV= 80.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.03 MRZ= 10.7 MRY= 2.5 | |---------------------------------------------------------------------| 215 ST IPE300 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.328 241


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8.80 T -0.01 -4.27 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 217 UNIT - kN,m SECTION CLASS 1 | |MCZ= 10.7 MCY= 2.5 PC= 161.2 PT= 283.3 MB= 8.7 PV= 80.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.03 MRZ= 10.7 MRY= 2.5 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 124





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17.94 C 0.00 0.00 0.00

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227 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.010 234


35.02 C 0.28 -11.63 0.00 |---------------------------------------------------------------------|

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| CALCULATED CAPACITIES FOR MEMB 228 UNIT - kN,m SECTION CLASS 1 | |MCZ= 47.6 MCY= 23.4 PC= 623.7 PT= 863.5 MB= 47.6 PV= 160.5| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 863.50 FX/PZ = 0.04 MRZ= 47.6 MRY= 23.4 | |---------------------------------------------------------------------| 229 ST L70X70X7 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.236 230



0.03 T 0.00 -0.04 0.92 STAAD SPACE -- PAGE NO. 127



6.32 C 0.00 0.00 3.28 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 232 UNIT - kN,m SECTION CLASS 4 |

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|MCZ= 3.6 MCY= 7.8 PC= 77.8 PT= 426.3 MB= 6.4 PV= 85.7| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 426.25 FX/PZ = 0.01 MRZ= 3.6 MRY= 7.8 | |---------------------------------------------------------------------| 233 ST L80X80X8 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.166 230



6.61 C -0.11 0.01 1.14 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 235 UNIT - kN,m SECTION CLASS 1 | |MCZ= 10.7 MCY= 2.5 PC= 54.5 PT= 283.3 MB= 8.7 PV= 80.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.02 MRZ= 10.7 MRY= 2.5 | |---------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 128



8.20 C -0.12 -0.03 1.14 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 236 UNIT - kN,m SECTION CLASS 1 | |MCZ= 10.7 MCY= 2.5 PC= 54.5 PT= 283.3 MB= 8.7 PV= 80.4|

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7.45 C 0.25 -0.27 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 239 UNIT - kN,m SECTION CLASS 1 | |MCZ= 24.2 MCY= 5.2 PC= 254.5 PT= 451.0 MB= 18.7 PV= 120.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.02 MRZ= 24.2 MRY= 5.2 | |---------------------------------------------------------------------| 240 ST L60X60X6 (EUROPEAN SECTIONS) PASS EC-6.3.3-661 0.231 238



|---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 240 UNIT - kN,m SECTION CLASS 4 | |MCZ= 0.9 MCY= 2.0 PC= 65.6 PT= 190.0 MB= 1.8 PV= 38.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 |

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9952T-500 CN 1832 0451 0


| PZ= 190.03 FX/PZ = 0.03 MRZ= 0.9 MRY= 2.0 | |---------------------------------------------------------------------| 241 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.2.1(7) 0.001 218






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9952T-500 CN 1832 0451 0




0.21 C 0.01 -2.93 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 246 UNIT - kN,m SECTION CLASS 1 | |MCZ= 24.2 MCY= 5.2 PC= 173.9 PT= 451.0 MB= 16.3 PV= 120.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 451.00 FX/PZ = 0.00 MRZ= 24.2 MRY= 5.2 | |---------------------------------------------------------------------| 247 ST IPE100 (EUROPEAN SECTIONS) PASS EC-6.3.1.1 0.005 226

1.28 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 247 UNIT - kN,m SECTION CLASS 1 | |MCZ= 10.7 MCY= 2.5 PC= 265.7 PT= 283.3 MB= 10.7 PV= 80.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 283.25 FX/PZ = 0.00 MRZ= 10.7 MRY= 2.5 | |---------------------------------------------------------------------| ************** END OF TABULATED RESULT OF DESIGN ************** 951. ************************************************************************** 952. STEEL TAKE OFF ALL STAAD SPACE -- PAGE NO. 131

STEEL TAKE-OFF -------------- PROFILE LENGTH(METE) WEIGHT(KN )

ST HE240A 35.30 21.282 ST HE400A 16.00 19.970 ST HE160A 33.07 10.073 ST IPE100 42.33 3.423 ST IPE140 14.31 1.843 ST HE120A 26.57 5.278 ST IPE120 16.74 1.735

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9952T-500 CN 1832 0451 0


ST UPN240 1.20 0.398 ST L70X70X7 22.21 1.639 ST IPE300 11.00 4.646 ST L90X90X9 10.80 1.314 ST L60X60X6 12.18 0.660 ST HE140A 4.00 0.986 ST L80X80X8 27.80 2.684 ST UPN80 2.33 0.201 ---------------- TOTAL = 76.132 ************ END OF DATA FROM INTERNAL STORAGE ************ 953. FINISH

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9952T-500 CN 1832 0451 0


APPENDIX - A3PIPING LOADING INPUT

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A.. EQUIPMENT TAG - 500-D-004

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APPENDIX - A4 MECHANICAL DATA SHEETS / VENDOR DRAWING OF EQUIPMENTS

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A. EQUIPMENT TAG 500-D-004

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APPENDIX - A5 BASE PLATE DESIGN

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APPENDIX - A5 EFFECTIVE LENGTH CALCULATION

1.0 Frame Stability In X-Direction

ELEVATIONS### ### ###

0.00

0

0.00

0

0.00

00.

00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

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0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

#DIV/0! #DIV/0! #DIV/0!

104.00 0.1 HE 400 A 0.1 ###

7.3

56.3

7.3

0

0.00

0

3.80

HE

240

A

HE

240

ANon- Sway0.724 0.724 #DIV/0!

1 1 N/A100.20

8.00

Type of support: PINNEDy

Type 1

z z

Type of column orientatin

yType 1

2.0 Frame Stability In Z-Direction


0.00

0

0.00

0

0.00

0

#DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

#DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

#DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

#DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

#DIV/0! #DIV/0! #DIV/0!

104.00 0.8 HE 160 A 0.8 ###

20.4

4.2

20.4

0

0.00

0

3.80

HE

240

A

HE

240

ANon- Sway0.940 0.940 #DIV/0!

1 1 N/A100.20

4.00


Type 2

z z

y

Type 1

3.0 Equipment supporting frame stability in X-Direction


0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

#DIV/0! #DIV/0! #DIV/0!

106.09 0.9 IPE 120 1.0 ###

13.3

0.9

37.2

0

0.00

0

2.08

HE

240

A

HE

240

ANon- Sway


2.08

HE

240

A

0.978

HE

240

A

0.992 #DIV/0!

1 1 N/A104.00

2.45


Type 1

z z

y

Type 1

4.0 Equipment supporting frame stability in Z-Direction


0.00

0

0.00

00.

000

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0


#DIV/0! #DIV/0! #DIV/0!

106.09 0.5 HE 240 A 0.5 ###

37.2

42.0

37.2

0

0.00

02.

08

HE

240

A

HE

240

ASway2.476 2.476 #DIV/0!

1 1 N/A104.00

1.85


Type 2

z z

y

Type 1

5.0 Platform frame stability in X-Direction


0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!


### ### ###

0.00

0

0.00

0

0.00

0

#DIV/0! #DIV/0! #DIV/0!

106.27 0.0 IPE 100 0.0 ###0.

071.7

0.07

0

0.00

0

2.27

IPE

100

IPE

100Non- Sway

0.705 0.705 #DIV/0!

1 1 N/A104.00

1.00


Type 1

z z

y

Type 1

6.0 Platform frame stability in Z-Direction


0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###


0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

#DIV/0! #DIV/0! #DIV/0!

106.27 0.3 IPE 140 0.3 ###

0.75

1.9

0.75

0

0.00

0

2.27

IPE

100

IPE

100Non- Sway

0.772 0.772 #DIV/0!

1 1 N/A104.00

2.92


Type 2

z z

y

Type 1

7.0 Pipe supporting frame stability in Z-Direction


0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0

0.00 #DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0


0.00

0.00

0.00

0.00

#DIV/0! #DIV/0! #DIV/0!

### ### ###

0.00

0

0.00

0

0.00

0-1

08.7

0

#DIV/0! #DIV/0! #DIV/0!

108.70 0.6 IPE 120 0.6 ###

1

1.18

1

0

0.00

0

2.35

HE

100

A

HE

100

ANon- Sway0.781 0.781 #DIV/0!

106.35 0.8 IPE 100 0.8 ###

1.49

0.91.

490

0.00

0

2.35

HE

100

A

HE

100

ANon- Sway0.918 0.918 #DIV/0!

1 1 N/A104.00

1.85


Type 2

z z

y

Type 1


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Document Class:CLASS 2 Project N° - Unit Doc Type Material code Serial Numbe REV. Page

9952T-500 CN 1832 0451 A

9.0 CONNECTION FORCES


43 / 47

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9952T-500 CN 1832 0451 A


Design End Force

Maximum size of moment connections.

N = Axial forces

Fy = Shear Y

Fz = Shear Z

My = Bending Y

Mz = Bending Z

Minimum requirement for designing connections which are not relevant of seismic requirement

a) Moment connections: 60% of full bending capacity, 20% of the shear member capacity, plus 15% of the axial member capacity.b) Simple beam connections: 20% of shear capacity of memberc) Main bracings: 20% of tension capacity of member

Note : All member end forces indicated herein are factored forces. In addition, a 10% increase was considered for the design of connections. The values tabulated below are to be used if they exceed the min. requirements as listed above.

Description Profile Member No.

BRACING L60X60X6 Pinned 14.4 0.0 0.0 0.0 0.0 115 139 149 188 TO 190 240

BRACING L70X70X7 Pinned 100.8 0.0 0.0 0.0 0.0

BRACING L80X80X8 Pinned 83.0 0.0 0.0 0.0 0.0

Unit : kN & kNm

Type of Connecti

on

Axial "N" (kN)

Shear "(Fy)" ( kN )

Shear "(Fz)" ( kN )

Moment "My"

(kN-m)

Moment "Mz" (kN-m)

72 104 118 124 125 132 133 136 137 223 TO 226 229

147 148 159 160 179 180 182 183 233 234

2h

h

44 / 47

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9952T-500 CN 1832 0451 A



BRACING L90X90X9 Pinned 54.6 0.0 0.0 0.0 0.0 93 152 153 232

BRACING HEA120 Pinned 152.7 0.0 0.0 0.0 0.0 142 TO 145

BRACING HEA160 Pinned 227.5 0.0 0.0 0.0 0.0 66 67 69 70

BEAMS HEA240 Fixed 4.8 114.9 11.4 0.0 79.9 32 35

BEAMS IPE100 Pinned 100.8 7.4 0.1 0.0 0.0

BEAMS IPE120 Pinned 98.7 6.8 1.4 0.0 0.0

BEAMS IPE140 Pinned 12.8 5.8 0.6 0.0 0.0

BEAMS IPE300 Pinned 39.4 35.2 3.2 0.0 0.0 73 TO 75 97

BEAMS HEA140 Pinned 27.6 12.6 0.9 0.0 0.0 121 127

BEAMS HEA160 Pinned 68.2 37.4 9.3 0.0 0.0 5 6 17 63 99 100

BEAMS HEA240 Pinned 48.3 145.7 11.2 0.0 0.0 15 16 191 193

Type of Connecti

on

Axial "N" (kN)

Shear "(Fy)" ( kN )

Shear "(Fz)" ( kN )

Moment "My"

(kN-m)

Moment "Mz" (kN-m)

20 21 42 57 58 62 64 114 187 196 202 204 206 208

210 212 214 216 TO 220 222 227 231 241 242 247

33 34 59 60 128 129 178 181 201 203 209 211 230

22 23 146 158 239 243 TO 246

45 / 47

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9952T-500 CN 1832 0451 A



BEAMSHEA400 Fixed 58.5 92.8 26.8 0.0 0.0 2 9 76 221

BEAMS UPN240 Fixed 18.2 10.0 0.1 0.0 0.0 41

* As per seismic requirement, connection forces of members in braced frame are obtained for 1.5 times of seismic forces.* Loads given above includes 10% contigencies for future design development.* Column splices shall be developed for the full strength of the column.* Beam splices shall be developed for the full strength of the beam.

Type of Connecti

on

Axial "N" (kN)

Shear "(Fy)" ( kN )

Shear "(Fz)" ( kN )

Moment "My"

(kN-m)

Moment "Mz" (kN-m)

48 / 55 .

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9952T-500 CN 1832 0451 A

9.0 CONNECTION FORCES


49 / 55 .

ALGIERS REFINERY



9952T-500 CN 1832 0451 A


Design End Force

Maximum size of moment connections.

N = Axial forces

Fy = Shear Y

Fz = Shear Z

My = Bending Y

Mz = Bending Z

Minimum requirement for designing connections which are not relevant of seismic requirement

a) Moment connections: 60% of full bending capacity, 20% of the shear member capacity, plus 15% of the axial member capacity.b) Simple beam connections: 20% of shear capacity of memberc) Main bracings: 20% of tension capacity of member

Note : All member end forces indicated herein are factored forces. In addition, a 10% increase was considered for the design of connections. The values tabulated below are to be used if they exceed the min. requirements as listed above.

LOAD COMBINATIONS - 201 TO 242, 401 TO 416


TRUSS L60X60X6 Pinned 111.4 28.4 8.0 0.0 0.0

TRUSS L70X70X7 Pinned 60.8 3.7 3.7 0.0 0.0

TRUSS L80X80X8 Pinned 6.9 30.6 0.6 0.0 0.0

Unit : kN & kNm

Type of Connecti

on

Axial "N" (kN)

Shear "(Fy)" ( kN )

Shear "(Fz)" ( kN )

Moment "My"

(kN-m)

Moment "Mz" (kN-m)

115 149 188 TO 190 240 277 278

72 104 118 124 125 132 133 136 137 139 223 TO 226 229

147 148 159 160 179 180 182 183 233 234

2h

h

50 / 55 .

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9952T-500 CN 1832 0451 A



TRUSSL90X90X9 Pinned 234.9 11.7 4.4 0.0 0.0 93 152 153 232

TRUSS HEA120 Pinned 141.2 46.1 42.6 0.0 0.0 142 TO 145

TRUSS HEA160 Pinned 206.7 161.5 7.9 0.0 0.0 66 67 69 70

BEAMS HEA240 Pinned 37.5 7.3 0.4 0.0 0.0 32 35

BEAMS IPE100 Pinned 177.3 28.9 0.9 0.0 0.0

BEAMS IPE120 Pinned 103.8 35.2 4.2 0.0 0.0

BEAMS IPE140 Pinned 240.4 51.9 8.7 0.0 0.0

BEAMS IPE300 Pinned 39.1 0.0 0.0 0.0 0.0

BEAMS HEA140 Pinned 12.2 0.0 0.0 0.0 0.0

BEAMS HEA160 Pinned 87.8 0.0 0.0 0.0 0.0

BEAMS HEA240 Pinned 97.8 0.0 0.0 0.0 0.0 15 16 26 28 32 35 191 193

Type of Connecti

on

Axial "N" (kN)

Shear "(Fy)" ( kN )

Shear "(Fz)" ( kN )

Moment "My"

(kN-m)

Moment "Mz" (kN-m)

20 21 42 57 58 62 64 114 187 196 202 204 206 208 210 212 214 216 TO 220 222 227 231 241 242 247 252 254 263

270 275 276

59 60 128 129 201 203 209 211 230

22 23 146 158 239 243 TO 246

73 TO 75 97 98 113 195 207 215

121 126 127 228 249 TO 251 253 274

5 6 17 24 55 61 63 99 100 140

51 / 55 .

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9952T-500 CN 1832 0451 A


BEAMS HEA240 Pinned 97.8 0.0 0.0 0.0 0.0 15 16 26 28 32 35 191 193


BEAMS UPN240 Pinned 176.1 0.0 0.0 0.0 0.0 41 248

BEAMS HEA100 Pinned 186.2 0.0 0.0 0.0 0.0 33 34 178 181

* As per seismic requirement, connection forces of members in braced frame are obtained for 1.5 times of seismic forces.* Loads given above includes 10% contigencies for future design development.* Column splices shall be developed for the full strength of the column.* Beam splices shall be developed for the full strength of the beam.* Beams at Platform EL +103.500 are under hold

Type of Connecti

on

Axial "N" (kN)

Shear "(Fy)" ( kN )

Shear "(Fz)" ( kN )

Moment "My"

(kN-m)

Moment "Mz" (kN-m)

Mass Depth Width Thickness of Root Depth Second Moment Radius Elastic Plastic Buckling Torsional Warping Torsional Areaper of of Web Flange Radius between of Area of Gyration Modulus Modulus Parameter Index Constant Constant of

Designation metre Section Section fillets Axis x-x Axis y-y Axis x-x Axis y-y Axis x-x Axis y-y Axis x-x Axis y-y Inertia Section

M h b s t r d u x H J A

kg/m mm mm mm mm mm mm cm cm0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1 IPE 100A 6.89 98 55 3.6 4.7 7 74.6 141 13.1 4.01 1.22 28.8 4.77 33 7.54 0.876 18.4 0.00029 0.727 8.782 IPE 100 8.1 100 55 4.1 5.7 7 74.6 171 15.9 4.07 1.24 34.2 5.79 39.4 9.15 0.878 15.9 0.00035 1.16 10.33 IPE 120 A 8.66 117.6 64 3.8 5.1 7 93.4 257 22.4 4.83 1.42 43.8 7 49.9 11 0.876 21.2 0.00071 0.996 114 IPE 120 10.4 120 64 4.4 6.3 7 93.4 318 27.7 4.9 1.45 53 8.65 60.7 13.6 0.879 18 0.00089 1.69 13.25 IPE 140 A 10.5 137.4 73 3.8 5.6 7 112.2 435 36.4 5.7 1.65 63.3 9.98 71.6 15.5 0.881 23.6 0.00158 1.34 13.46 IPE 140 12.9 140 73 4.7 6.9 7 112.2 541 44.9 5.74 1.65 77.3 12.3 88.3 19.2 0.88 19.7 0.00199 2.4 16.47 IPE 140 R 14.4 142 72 5.3 7.8 7 112.4 611 48.8 5.77 1.63 86.1 13.5 99.1 21.3 0.879 17.8 0.0022 3.36 18.48 IPE 160 A 12.7 157 82 4 5.9 9 127.2 689 54.4 6.53 1.83 87.8 13.3 99.1 20.7 0.882 24.7 0.00311 1.93 16.29 IPE 160 15.8 160 82 5 7.4 9 127.2 869 68.3 6.58 1.84 109 16.7 124 26.1 0.881 20.6 0.00398 3.54 20.1

10 IPE 160 R 17.7 162 81 5.6 8.5 9 127 989 75.7 6.62 1.83 122 18.7 140 29.4 0.881 18.4 0.00446 5.05 22.611 IPE 180 A 15.4 177 91 4.3 6.5 9 146 1063 81.9 7.37 2.05 120 18 135 28 0.883 26.1 0.00595 2.67 19.612 IPE 180 18.8 180 91 5.3 8 9 146 1317 101 7.42 2.05 146 22.2 166 34.6 0.881 21.9 0.00746 4.73 23.913 IPE 180 O 21.3 182 92 6 9 9 146 1505 117 7.45 2.08 165 25.5 189 39.9 0.88 19.8 0.00878 6.65 27.114 IPE 180 R 22.1 183 89 6.4 9.5 9 146 1554 112 7.44 2 170 25.2 195 39.7 0.878 18.8 0.00844 7.63 28.115 IPE 200 A 18.4 197 100 4.5 7 12 159 1591 117 8.23 2.23 162 23.4 182 36.5 0.886 25.6 0.0106 4.14 23.516 IPE 200 22.4 200 100 5.6 8.5 12 159 1943 142 8.26 2.24 194 28.5 221 44.6 0.882 22 0.0131 6.92 28.517 IPE 200 O 25.1 202 102 6.2 9.5 12 159 2211 169 8.32 2.3 219 33.1 249 51.9 0.883 20.1 0.0156 9.36 3218 IPE 200 R 26.6 204 98 6.6 10.5 12 159 2363 166 8.35 2.21 232 33.8 265 53.2 0.883 18.7 0.0155 11.7 33.919 IPE 220 A 22.2 217 110 5 7.7 12 177.6 2317 171 9.05 2.46 214 31.2 240 48.5 0.884 26.4 0.0188 5.68 28.320 IPE 220 26.2 220 110 5.9 9.2 12 177.6 2772 205 9.11 2.48 252 37.3 285 58.1 0.884 22.9 0.0228 9.03 33.421 IPE 220 O 29.4 222 112 6.6 10.2 12 177.6 3134 240 9.16 2.53 282 42.8 321 66.9 0.883 21 0.0269 12.2 37.422 IPE 220 R 31.6 225 108 6.7 11.8 12 177.4 3474 249 9.29 2.49 309 46.1 352 71.8 0.889 18.9 0.0283 16.4 40.223 IPE 240 A 26.2 237 120 5.2 8.3 15 190.4 3290 240 9.94 2.68 278 40 312 62.4 0.887 25.6 0.0314 8.5 33.324 IPE 240 30.7 240 120 6.2 9.8 15 190.4 3892 284 9.97 2.69 324 47.3 367 73.9 0.886 22.6 0.0376 13 39.125 IPE 240 O 34.3 242 122 7 10.8 15 190.4 4369 329 10 2.74 361 53.9 410 84.4 0.884 20.9 0.0439 17.1 43.726 IPE 240 R 37.3 245 118 7.5 12.3 15 190.4 4823 339 10.1 2.67 394 57.4 449 90.1 0.886 19 0.0459 22.8 47.527 IPE 270 A 30.7 267 135 5.5 8.7 15 219.6 4917 358 11.2 3.02 368 53 412 82.3 0.886 28.3 0.0597 10.4 39.128 IPE 270 36.1 270 135 6.6 10.2 15 219.6 5790 420 11.2 3.02 429 62.2 484 97 0.884 25 0.0708 15.9 45.929 IPE 270 O 42.3 274 136 7.5 12.2 15 219.6 6947 513 11.4 3.09 507 75.5 575 118 0.886 21.7 0.088 25 53.830 IPE 270 R 44 276 133 7.7 13.1 15 219.8 7312 516 11.4 3.03 530 77.6 602 121 0.888 20.6 0.0891 29.1 5631 IPE 300 A 36.5 297 150 6.1 9.2 15 248.6 7173 519 12.4 3.34 483 69.2 542 107 0.883 30.4 0.107 13.3 46.532 IPE 300 42.2 300 150 7.1 10.7 15 248.6 8356 604 12.5 3.35 557 80.5 628 125 0.882 26.9 0.126 19.9 53.833 IPE 300O 49.3 304 152 8 12.7 15 248.6 9994 746 12.6 3.45 658 98.1 744 153 0.884 23.5 0.158 31 62.834 IPE 300 R 51.7 306 147 8.5 13.7 15 248.6 10498 728 12.6 3.32 686 99 780 155 0.884 22.1 0.155 37 65.935 IPE 330 A 43 327 160 6.5 10 18 271 10231 685 13.7 3.54 626 85.6 702 133 0.884 30 0.172 19.6 54.736 IPE 330 49.1 330 160 7.5 11.5 18 271 11767 788 13.7 3.55 713 98.5 804 154 0.883 26.9 0.2 28.1 62.637 IPE 330 O 57 334 162 8.5 13.5 18 271 13910 960 13.8 3.64 833 119 943 185 0.884 23.8 0.247 42.2 72.638 IPE 330 R 60.3 336 158 9.2 14.5 18 271 14688 958 13.8 3.53 874 121 995 190 0.882 22.4 0.247 50.6 76.839 IPE 360 A 50.2 357.6 170 6.6 11.5 18 298.6 14515 944 15.1 3.84 812 111 907 172 0.89 29.9 0.283 27.4 6440 IPE 360 57.1 360 170 8 12.7 18 298.6 16266 1043 15 3.79 904 123 1019 191 0.884 27.4 0.315 37.4 72.741 IPE 360 O 66 364 172 9.2 14.7 18 298.6 19047 1251 15 3.86 1047 145 1186 227 0.883 24.3 0.382 55.7 84.142 IPE 360 R 70.3 366 168 9.9 16 18 298 20288 1270 15 3.76 1109 151 1262 236 0.883 22.6 0.389 68.7 89.643 IPE 400 A 57.4 397 180 7 12 21 331 20293 1171 16.7 4 1022 130 1144 202 0.888 31 0.434 36.2 73.144 IPE 400 66.3 400 180 8.6 13.5 21 331 23128 1318 16.5 3.95 1156 146 1307 229 0.882 28.1 0.492 51.3 84.545 IPE 400 O 75.7 404 182 9.7 15.5 21 331 26747 1564 16.7 4.03 1324 172 1502 269 0.882 25.2 0.59 73.3 96.446 IPE 400 R 81.5 407 178 10.6 17 21 331 28863 1606 16.7 3.93 1418 180 1618 284 0.881 23.4 0.611 92.5 10447 IPE 400 V 84 408 182 10.6 17.5 21 331 30136 1766 16.8 4.06 1477 194 1681 304 0.884 22.9 0.673 99.6 10748 IPE 450 A 67.2 447 190 7.6 13.1 21 378.8 29759 1502 18.7 4.19 1331 158 1494 246 0.886 33.1 0.707 47.1 85.549 IPE 450 77.6 450 190 9.4 14.6 21 378.8 33743 1676 18.5 4.12 1500 176 1702 276 0.878 30 0.794 66.7 98.850 IPE 450 O 92.4 456 192 11 17.6 21 378.8 40923 2085 18.6 4.21 1795 217 2046 341 0.879 25.8 1 109 11851 IPE 450 R 95.2 458 188 11.3 18.6 21 378.8 42396 2070 18.7 4.13 1851 220 2115 346 0.88 24.7 0.999 123 12152 IPE 450 V 103.6 460 194 12.4 19.6 21 378.8 46201 2397 18.7 4.26 2009 247 2301 389 0.878 23.5 1.16 149 13253 IPE 500 A 79.4 497 200 8.4 14.5 21 426 42933 1939 20.6 4.38 1728 194 1946 302 0.883 34.2 1.13 64.3 10154 IPE 500 90.7 500 200 10.2 16 21 426 48199 2142 20.4 4.31 1928 214 2194 336 0.876 31.2 1.25 89.1 11655 IPE 500 O 107.3 506 202 12 19 21 426 57777 2622 20.6 4.38 2284 260 2613 409 0.876 27 1.55 143 13756 IPE 500 R 111.4 508 198 12.6 20 21 426 59933 2600 20.5 4.28 2360 263 2709 415 0.875 25.8 1.55 162 14257 IPE 500 V 128.8 514 204 14.2 23 21 426 70720 3271 20.8 4.47 2752 321 3168 507 0.876 22.9 1.97 242 16458 IPE 550 A 92.1 547 210 9 15.7 24 467.6 59979 2432 22.6 4.55 2193 232 2475 362 0.882 34.5 1.72 89.3 11759 IPE 550 105.5 550 210 11.1 17.2 24 467.6 67117 2668 22.3 4.45 2441 254 2787 401 0.873 31.5 1.89 123 13460 IPE 550 O 122.5 556 212 12.7 20.2 24 467.6 79157 3224 22.5 4.55 2847 304 3263 481 0.874 27.7 2.31 187 15661 IPE 550 R 133.7 560 210 14 22.2 24 467.6 86601 3447 22.5 4.5 3093 328 3562 521 0.873 25.6 2.49 242 17062 IPE 550 V 158.6 566 216 17.1 25.2 24 467.6 102339 4265 22.5 4.6 3616 395 4205 632 0.868 22.5 3.12 372 20263 IPE 600 A 107.6 597 220 9.8 17.5 24 514 82919 3116 24.6 4.77 2778 283 3141 442 0.881 34.7 2.62 122 13764 IPE 600 122.4 600 220 12 19 24 514 92083 3387 24.3 4.66 3069 308 3512 486 0.872 32 2.86 165 15665 IPE 600 O 154.5 610 224 15 24 24 514 118302 4521 24.5 4.79 3879 404 4471 640 0.872 26.2 3.88 316 19766 IPE 600 R 144.4 608 218 14 23 24 514 110306 3993 24.5 4.66 3629 366 4175 580 0.873 27.3 3.42 271 18467 IPE 600 V 183.5 618 228 18 28 24 514 141580 5570 24.6 4.88 4582 489 5324 780 0.87 22.7 4.85 506 23468 IPE 750 x 137 137 753 263 11.5 17 17 685 159878 5166 30.3 5.44 4246 393 4865 614 0.863 47.3 7 135 17569 IPE 750 x 147 147.2 753 265 13.2 17 17 685 166064 5289 29.8 5.31 4411 399 5110 631 0.854 45.5 7.16 157 18770 IPE 750 x 161 160.5 758 266 13.8 19.3 17 685.4 186061 6073 30.2 5.45 4909 457 5666 720 0.859 41.5 8.28 208 20471 IPE 750 x 174 173.7 762 267 14.4 21.6 17 684.8 205825 6873 30.5 5.57 5402 515 6218 810 0.864 37.9 9.42 270 22172 IPE 750 x185 185 766 267 14.9 23.6 17 684.8 222957 7510 30.8 5.65 5821 563 6691 884 0.867 35.3 10.3 334 23673 IPE 750 x 197 196.9 770 268 15.6 25.4 17 685.2 240280 8175 31 5.71 6241 610 7174 959 0.869 33.1 11.3 406 25174 IPE 750 x 210 210.1 775 268 16 28 17 685 262161 9011 31.3 5.8 6765 672 7762 1054 0.874 30.6 12.6 512 26875 IPE 750 x 223 222.5 778 269 17 29.5 17 685 278205 9604 31.3 5.82 7152 714 8225 1122 0.873 29.1 13.5 601 2831 HE 100 AA 12.2 91 100 4.2 5.5 12 56 237 92.1 3.89 2.43 52 18.4 58.4 28.4 0.827 12.5 0.00168 2.33 15.62 HE 100 A 16.7 96 100 5 8 12 56 349 134 4.06 2.51 72.8 26.8 83 41.1 0.835 9.99 0.00259 5.28 21.23 HE 100 B 20.4 100 100 6 10 12 56 450 167 4.16 2.53 89.9 33.5 104 51.4 0.84 8.51 0.00339 9.33 264 HE 120 AA 14.6 109 120 4.2 5.5 12 74 413 159 4.72 2.93 75.8 26.5 84.1 40.6 0.829 15.7 0.00425 2.59 18.65 HE 120 A 19.9 114 120 5 8 12 74 606 231 4.89 3.02 106 38.5 119 58.9 0.837 12.3 0.00649 6.04 25.36 HE 120 B 26.7 120 120 6.5 11 12 74 864 318 5.04 3.06 144 52.9 165 81 0.842 9.64 0.00943 13.9 347 HE 140 AA 18.1 128 140 4.3 6 12 92 719 275 5.59 3.45 112 39.3 124 59.9 0.832 17.9 0.0102 3.43 238 HE 140 A 24.7 133 140 5.5 8.5 12 92 1033 389 5.73 3.52 155 55.6 173 84.8 0.837 13.9 0.0151 8.1 31.49 HE 140 B 33.7 140 140 7 12 12 92 1509 550 5.93 3.58 216 78.5 245 120 0.844 10.6 0.0225 20.2 43

10 HE 160 AA 23.8 148 160 4.5 7 15 104 1283 479 6.5 3.97 173 59.8 190 91.4 0.839 17.3 0.0238 6.43 30.411 HE 160 A 30.4 152 160 6 9 15 104 1673 616 6.57 3.98 220 76.9 245 118 0.838 14.5 0.0315 12.1 38.812 HE 160 B 42.6 160 160 8 13 15 104 2492 889 6.78 4.05 312 111 354 170 0.844 11 0.048 31.3 54.313 HE 160 M 76.2 180 166 14 23 15 104 5098 1759 7.25 4.26 566 212 675 325 0.847 6.91 0.108 161 97.114 HE 180 AA 28.7 167 180 5 7.5 15 122 1967 730 7.34 4.47 ` 81.1 258 124 0.838 18.9 0.0464 8.31 36.515 HE 180 A 35.5 171 180 6 9.5 15 122 2510 925 7.45 4.52 294 103 325 156 0.841 15.9 0.0603 14.9 45.316 HE 180 B 51.2 180 180 8.5 14 15 122 3831 1363 7.66 4.57 426 151 481 231 0.845 11.7 0.0939 42.2 65.317 HE 180 M 88.9 200 186 14.5 24 15 122 7483 2580 8.13 4.77 748 277 883 425 0.847 7.47 0.2 201 11318 HE 200 AA 34.6 186 200 5.5 8 18 134 2944 1068 8.17 4.92 317 107 347 163 0.84 18.9 0.0846 12.5 44.119 HE 200 A 42.3 190 200 6.5 10 18 134 3692 1336 8.28 4.98 389 134 429 204 0.842 16.3 0.108 21 53.820 HE 200 B 61.3 200 200 9 15 18 134 5696 2003 8.54 5.07 570 200 643 306 0.846 12 0.171 59.7 78.121 HE 200 M 103.1 220 206 15 25 18 134 10642 3651 9 5.27 967 354 1135 543 0.848 7.88 0.347 258 13122 HE 220 AA 40.4 205 220 6 8.5 18 152 4170 1510 9 5.42 407 137 445 209 0.839 20.2 0.146 15.5 51.523 HE 220 A 50.5 210 220 7 11 18 152 5410 1955 9.17 5.51 515 178 568 271 0.842 16.9 0.194 28.6 64.324 HE 220 B 71.5 220 220 9.5 16 18 152 8091 2843 9.43 5.59 736 258 827 394 0.847 12.6 0.296 77 9125 HE 220 M 117.3 240 226 15.5 26 18 152 14605 5012 9.89 5.79 1217 444 1419 679 0.848 8.37 0.574 313 14926 HE 240 AA 47.4 224 240 6.5 9 21 164 5835 2077 9.83 5.87 521 173 571 264 0.84 20.1 0.24 22.1 60.427 HE 240 A 60.3 230 240 7.5 12 21 164 7763 2769 10.1 6 675 231 745 352 0.844 16.7 0.329 42.1 76.828 HE 240 B 83.2 240 240 10 17 21 164 11259 3923 10.3 6.08 938 327 1053 498 0.848 12.7 0.488 104 10629 HE 240 M 156.7 270 248 18 32 21 164 24290 8153 11 6.39 1799 657 2117 1006 0.852 7.61 1.15 626 20030 HE 260 AA 54.1 244 260 6.5 9.5 24 177 7981 2788 10.8 6.36 654 214 714 328 0.844 20.1 0.383 30.1 6931 HE 260 A 68.2 250 260 7.5 12.5 24 177 10455 3668 11 6.5 836 282 920 430 0.848 17 0.517 54.2 86.832 HE 260 B 93 260 260 10 17.5 24 177 14919 5135 11.2 6.58 1148 395 1283 602 0.851 13.3 0.755 127 11833 HE 260 M 172.4 290 268 18 32.5 24 177 31307 10449 11.9 6.9 2159 780 2524 1192 0.853 8.05 1.73 720 22034 HE 280 AA 61.2 264 280 7 10 24 196 10558 3664 11.6 6.85 800 262 873 399 0.844 21.3 0.591 35.5 7835 HE 280 A 76.4 270 280 8 13 24 196 13673 4763 11.9 7 1013 340 1112 518 0.848 18 0.786 63.5 97.336 HE 280 B 103.1 280 280 10.5 18 24 196 19270 6595 12.1 7.09 1376 471 1534 718 0.85 14.1 1.13 146 13137 HE 280 M 188.5 310 288 18.5 33 24 196 39547 13163 12.8 7.4 2551 914 2966 1397 0.853 8.55 2.52 807 24038 HE 300 AA 69.8 283 300 7.5 10.5 27 208 13804 4734 12.5 7.3 976 316 1065 482 0.844 21 0.879 47.8 88.939 HE 300 A 88.3 290 300 8.5 14 27 208 18263 6310 12.7 7.49 1260 421 1383 641 0.849 17.7 1.2 87.8 11340 HE 300 B 117 300 300 11 19 27 208 25166 8563 13 7.58 1678 571 1869 870 0.851 14.1 1.69 189 14941 HE 300 C 176.7 320 305 16 29 27 208 40951 13736 13.5 7.81 2559 901 2927 1374 0.854 10.1 2.91 604 22542 HE 300 M 237.9 340 310 21 39 27 208 59201 19403 14 8 3482 1252 4078 1913 0.856 7.9 4.39 1411 30343 HE 320 AA 74.2 301 300 8 11 27 225 16447 4959 13.2 7.24 1093 331 1196 506 0.854 21.8 1.04 53.6 94.644 HE 320 A 97.6 310 300 9 15.5 27 225 22929 6985 13.6 7.49 1479 466 1628 710 0.861 17.6 1.51 112 12445 HE 320 B 126.7 320 300 11.5 20.5 27 225 30824 9239 13.8 7.57 1926 616 2149 939 0.863 14.2 2.07 230 16146 HE 320 M 245 359 309 21 40 27 225 68135 19709 14.8 7.95 3796 1276 4435 1951 0.867 8.22 5.01 1506 31247 HE 340 AA 78.9 320 300 8.5 11.5 27 243 19552 5185 13.9 7.18 1222 346 1341 529 0.861 22.6 1.23 60 10148 HE 340 A 104.8 330 300 9.5 16.5 27 243 27693 7436 14.4 7.46 1678 496 1850 756 0.87 17.9 1.83 131 13349 HE 340 B 134.2 340 300 12 21.5 27 243 36656 9690 14.6 7.53 2156 646 2408 986 0.871 14.5 2.46 263 17150 HE 340 M 247.9 377 309 21 40 27 243 76372 19711 15.6 7.9 4052 1276 4718 1953 0.874 8.72 5.6 1512 31651 HE 360 AA 83.7 339 300 9 12 27 261 23037 5410 14.7 7.12 1359 361 1495 553 0.866 23.3 1.45 67.1 10752 HE 360 A 112.1 350 300 10 17.5 27 261 33090 7887 15.2 7.43 1891 526 2088 802 0.876 18.2 2.18 153 14353 HE 360 B 141.8 360 300 12.5 22.5 27 261 43193 10141 15.5 7.49 2400 676 2683 1032 0.877 14.9 2.89 298 18154 HE 360 M 250.3 395 308 21 40 27 261 84867 19522 16.3 7.83 4297 1268 4989 1942 0.88 9.22 6.15 1513 31955 HE 400 AA 92.4 378 300 9.5 13 27 298 31252 5861 16.3 7.06 1654 391 1824 600 0.875 24.9 1.95 81.3 11856 HE 400 x 107 107.2 384 297 10 16 27 298 37641 6998 16.6 7.16 1960 471 2165 721 0.882 21.7 2.37 126 13657 HE 400 A 124.8 390 300 11 19 27 298 45069 8564 16.8 7.34 2311 571 2562 873 0.884 19 2.95 193 15958 HE 400 B 155.3 400 300 13.5 24 27 298 57681 10819 17.1 7.4 2884 721 3232 1104 0.885 15.8 3.82 361 19859 HE 400 M 255.7 432 307 21 40 27 298 104119 19335 17.9 7.7 4820 1260 5571 1934 0.887 10.3 7.43 1520 32660 HE450 AA 99.7 425 300 10 13.5 27 344 41888 6088 18.2 6.92 1971 406 2183 624 0.879 27.5 2.58 91.4 12761 HE 450 x 124 123.9 435 300 10.2 18.5 27 344 55861 8338 18.8 7.27 2568 556 2836 850 0.892 22.2 3.62 178 15862 HE 450 A 139.8 440 300 11.5 21 27 344 63722 9465 18.9 7.29 2896 631 3216 966 0.892 20 4.15 250 17863 HE 450 B 171.1 450 300 14 26 27 344 79888 11721 19.1 7.33 3551 781 3982 1198 0.892 16.7 5.27 448 21864 HE 450 M 263.3 478 307 21 40 27 344 131484 19339 19.8 7.59 5501 1260 6331 1939 0.892 11.6 9.28 1534 33565 HE 500 AA 107.4 472 300 10.5 14 27 390 54643 6314 20 6.79 2315 421 2576 649 0.879 29.9 3.31 103 13766 HE 500 A 155.1 490 300 12 23 27 390 86975 10367 21 7.24 3550 691 3949 1059 0.896 20.8 5.65 318 19867 HE 500 B 187.3 500 300 14.5 28 27 390 107176 12624 21.2 7.27 4287 842 4815 1292 0.896 17.6 7.03 548 23968 HE 500 M 270.3 524 306 21 40 27 390 161929 19155 21.7 7.46 6180 1252 7094 1932 0.894 12.9 11.2 1544 34469 HE 550 AA 120 522 300 11.5 15 27 438 72871 6767 21.8 6.65 2792 451 3128 699 0.877 31.5 4.35 127 15370 HE 550 A 166.2 540 300 12.5 24 27 438 111932 10819 23 7.15 4146 721 4622 1107 0.897 22.4 7.2 360 21271 HE 550 B 199.4 550 300 15 29 27 438 136691 13077 23.2 7.17 4971 872 5591 1341 0.896 19 8.87 610 25472 HE 550 M 278.2 572 306 21 40 27 438 197984 19158 23.6 7.35 6923 1252 7933 1937 0.894 14.4 13.6 1559 35473 HE 600 AA 128.8 571 300 12 15.5 27 486 91872 6993 23.7 6.53 3218 466 3623 724 0.874 33.8 5.4 142 16474 HE 600 x 137 137.4 575 300 11.8 17.5 27 486 101459 7893 24.1 6.72 3529 526 3952 814 0.882 31.4 6.13 177 17575 HE 600 x 151 151.2 582 300 11.6 20.6 27 486.8 117096 9287 24.7 6.94 4024 619 4483 953 0.892 28 7.32 247 19376 HE 600 x 175 175.2 588 300 13.6 23.9 27 486.2 136377 10778 24.7 6.95 4639 719 5202 1109 0.891 24.7 8.57 374 22377 HE 600 A 177.8 590 300 13 25 27 486 141208 11271 25 7.05 4787 751 5350 1156 0.896 23.9 9 407 22678 HE 600 B 211.9 600 300 15.5 30 27 486 171041 13530 25.2 7.08 5701 902 6425 1391 0.895 20.4 11 677 27079 HE 600 M 285.5 620 305 21 40 27 486 237448 18975 25.6 7.22 7660 1244 8772 1930 0.893 15.8 16 1569 36480 HE 650 AA 138 620 300 12.5 16 27 534 113944 7221 25.5 6.41 3676 481 4160 751 0.871 36 6.59 158 17681 HE 650 A 189.7 640 300 13.5 26 27 534 175178 11724 26.9 6.97 5474 782 6136 1205 0.894 25.3 11 458 24282 HE 650 B 224.8 650 300 16 31 27 534 210616 13984 27.1 6.99 6480 932 7320 1441 0.893 21.7 13.4 749 28683 HE 650 M 293.4 668 305 21 40 27 534 281668 18979 27.5 7.13 8433 1245 9657 1936 0.891 17.3 18.7 1584 37484 HE 700 AA 149.9 670 300 13 17 27 582 142721 7673 27.3 6.34 4260 512 4840 800 0.869 37.4 8.18 186 19185 HE 700 x 166 166.2 678 300 12.5 21 27 582 168906 9471 28.2 6.69 4982 631 5598 978 0.884 32.7 10.2 274 21286 HE 700 A 204.5 690 300 14.5 27 27 582 215301 12179 28.8 6.84 6241 812 7032 1257 0.889 26.5 13.4 522 26087 HE 700 B 240.5 700 300 17 32 27 582 256888 14441 29 6.87 7340 963 8327 1495 0.889 22.9 16.1 839 30688 HE 700 M 300.7 716 304 21 40 27 582 329278 18797 29.3 7.01 9198 1237 10539 1929 0.889 18.8 21.5 1595 38389 HE 800 AA 171.5 770 300 14 18 30 674 208882 8134 30.9 6.1 5426 542 6225 857 0.862 40.4 11.5 243 21890 HE 800 A 224.4 790 300 15 28 30 674 303443 12639 32.6 6.65 7682 843 8699 1312 0.884 29.6 18.3 609 28691 HE 800 B 262.3 800 300 17.5 33 30 674 359084 14904 32.8 6.68 8977 994 10229 1553 0.884 25.6 21.9 959 33492 HE 800 M 317.3 814 303 21 40 30 674 442598 18627 33.1 6.79 10875 1230 12488 1930 0.884 21.6 27.9 1657 40493 HE 900 AA 198 870 300 15 20 30 770 301145 9041 34.6 5.99 6923 603 7999 958 0.857 42.6 16.3 322 25294 HE 900 A 251.6 890 300 16 30 30 770 422075 13547 36.3 6.5 9485 903 10811 1414 0.878 31.8 25 749 32195 HE 900 B 291.5 900 300 18.5 35 30 770 494065 15816 36.5 6.53 10979 1054 12584 1658 0.878 27.8 29.6 1150 37196 HE 900 M 332.5 910 302 21 40 30 770 570434 18452 36.7 6.6 12537 1222 14442 1929 0.878 24.7 34.9 1683 42497 HE 1000 A 221.5 970 300 16 21 30 868 406451 9501 38 5.8 8380 633 9777 1016 0.849 45.9 21.4 387 28298 HE 1000 A 272.3 990 300 16.5 31 30 868 553846 14004 40 6.35 11189 934 12824 1470 0.873 35 32.2 835 34799 HE 1000 B 314 1000 300 19 36 30 868 644748 16276 40.1 6.38 12895 1085 14855 1716 0.872 30.7 37.8 1267 400

100 HE 1000 M 348.7 1008 302 21 40 30 868 722299 18459 40.3 6.45 14331 1222 16568 1940 0.872 27.9 43.2 1713 444

Ix Iy rx ry Zx Zy Sx Sy

cm4 cm4 cm3 cm3 cm3 cm3 dm6 cm4 cm2

calculation sheet for technological structure

Documents

algiers refinery

mass participation

ve transverse

ve longitudinal

ve transverse

reinforced

total reaction

warping fixed