pipe rack design

CONTRACT NO: 1-14-2410/59

CLIENT: PETRORabigh

PROJECT TITLE: PETRORabigh - UOU PROJECT

DISCIPLINE: CIVIL & STRUCTURAL ENGINEERING

SUBJECT

DRAWING Nos.

2411-8310-43-WA15-0001 : WA15 PIPE RACK FOUNDATION LAYOUT AND R.C.DETAILS

2411-8320-46-WA15-0001 : WA15 PIPE RACK ARRANGEMENT PLAN AT EL +7.845,8.4,10.5,11.4,12.4

14 & 20.95

2411-8320-46-WA15-0002 : WA15 PIPE RACK ARRANGEMENT ELEVATIONS & SECTIONS

REMARKS

SAFETY CALCULATION: YES

CALCULATION NO: 2411-8320-CA-WA15-0001

6598 COMP. PROG: EXCEL DSN NO:

DATE DESCRIPTION ORIGINATOR

CALCULATION CLASS: 1

APPROVERCHECKER

WEST AREA PIPE RACK - WA15, DESIGN CALCULATIONS

O1 5-Jan-07 Issued For Comments TPR Ashokan

REV

PAGE: 1 OF

1 of 8

SECTION SUBJECT SHEET NO

SCOPE 2

REFERENCES 2

DESIGN DATA 2

DESIGN BASIS 2

LOADS & LOAD COMBINATIONS 3

STAAD MODEL 7

ANALYSIS & DESIGN 7

SUMMARY 8

APPENDIX - A Typical cross section of the Piperack A1

APPENDIX - B Piping stress report B1 to B7

APPENDIX - C Wind Load Calculation C1 To C2

APPENDIX - D Seismic analysis-load data D

APPENDIX - E Effective Length Factor Calculation E1 to E2

APPENDIX - F Staad Model F

APPENDIX - G Staad Input and Output file G

APPENDIX - H Base Plate Design H

APPENDIX - J Anchor Bolt Design J

APPENDIX - K Shear Key Design K

APPENDIX - L Foundations and Pedestals L

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CONTENTS

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CALC. NO

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SAFETY CALC. 1-14-2410/59PETRORabigh, UOU PROJECTPIPE RACK AREA, WA15 - DESIGN CALCULATIONS

17-Nov-06

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CALC. NOSAFETY CALC.

1-14-2410/59PETRORabigh, UOU PROJECTPIPE RACK AREA, WA15 - DESIGN CALCULATIONS

17-Nov-06

SCOPE

This calculation covers the analysis and design of Piperack of West Area (WA15) of PETRORabigh Project, The Kingdom of Saudi Arabia. The superstructure is of steel and is analysed and designed using STAAD Pro-2004 for various load combinations.

REFERENCES

Codes & StandardsIndustry Codes and Standards

- Manual of Steel construction LRFD-Third Edition.ASCE 7 - 02 - Minimum Design Loads for Buildings and Other Structures

Saudi Aramco StandardsSAES-A-112 - Meteorological and Seismic Design DataSAES-A-204 - Preparation of Structural CalculationsSAES-M-100 - Saudi Aramco Building CodeSAES-M-001-AMD (R2) - Structural Design criteria for Non-building structuresSABP-006 - Wind loads on Piperacks and Open frame structures.SABP-007 - Steel piperack design.

Project Standards2411-8310-DI-0001 - Civil Disipline Design Instruction

Drawings2411-8320-46-O000-0001 - Steel work-General Notes2411-8310-43-O000-0001 - Civil General Notes2411-8230-46-CA00-0031 - Piping layout- Construction area-CA10-Rack section 2411-8230-01-CA00-0001 - Plot Plan- Construction area -CA002411- 8230-02-CA00-0001 - Central Sub area Plot plan Keyplan

Other References2411-8230-01-O000-0001 - Overall Plot Plan2411-8230-02-O000-0001 - Overall UOU Scope- Area Key plan

DESIGN DATA

Material DataThe grade of structural steel used shall confirm EN10025 S355J0.The yield strength of the steel is assumed to be 355N/mm 2 and 275N/mm2 for beam and angle sections respectively.The European sections are used for the member design.

Soil Data

Mateorological Data

DESIGN BASISDescription of the StructureThe WA15 piperack is a steel structure and is located in the West Area of PETRORabigh Project Site. This is 22m long in East-West directions, 18.35 m high and 7 m wide structure with two racks. It consists of portal frames of at 4.5m,10.5 and 7m intervals with vertical bracing in the longitudinal direction and rigid frame in the transverse direction.The Finished grade level of this area is at EL +2.60 m for grids A and B and 0.85m for grids C and D. The first rack level is at EL+10.5m and the second rack is at +12.4m lvl.The typical cross section of the piperack is attached in Appendix A. The pipe rack is supported with Isolated and combined footings

2.3

2.2

3.0

3.1

4.0

The soil data is obtained from "The Geo Technical Investigation & survey report " by Osaimi Engineering, Saudi Arabia. Adetailed study and a thorough investigation has been carried out by them and all necessary data required for foundation designlike Soil parameters and location of existing and new bore holes are obtained from the same report and taken into account forfoundation and analysis for this rack.

The meterological datas are obtained from SAES-A-112 and the same has been taken into account in the design.3.3

3.2

1.0

2.0

AISC -LRFD

2.1



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Location of piperacks is represented in key plan Dwg no: 2411-8230-02-CA00-0001.Design Philosophy

In STAAD Model, the +ve X-axis is oriented towards North direction of the piperack.The structure is checked for lateral deflection of H/100 as per SAES -M-001-AMD-Rev D2.

LOADS & LOAD COMBINATIONS

Primary Load Cases

SEISMIC LOAD +X EXSEISMIC LOAD -X E-X

SEISMIC LOAD +Z EZ

SEISMIC LOAD -Z E-Z

DEAD LOAD (Self Weight of Structure) DS

OPERATING LOAD-PIPING/EQUIPMENT DO

DEAD LOAD - PIPING / EQUIPMENT DE

TEST LOAD- PIPING/EQUIPMENT DT

ANCHOR LOAD IN +VE DIR. AF1ANCHOR LOADI IN -VE DIR. AF2

FRICTION LOAD IN +VE DIR. FT1FRICTION LOAD IN -VE DIR. FT2

35 TEMPERATURE LOAD T

WIND LOAD +Z WZ

WIND LOAD -Z W-Z

SURGE LOAD +X SX

SURGE LOAD -X S-X

Load Combinationsa) For Strength checkThe piperack is designed based on Strength Design ( LRFD )method. The Load combinations and

1.4(Dead Load +Operating Load+anchor Load)+0.23 Friction Load+1.4 Temperature Load101 1.4(DS+D0+AF1)+0.23FT1+1.4T102 1.4(DS+D0+AF2)+0.23FT2+1.4T

1.2(Dead+Operating Load+Anchor)+ (1.6Wind or 1.0 Seismic Load)103 1.2(DS+DO+AF1)+1.6WZ

104 1.2(DS+DO+AF1)+1.6W-Z

105 1.2(DS+DO+AF1)+1.0EX

106 1.2(DS+DO+AF1)+1.0E-X

107 1.2(DS+DO+AF1)+1.0EZ

108 1.2(DS+DO+AF1)+1.0E-Z

109 1.2(DS+DO+AF2)+1.6WZ

110 1.2(DS+DO+AF2)+1.6W-Z

111 1.2(DS+DO+AF2)+1.0EX

112 1.2(DS+DO+AF2)+1.0E-X

113 1.2(DS+DO+AF2)+1.0EZ

114 1.2(DS+DO+AF2)+1.0E-Z

5.0

3334

21

31

4

Load Case (Staad)

11

Piperack structure is modeled as a 3-dimensional frame. The columns are considered as pinned at base. The structure isanalyzed through STAAD PRO 2004 for dead load, operating load, hydro-test load and surge load of pipe, dead load of cabletray, wind load and seismic load on structure and their various combinations. It is designed as per AISC-Manual of SteelConstruction - LRFD 3rd edition.

5.2

5.1

Description

42

12

22

41

5251

123

32

load factors which are considered for the analysis and design are as follows. This is as per SAES-M-001 Cl. 6.2.4- Table 8



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0.9 Dead Load + 1.6Wind 115 0.9(DS+DE)+1.6WZ

116 0.9(DS+DE)+1.6W-Z

0.9 Dead Load +0.6 Operating+ 1.0 Seismic (operating)117 0.9DS+0.6DO+1.0EX

118 0.9DS+0.6DO+1.0E-X

119 0.9DS+0.6DO+1.0EZ

120 0.9DS+0.6DO+1.0E-Z

0.9 Dead Load + 1.0 Seismic (empty)~ 0.9 Dead Load + 0.67 Seismic (operating)121 0.9(DS+DE)+0.67EX

122 0.9(DS+DE)+0.67E-X

123 0.9(DS+DE)+0.67EZ

124 0.9(DS+DE)+0.67E-Z

1.4(Dead Load )+ 1.4(Test Load) 125 1.4(DS+DT)

1.2(Dead Load )+ 1.2(Test Load) +(Wind @50MPH)126 1.2(DS+DT)+0.29WZ

127 1.2(DS+DT)+0.29W-Z

1.4(Dead Load +Operating Load+anchor Load)+0.23 Friction Load+1.4 Temperature Load+1.0(Surge Load)128 1.4(DS+D0+AF1)+0.23FT1+1.4T+1.0SX

129 1.4(DS+D0+AF2)+0.23FT2+1.4T+1.0S-X

1.2(Dead+Operating Load+Anchor)+ 1.0(Surge Load)130 1.2(DS+DO+AF1)+1.0SX

131 1.2(DS+DO+AF1)+1.0S-x

132 1.2(DS+DO+AF2)+1.0SX

133 1.2(DS+DO+AF2)+1.S-x



154 1.4(DS+D0+AF2)+0.47FT2+1.4T+1.0S-X

b) For Serviceability check


1.0(Dead+Operating Load+Anchor)+ (1.0Wind or 0.7 Seismic Load)203 1.0(DS+DO+AF1)+1.0WZ

204 1.0(DS+DO+AF1)+1.0W-Z

205 1.0(DS+DO+AF1)+0.7EX

206 1.0(DS+DO+AF1)+0.7E-X

207 1.0(DS+DO+AF1)+0.7EZ

208 1.0(DS+DO+AF1)+0.7E-Z

209 1.0(DS+DO+AF2)+1.0WZ

210 1.0(DS+DO+AF2)+1.0W-Z

211 1.0(DS+DO+AF2)+0.7EX

212 1.0(DS+DO+AF2)+0.7E-X

213 1.0(DS+DO+AF2)+0.7EZ

214 1.0(DS+DO+AF2)+0.7E-Z

1.0 Dead Load + 1.0Wind 215 1.0(DS+DE)+1.0WZ

216 1.0(DS+DE)+1.0W-Z



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0.9 Dead Load +0.6 Operating+ 0.7Seismic (operating)217 0.9DS+0.6DO+0.7EX

218 0.9DS+0.6DO+0.7E-X

219 0.9DS+0.6DO+0.7EZ

220 0.9DS+0.6DO+0.7E-Z

0.9 Dead Load + 0.7 Seismic (empty)~ 0.9 Dead Load + 0.5 Seismic (operating)221 0.9(DS+DE)+0.5EX

222 0.9(DS+DE)+0.5E-X

223 0.9(DS+DE)+0.5EZ

224 0.9(DS+DE)+0.5E-Z

1.0(Dead Load )+ 1.0(Test Load) 225 1.0(DS+DT)

1.2(Dead Load )+ 1.2(Test Load) +(Wind @50MPH)226 1.2(DS+DT)+0.29WZ

227 1.2(DS+DT)+0.29W-Z


229 1.0(DS+D0+AF2)+0.17FT2+1.0T+1.0S-X

1.2(Dead+Operating Load+Anchor)+ 1.0(Surge Load)230 1.2(DS+DO+AF1)+1.0SX

231 1.2(DS+DO+AF1)+1.0S-x

232 1.2(DS+DO+AF2)+1.0SX

233 1.2(DS+DO+AF2)+1.S-x



254 1.0(DS+D0+AF2)+0.33FT2+1.0T+1.0S-X

Load Calculations

Dead Load of Structure (STAAD Primary Load Case No :11)Dead load due to self weight of structure is considered through STAAD command "SELF WEIGHT Y -1.1". The self weight is increased by 10% to allocate the weight of connections.

Piping Loads

a) Dead LoadTh empty weight of pipe is taken as 0.6 times the pipe operating weight as per Saudi Aramco Standards, SAES-M-001-AMD.Rev.D2.clause 5.2.4.8.

b) Operating Load (STAAD Primary Load Case No :12)The piping operating loads are taken as per Stress Input load data from piping department.

For pipes less than 12" and for future load, a load intensity of 1.91 kN/m 2 is applied as per SABP -007 Cl. 4.1.2 & 4.2.2 and SAES-M-001 AMD Cl. 5.2.4.8. For pipes >12" the load is applied as concentrated load and is as per pipe stress report. The load calculation is as per SABP-007, Cl.4.1.2.

c) Thermal Loadc1) Piping Friction Loads in Longitudinal Dir.For pipe with diameter less than 12", a udl of 10% of the operating load is applied as friction force on the supporting beam. For pipes with diameter greater than 12", the piping friction force in the longitudinal direction is taken as per Stress Input Load Data.

5.3.1

5.3

5.3.2The preliminary piping loads are taken as per Stress Input Load Data and is shown in Appendix B.



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c2) Piping Friction Loads in Transverse Dir.The piping friction load in transverse direction are taken as per Stress Input Load Data.c3) Piping Anchor Loads in Longitudinal Dir.The piping anchor load in longitudinal direction are taken as per Stress Input Load Data.c4) Piping Anchor Loads in Transverse Dir.The piping anchor load in transverse direction are taken as per Stress Input Load Data.

c5) Temperature load on structureAs per the SABP-007, Cl.4.4.3 and SAES-A-112 Table1, design temperature of 38 OC is used in the calculation.

Highest one day mean temperature, Thigh = 0CLowest one day mean temperature, Tlow = 0CMetal temperature due to sun heating, Tmetal = 0CDesign temperature = (Thigh-Tlow)+Tmetal = 0C

d) Hydro test loads (STAAD Primary Load Case No :22)The hydro test loads are taken as per Stress Input Load Data.( Refer appendix-B)

e) Surge LoadThe surge load of 15 T is applied for pipe line >12" at the anchor location. This is applied on the structure as if surging action for single pipe will occur at a time.

Wind Loads

5.4.1 Wind Loads on FrameThe Wind load intensity is calculated as per ASCE 7-02 and the same is referred in Appendix-C. The wind load is applied on the effective solid area of the frame, i.e., on columns, on beams and on vertical bracings as udl. Wind loads are calculated based on no shielding. For all structural members the wind force coefficient, Cf is 1.8, exceptfor columns, for which Cf is 2.0. Wind load is applied only in the transverse direction of the piperack as per SABP-007, Cl. 4.5.4.

5.4.2 Wind Loads on PipesWind loads on pipes are calculated by Tributary area method as per SABP-006,Cl 4.1.1 and same is as shown in Appendix C. Considering rough insulation (approximately 100mm thickness), a force coefficient of 0.7 is used for pipe area calculation as per SABP-006 Cl. 4.1.3.

Seismic Loads

STAAD MODELThe sketches of staad model is attached in Appendix-F

ANALYSIS & DESIGN

7.1 Analysis and design of foundation

7.2 Analysis and design of beams

7.3 Analysis and design of ColumnsThe effective length factor for the column is calculated as per AISC-ASD Commentary and is shown in Appendix E.The lateral deflection is limited to H/100 as per SAES-M-00A-AMD, CL.7.7 and SABP -007.

38

6.0

7.0

The main transverse beams are designed as moment restrained beams.The longitudinal and secondary beams are designed as simply supported beams. The vertical deflection in all these beams are limited to L/240 as per SAES -M-001-AMD- Rev- D2, Cl. 7.8. The horizontal deflection of anchor beam (beam on which the pipe is anchored) is limited to H/500 as per pipe stress analysis procedure, 2411-8230-PR-0002,R1, Cl.8.4. and the stress ratio's of anchor beams are limited within 0.75

Seismic Load calculation is based on ASCE 7-02. Seismic data is as per as per SAES-A-112 Rev. D2. All gravity loads (selfweight, piping dead load, equipment dead load(if any), piping opereating load and equipment operating load(if any), cable traydead load) are considered for the Base shear calculation.(Refer Appendix -D)

5.5

5.4

The output of STAAD File gives the analysis and design of the pipe rack structure, in which transverse beams design forcritical force Load combinations Nos. 103 to 127, 130 to 133 and 151 to 154. and rest of members like columns, longitudinalbeams and bracings for critical force Load combination Nos. 101 to 133. STAAD Files are enclosed in Appendix G.

1720

Isolated Footing foundations are adopted. The design and analysis for the foundation will be covered under Appendix-J

35



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BASEPLATE DESIGN

ANCHOR BOLT DESIGN

SHEAR KEY DESIGN

Summary

Interaction ratio's of critical members for WA15

Main beams

Main Transverse bent beams @ EL. +12.400m

289Main Transverse bent beams @ EL. +14.0m

Intermediate Transverse beams @ EL. +10.50Intermediate Transverse beams @ EL. +12.40Main longitudinal beams @EL. +10.500 Main Longitudinal beams Main Longitudinal beams IPE450Main longitudinal beams @EL. +12.400 m Main Longitudinal beams Main Longitudinal beams Main Longitudinal beams Main longitudinal beams @EL. +14.00 m Main Longitudinal beams Longitudinal Tie beams@ EL. +17.475/20.95 m Longitudinal Tie beams Longitudinal Tie beams Longitudinal Tie beams Longitudinal Tie beams@ EL. +5.9/7.845 m Longitudinal Tie beams Longitudinal Tie beams Vertical Bracing

Bottom bracingHorizontal Bracing

Bracing @ EL. 12.500 m

Displacement / Deflection of StructureZ-direction displacement (For beams)For beams at anchor bays

Absolute X Displacement

0.864

183

255

272

0.190 129

Shear keys are provided with baseplate where the shear at column base is more,i.e., at braced areas of columns. ReferAppendix K for typical calculations.

10.0

IPE360Main Transverse bent beams @ EL. +10.500m

Item

Main Transverse bent beams @ EL. +5.90m HE300B

0.408

11.1.a

HEA400

8.0

9.0

0.570

0.120 125

The calculation is based on ACI 318-2002, Appendix D. For anchor bolt design at braced and unbraced areas, refer AppendixJ.

Main beams Non- braced bay

104

110

Baseplate design is based on AISC-LRFD method. For typical calculation of baseplate at braced and unbraced part ofcolumns, refer Appendix H.

104

104

110

0.190

0.250 110

110

1530.440

0.372 129

110

0.1128

0.68

L130X130X12 506

484

368

500

IPE400

Main beams Non- braced bay

Main beams

IPE400 -Tee

Bracing @ EL. 10.500 m

All bracings

HEA280IPE300

540

0.550

0.240

301

Interaction ratio

11.0

IPE360

Columns Columns

221470

3.215

570

L130X130X12

Disp.Disp.

110129

109

0.56

110

0.56

128

104

0.761

Main Beams at braced bayAnchor beam HEA280

IPE300IPE450

IPE300IPE300

Main Beams at braced bayAnchor beam

141.802

IPE360

IPE300

IPE300HE280A

HEA280

Section Member

155

128

27 0.619

IPE300

264

IPE360290

7

Length(m)

Load Case

291 0.790

0.598

IPE360 0.412

HE140A

IPE360 487

131

Node CaseLevel

Lvl. 12.40Lvl. 10.50 7

b)

253253

94 0.600 125

110

103 0.400110

125

323

1100.790523

102

320 0.540 103

374 0.2000.068

558



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Y-direction displacement (For beams)Absolute Y Displacement

X-direction displacement (For Columns)

Anchor beam- Interaction ratio check

Wheremnz = Actual Bending Moment in Z dir.MNZ = Design Bending Moment in Z dir.mny = Actual Bending Moment in Y dir.MNY = Design Bending Moment in Z dir.pnt = Actual axial capacity in compression

PNT = Design compressive forcepnc = Actual axial capacity in tensionPNC = Design tensile force

62.50 112Lvl. 12.4 9.07Lvl. 12.4 11.17 39 204

30 210

56.00 9345.00 8955.00 91

Lvl. 12.4 8.85 21 210Lvl. 10.50 9.27 37 204

48.00 726.95 19 210 37.00

Lvl. 10.50 7.18 28 210

Level Height

(m)Absolute Z Displacement

Node Case Disp Allowable

Disp.

115.24 16.12 678.00 0.76

pnt/pnc(kNm)

PNT/PNC

(kNm)

29

Lvl. 10.50 70

r=(mnz/MNZ)+(mny*2/MNY)+(pnt/PNT)

Beam nomnz

(kNm)MNZ

(kNm)MNY

(kNm)mny

(kNm)

2912

Length(m)

131 109.76 253.31 17.58

LevelDisp.

Lvl.12.40 7 92

Node Case

c)

2478 2307

226Lvl. 10.50

0.59290 139.72 253.31 0.10 115.24 18.36 493.41

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Typical cross section of the Piperack

Sheet No :PROJECT: PETRORabigh, UOU PROJECT Originator Checker

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Approver

CALC. NO: B36 M BE - 867623 Rev 0

APPENDIX - A

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CALC. NO 2411-8320-CA-WA15-0001

DateO1 17-Nov-06

Piping stress report

APPENDIX - B

CALC. NO: B36 M BE - 867623 Rev 0

( Received from Stress Dept. on 7th November 2006 )

FOSTER WHEELERSUBJECT : PIPE RACK AREA, WA15 - DESIGN CALCULATIONS Sheet No :

PROJECT: RABIGH DEVELOPMENT PROJECT, Saudi Arabia Rev Date Originator Checker Approver

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CALC. NO 2411-8320-CA-WA15-0001

SAFETY CALC. YES

Project:Petro-RabighPiping Load Data Sheet

SL. No.

Grid From - ToOperating wt

(KN/M)Hydrotest wt (KN/M)

Vertically Down (G)

Vertically Down (Q)

S10 S11 S12 S13 S14 S15 S16 S17 S18 S19

1Between S3 and S20

0.272 0.272

2Between S5 and S20

0.277 0.277

3Between S3 and S20

0.111 0.111 3(0.55)

4Between S5 and S20

0.111 0.157 3(0.55)

5Between S5 and S20

0.111 0.1573(0.55)

6

NOTE : 1. All Forces are in KN until and unless specified.2. G= Permanent load (Maximum of Sustained and operating)3. Q= Test load4. X,Y and Z are the direction of force5. Combination of above loads are to be carried out by Structural Designer.6. Horizontal load of 30% of Vertical load to be considered for the non-analysed lines7. Number in paranthesis indicates the maximum seismic load.(without combination with operating load) .8. Explanation of grid numbering in row 4 is as follows: As an examle, 85-86-1 means the first steel beam as we proceed from grid 85 to 86.

6"-OW-O000-007-12LC1U16-NI

3"-FG-O000-028-1CC1P01-NI

3"-CA-O000-011-1CC2C06-NI

8"-G-O000-017-3CC1P01-NI Stress analysed line

3"-G-O000-010-3CC1P01-NI

10"-P-O000-091-1SC0P01-NI

For Non analysed lines along Grid S10-S20 Pipe Support Load Data Sheet for Elevation _10.5 m (AREA WA-15)

Axial Operating support loads Fz at Rack Grids (KN) [ Note-7] RemarksService

Y (UP)

Z X

NORTH

OVER ALL REPORT FOR WA15.xls Page 1 of 1

Project: Petro-RabighPiping Load Data Sheet

SL. No.

Grid From - ToOperating wt

(KN/M)Hydrotest wt (KN/M)

Vertically Down (G)

Vertically Down (Q)

S10 S11 S12 S13 S14 S15 S16 S17 S18 S19

1Between Grid S5 and S20

0.082 0.082 4(0.41)


0.111 0.157 3(0.55)


0.111 0.157 3(0.55)


0.111 0.111 3(0.55)


0.111 0.111 3(0.55)


0.416 0.416


0.277 0.277

8

9

10

NOTE : 1. All Forces are in KN until and unless specified.2. G= Permanent load (Maximum of Sustained and operating)3. Q= Test load4. X,Y and Z are the direction of force5. Combination of above loads are to be carried out by Structural Designer.6. Horizontal load of 30% of Vertical load to be considered for the non-analysed lines7. Number in paranthesis indicates the maximum seismic load.(without combination with operating load) .8. Explanation of grid numbering in row 4 is as follows: As an examle, 85-86-1 means the first steel beam as we proceed from grid 85 to 86.

24"-MS-O000-017-3CS1P05-IHStress analysed line

8"-LC-O000-028-1CS1P05-PP

6"-N-O000-030-1CC1P01-NI

3"-UW-O000-033-1CS2U16-NI

3"-SWS-O000-033-1CS4U16-NI

Date: 14/09/2006

Stress analysed line

Service

3"-IA-O000-027-12CG0U01-NI

3"-UA-O000-028-12CG0U01-NI

For Non analysed lines along Grid S10 - S20 Pipe Support Load Data Sheet for Elevation _12.4 m (AREA WA-15)

8"-HS-O000-018-6CS1P05-IHStress analysed line

4"-DMW-O000-012-1SC0U16-NI

Axial Operating support loads Fz at Rack Grids (KN) [ Note-7] Remarks

24"-LS-O000-037-1CS1P05-IH

Y (UP)

Z X

NORTH


Project: Petro-Rabigh

Piping Load Data Sheet

X Z X Z Y X Z Y X Z Y X Z Y

1 10380 Rigid +Y Rigid Z 24.99 61.45 1.61 / -9.6 -12.03 2.43 1.32 4.70 12.01 2 10387 Rigid +Y Rigid X 28.74 41.45 -7.80 10.96 7.26 -2.05 11.60 3 19000 Rigid +Y 19.84 48.79 1.20 2.05 4 19010 Rigid +Y 46.86 54.19 -3.30 -11.07 3.26 4.04 -4.89 -2.215 19050 Rigid +Y Rigid X 19.65 48.25 6.61 / -1.05 -2.54 7.63 -2.09 9.73 4.60 6 19070 Rigid +Y Rigid X 15.23 37.71 -2.90 6.65 -1.89 3.11 -1.86 2.517 20025 Rigid +Y 15.74 24.27 -1.42 -4.50 -1.248 20070 Rigid X RigidY Rigid Z 4.09 7.13 27.05

Note :

S16 S19

INTERFACE

S10-S11- AS10-S11- B

CA07

S12

Rev R3 Date: 07/11/2006

Q (Vertically

Down)

Operating Horizontal Load

Occasional Loads (See Note 5)

RemarksWind(X) Wind(Z) Seismic(X) Seismic(Z)

1. All Forces are in KN until and unless specified.2. G= Permanent load (Maximum of Sustained and operating)3. Q= Test load4. X,Y and Y are the direction of force5. Wind and Seismic forces to be applied again with reversal of Direction and are in addition to the Operating Loads.6. Combination of above loads are to be carried out by Structural Designer.

7. Nodes have been named to match column numbers to simplify reference between the Caesar output and the Load Spreadsheet. To determine the input node corresponding to a particular node name use the Node Names tab in the List Input Function of the Cae

CALCULATION No. : CA-C099Pipe Support Load Data Sheet for 24"-LS-O000-037-1CS1P05-IH (Area WA15)

TOS EL.+12.4m; Design Pressure 6 kg/cm 2; Design Temperature200 OC

No.

Rack Column

No./ Node Name

Support Description G

(Vertically Down)

Y (UP)

Z X

NORTH


Project: Petro Rabigh



1 16130 Rigid +Y 27.21 47.29 -8.07 -1.25 2 16160 Rigid +Y 18.56 48.58 -4.06 3 16180 Rigid Y Rigid +Y 10.07 16.31 -5.69 -8.90 -6.07 4.76 1.86 11.27 4.53 14.45 1.024 16220 Rigid +Y 27.31 53.59 -7.31 3.69 4.89 -12.27 3.74 -11.94 5 16250 Rigid +Y 27.71 65.67 3.76 -7.42 -2.18 5.82 20.24 -2.14 -7.56 17.19 -1.516 16290 Rigid X Rigid +Y 13.10 34.32 4.35 -3.32 18.42 -9.88 -14.51 -2.56 1.88 3.71 16.07 -11.53 7 16395 Rigid +Y 12.66 33.00 -1.18 1.05 3.50 1.22 2.16 1.438 16400 Rigid +Y 6.54 12.80 -1.96 9 16410 Rigid X Rigid +Y 13.59 32.90 -1.32 -3.72 7.42 -1.37 3.53 10 16480 Rigid Z Rigid Y Rigid X 8.15 12.95 1.25 32.40 1.37 8.58 5.28 1.49 1.06 15.18 -1.13

Note :


2. G= Permanent load (Maximum of Sustained and operating)3. Q= Test load4. X,Y and Y are the direction of force5. Wind and Seismic forces to be applied again with reversal of Direction and are in addition to the Operating Loads.

CA07

S18 INTERFACE

6. Combination of above loads are to be carried out by Structural Designer.

S10-S11- A S11 S14 S16

CALCULATION No. : CA-C102 Rev R4 Date: 07/11/2006Pipe Support Load Data Sheet for 24"-MS-O000-017-3CS1P05-IH (Area WA15)

TOS EL.+12.4m; Design Pressure 25 kg/cm 2; Design Temperature 295 OC

No.

Rack Column

No./ Node Name


(Vertically Down)

Q (Vertically

Down)




1. All Forces are in KN until and unless specified.Y (UP)

Z X

NORTH


Project: PETRO-RABIGH



1 10 Rigid Z Rigid X Rigid Y 5.28 2.51 7.54 1.24 5.80 -1.272 80 Rigid +Y 7.07 6.42 1.47 3 90 Rigid +Y 4 100 Rigid +Y Rigid X 2.08 1.89 1.73 1.80 5 110 Rigid +Y 2.67 2.08 6 120 Rigid +Y 2.22 2.02 7 130 Rigid +Y 3.48 1.94 -1.05 8 140 Rigid +Y Rigid X 2.51 2.29 1.64 2.35 9 150 Rigid +Y 1.95 1.77 10 160 Rigid +Y 11 170 Rigid +Y Rigid X 9.62 8.74 12 200 Rigid +Y 18.74 2.66 5.62 1.36 13 210 Rigid +Y 3.03 2.75 14 220 Rigid +Y Rigid X 1.51 1.38 1.05 1.35 4.17 15 230 Rigid +Y Rigid Z 5.17 4.70 -3.68 -8.82 1.17 4.31 16 260 Rigid +Y 8.63 6.23 -2.51 17 270 Rigid +Y Rigid Z -2.12 1.12 18 280 Rigid +Y Rigid X 1.37 1.25 6.11 1.05

Note :

Wind(Z) Seismic(X) Seismic(Z)

CA-07

S10

S14-S12-INTERMEDIATE

S12S11

S11-S10-INTERMEDIATE

INTERFACE

CALCULATION No. : CA-C097 Rev R1 Date: 07/11/2006Pipe Support Load Data Sheet for 8"-G-O000-017-3CC1P01-NI (Area WA15)

TOS EL.+10.5m; Design Pressure 45 kg/cm 2; Design Temperature165 OC

No.

Rack Column

No./ Node Name


(Vertically Down)

Q (Vertically

Down)



RemarksWind(X)

S18S18-S16 INTERMEDIATE

S16S16-S14 INTERMEDIATE

S14

5. Wind and Seismic forces to be applied again with reversal of Direction and are in addition to the Operating Loads.6. Combination of above loads are to be carried out by Structural Designer.


1. All Forces are in KN until and unless specified.2. G= Permanent load (Maximum of Sustained and operating)3. Q= Test load4. X,Y and Y are the direction of force

Y (UP)

Z X

NORTH


Project: PETRO-RABIGH



1 6615 Rigid +Y 7.70 6.41 -2.29 2 6635 Rigid Z Rigid +Y 7.38 9.27 -4.35 -9.82 1.44 3.15 5.74 3 6645 Rigid X Rigid +Y 15.14 11.14 -6.03 6.35 4.22 -1.36 3.48 4 6675 Rigid +Y 4.23 5.32 -1.73 -1.45 5 6685 Rigid +Y 11.07 13.91 3.24 / -1.06 -1.02 3.45 1.27 -1.27 2.99 -1.346 6725 Rigid X Rigid +Y 7.38 9.28 1.45 -2.30 5.08 -2.20 -2.25 4.21 -1.95 7 6755 Rigid +Y 7.73 9.71 -1.74 8 6757 Rigid X Rigid +Y 3.38 4.25 4.46 2.89 9 23011 Rigid +Y 9.54 10.55 -2.8210 6810 Rigid Z Rigid Y Rigid X 2.11 2.93 12.03 1.18 3.17 2.53 7.10

Note :



Rev R2 Date: 07/11/2006Pipe Support Load Data Sheet for 8"-HS-O000-018-6CS1P05-IH (Area WA15)

Design Pressure 48 kg/cm 2; Design Temperature 400 OC

5. Wind and Seismic forces to be applied again with reversal of Direction and are in addition to the Operating Loads.6. Combination of above loads are to be carried out by Structural Designer.


CALCULATION No. : CA-C101

No.

Rack Column

No./ Node Name


(Vertically Down)

Q (Vertically

Down)


1. All Forces are in KN until and unless specified.2. G= Permanent load (Maximum of Sustained and operating)3. Q= Test load4. X,Y and Y are the direction of force

S10

CA07

INTERFACES18

S10-S11-AS10-S11-INTERMEDIATE

S14S16

Y (UP)

Z X

NORTH


Petro RabighPiping Load Data Sheet


1 1855 Rigid +Y 2.59 ON D B/W 21-22 CA082 1875 Rigid +Y 2.90 0N D& 21 CA083 1880 Rigid +Y 3.48 ON C& 21 CA084 1890 Rigid +Y Rigid X 2.87 -1.52 -1.32 1.99 1.65 ON B & 21 CA085 1895 Rigid +Y 3.61 -1.06 B/W B TO A 6.0m FROM B CA086 1910 Rigid +Y Rigid X 3.58 -1.27 1.66 B/W A TO L 5.0m FROM B CA107 1920 Rigid +Y 2.01 B/W L TO K 2.75m FROM L CA108 1940 Rigid +Y Rigid X 3.74 -1.18 1.36 1.82 B/W L TO K 8.25m FROM L CA109 1960 Rigid +Y Rigid Z 3.60 1.77 1.32 1.11 10.83 ON K CA1010 1970 Rigid +Y 3.11 0N J CA1011 1980 Rigid +Y Rigid X 3.90 1.23 2.18 2.32 ON H CA1012 1990 Rigid +Y 3.37 ON G CA1013 1995 Rigid +Y 3.35 B/W G TO F 6.5m FROM G CA1014 2000 Rigid +Y Rigid X 3.15 1.09 2.46 2.03 ON F CA1015 2002 Rigid +Y 2.33 B/W F TO E 5.25m FROM F CA10 16 2005 Rigid +Y 2.97 B/W F TO E 10.5m FROM F CA1017 2007 Rigid +Y 1.31 ON E CA1018 2035 Rigid +Y 3.23 A FRAME CA10 TO WA1519 2040 Rigid +Y Rigid Z 4.09 -1.99 2.55 1.27 A FRAME CA10 TO WA1520 2050 Rigid +Y Rigid Z 3.92 -1.65 -1.57 1.73 1.35 A FRAME CA10 TO WA1521 2060 Rigid +Y Rigid X 3.89 1.37 1.35 4.98 A FRAME CA10 TO WA1522 2070 Rigid +Y Rigid Z 4.18 2.25 -3.31 1.91 1.49 A FRAME CA10 TO WA1523 2105 Rigid +Y 3.52 24 2110 Rigid +Y Rigid X 3.12 2.26 -1.61 1.98 1.76 25 2120 Rigid +Y 4.69 -1.29 26 2130 Rigid +Y 1.52

Note :

WA 15

5. Wind and Seismic forces to be applied again with reversal of Direction and are in addition to the Operating Loads.6. Combination of above loads are to be carried out by Structural Designer.7. Nodes have been named to match column numbers to simplify reference between the Caesar output and the Load Spreadsheet. To determine the input node corresponding to a particular node name use the Node Names tab in the List Input Function of the Caesar input sheet

1. All Forces are in KN until and unless specified.2. G= Permanent load (Maximum of Sustained and operating)3. Q= No Test load (Pnematic testing only)4. X,Y and Z are the direction of force

Q (Vertically

Down)Seismic(Z)

Operating Horizondal LoadsWind(X) Wind(Z) Seismic(X)


CALCULATION No. : CA-C0035 Rev A1 Date: 06/10/2006

Remarks

Pipe Support Load Data Sheet for 6"-RLL-S130-XXX-1CC2P03-NI (Area CA08/CA10/WA15)Design Pressure = 3.5/-0.33 kg/cm 2; Design Temperature = 250 Oc

No.

Rack Column No./ Node Name(see note 7)


(Vertically Down)

Y (UP)

Z X

NORTH


1 of 3

FOSTER WHEELER

B36 M BE - 867623 0

APPENDIX - C

CALC. NO 2411-8320-CA-WA15-0001

YES

SUBJECT : PIPE RACK AREA, WA15 - DESIGN CALCULATIONS

CONTRACT NO : 1-14-2410/59 O1 17-Nov-06

PROJECT: PETRO RABIGH, UOU PROJECT Rev

SAFETY CALC.

Originator Checker Approver

Sheet No :Date

TPR Ashokan

Wind Load Calculation

CALC. NO: Rev

2 of 3

FOSTER WHEELER

CALC. NO 2411-8320-CA-WA15-0001

YES


CONTRACT NO : 1-14-2410/59 O1 17-Nov-06


SAFETY CALC.


Sheet No :Date

TPR Ashokan

Load data and calculation is based on ASCE 7-02

Basic Wind Speed V = mph = m/sec Ref SAES-A-112 Table 1-Rabigh Plant SiteExposure Category(A,B,C or D) = Ref SAES-A-112 Table 1-Rabigh Plant SiteBuilding & other structure Category = Ref SABP-006, Cl.3.6Height of the Structure h = m (EL.20.95-EL.2.600)

Topographic Factor Kzt = Ref SABP-006, Cl.3.6Velocity Exposure Coefficient Kz = Ref.Table 6.3-ASCE 7-02Wind Directionality Factor Kd = Ref Table 6.4-ASCE 7-02Gust Effect Factor Gf =Importance Factor I = Ref Table 6.1-ASCE 7-02

Eqn. 6-1 Velocity Pressure qz == N/m²= kN/m²

Eq 6-25 Design Wind Force F =Af = Projected Area for pipes

= As per SABP-006,Cl. 4.1Cf = Force Coefficient

1) Wind force on PipesWidth of the Pipe Rack W = mSpacing of the Pipe rack Main frame L = m

Force Coefficient for pipes Cf = As per SABP-006,Cl. 4.1.3

Force to be applied @ EL. F = qz Gf Cf AfLargest pipe dia In this level d = m (Pipe dia = 10" , insulation= mm)

A = m2

Wind force F = 1.21x0.85x0.9x5.84325= kN


A = m2


2) Wind force on Longitudinal Beam @ EL. m level

Spacing of the Pipe rack Main frame L = m (section: IPE300/IPE450

Depth of the longitudinal beam d = m (Depth: Inch) Force Coefficient for flexural members Cf = As per SABP-006,Cl. 4.1

A = m2

Wind force F == 1.21x0.85x1.8x0.38= kN/m


Spacing of the Pipe rack Main frame L = m (section: IPE300/IPE450


Projected Area A = m2

Wind force F = qz G Cf Af= kN/m

0.375

0.58

12.40

1.8

0.375

1000.809

7

0.7

4.2

6.125

0

1.80.375

Projected Area

Projected Area

10.5

6.64

9.24263

1207.271.21

0.254

qz Gf Cf Af

14.7

5.84325

7

Ref. SABP-006, Cl.3.7

Wind Load Analysis

93

18.35

0.851

1

41.59

0.613 Kz Kzt KdV² I

IVC

1.15

0.99

10.5

12.4

7

Projected Area

qz G Cf Af

14.7

whereL [ d + 10%(W)]

0.375

0.58

3 of 3

FOSTER WHEELER

CALC. NO 2411-8320-CA-WA15-0001

YES


CONTRACT NO : 1-14-2410/59 O1 17-Nov-06


SAFETY CALC.


Sheet No :Date

TPR Ashokan

4) Wind force on ColumnSpacing of the Pipe rack Main frame L = m

Force Coefficient for columns Cf = (section: HE400AWidth of the column d = m (Width:

As per SABP-006,Cl. 4.1A = m2

Wind force F == 1.21x0.85x2x0.3= kN/m

6) Wind force on Vertical Bracings up to EL. 12.40 m level

Length of the bracing L = m Force Coefficient for bracing Cf = (section: IPE400 -Tee

Depth of the bracing member d = m (Depth: Inch)As per SABP-006,Cl. 4.1

A = m2

Wind force F = qz G Cf Af= 1.207x0.85x1.8x0.178= kN/m

Note:1) Wind load is not applied in the longitudinal direction2)

Projected Area

2

1.86

0.1778

qz G Cf Af

0.55

Inch)12

Projected Area 0.300

0.300

7

7

Wind loads are applied based on no-sheilding effect

0.1778

0.28

1 of 3

FOSTER WHEELER

Wind Load Calculation

CALC. NO:

TPR Ashokan

SAFETY CALC.


Sheet No :Date


CONTRACT NO : 1-14-2410/59 O1 17-Nov-06


APPENDIX - C

CALC. NO 2411-8320-CA-WA15-0001

YES

RevB36 M BE - 867623 0

2 of 3

FOSTER WHEELER

TPR Ashokan

SAFETY CALC.


Sheet No :Date


CONTRACT NO : 1-14-2410/59 O1 17-Nov-06


CALC. NO 2411-8320-CA-WA15-0001

YES

Load data and calculation is based on ASCE 7-02

Basic Wind Speed V = mph = m/sec Ref SAES-A-112 Table 1-Rabigh Plant SiteExposure Category(A,B,C or D) = Ref SAES-A-112 Table 1-Rabigh Plant SiteBuilding & other structure Category = Ref SABP-006, Cl.3.6Height of the Structure h = m (EL.20.95-EL.2.600)

Topographic Factor Kzt = Ref SABP-006, Cl.3.6Velocity Exposure Coefficient Kz = Ref.Table 6.3-ASCE 7-02Wind Directionality Factor Kd = Ref Table 6.4-ASCE 7-02Gust Effect Factor Gf =Importance Factor I = Ref Table 6.1-ASCE 7-02

Eqn. 6-1 Velocity Pressure qz == N/m²= kN/m²

Eq 6-25 Design Wind Force F =Af = Projected Area for pipes

= As per SABP-006,Cl. 4.1Cf = Force Coefficient

1) Wind force on PipesWidth of the Pipe Rack W = mSpacing of the Pipe rack Main frame L = m

Force Coefficient for pipes Cf = As per SABP-006,Cl. 4.1.3


A = m2



Spacing of the Pipe rack Main frame L = m (section: IPE300


A = m2

Wind force F == 1.41x0.85x1.8x0.3= kN/m


Spacing of the Pipe rack Main frame L = m (section: IPE300/HE280A


Projected Area A = m2

Wind force F = qz G Cf Af= kN/m

12

whereL [ d + 10%(W)]

0.300

0.54

20.95

Projected Area

41.59

0.613 Kz Kzt KdV² I

IVC

1.15Ref. SABP-006, Cl.3.7

Wind Load Analysis

93

18.35

0.851

11.16

12

1.0535

7

1414.581.41

0.152

qz Gf Cf Af

Projected Area

14.00

1.80.30

qz G Cf Af

20.95

1.8

0.300

7

0.2

0.7

0.89

6.125

0.300

0.54

3 of 3

FOSTER WHEELER

TPR Ashokan

SAFETY CALC.


Sheet No :Date


CONTRACT NO : 1-14-2410/59 O1 17-Nov-06


CALC. NO 2411-8320-CA-WA15-0001

YES

4) Wind force on ColumnSpacing of the Pipe rack Main frame L = m

Force Coefficient for columns Cf = (section: HE400AWidth of the column d = m (Width:

As per SABP-006,Cl. 4.1A = m2

Wind force F == 1.41x0.85x2x0.3= kN/m

6) Wind force on Vertical Bracings Above EL. 12.40 m level

Length of the bracing L = m Force Coefficient for bracing Cf = (section: IPE400 -Tee

Depth of the bracing member d = m (Depth: Inch)As per SABP-006,Cl. 4.1

A = m2

Wind force F = qz G Cf Af= 1.415x0.85x1.8x0.178= kN/m

Note:1) Wind load is not applied in the longitudinal direction2)

7

Wind loads are applied based on no-sheilding effect

0.1778

0.33

Projected Area 0.300

0.300 Inch)12

7

Projected Area

2

1.86

0.1778

qz G Cf Af

0.65

1 of 3

FOSTER WHEELER

CALC. NO: B36 M BE - 867623 Rev 0

APPENDIX - D

Seismic analysis-load data

CALC. NO 2411-8320-CA-WA15-0001

Sheet No :Originator Checker Approver

TPR Ashokan

PETRO RABIGH, UOU PROJECT

SAFETY CALC. YES


CONTRACT NO : 1-14-2410/59 O1 17-Nov-06

Rev DatePROJECT:

2 of 3

FOSTER WHEELER

CALC. NO 2411-8320-CA-WA15-0001


TPR Ashokan


SAFETY CALC. YES


CONTRACT NO : 1-14-2410/59 O1 17-Nov-06

Rev DatePROJECT:

Load data

Site Data:-

Seismic use group: II soil type :

Therefore From ASCE -7-02Response modification coefficient RWX = 3.50 Table 9. 5.2.2, ASCE 7-02Response modification coefficient RWZ = 5.00 Table 9. 5.2.2, ASCE 7-02Importance factor I = SAES-M-001-AMD, Rev.2, Cl. 5.5.4

Response acceleration at short period Ss = SAES-A-112, Rev. D2, Cl. 4.4Response acceleration at one second S1 = SAES-A-112, Rev. D2, Cl. 4.4Height above base hn = m (Max Ht taken)

Basic equationsBasic equations used for the base shear calculation of nonbuilding structures are as follows

Base shear V = Cs * W Eq. 9.5.5.2-1Cs = SD1

(R/I) Eq. 9.5.5.2-1-1Cs,max = SD1

T(R/I) Eq. 9.5.5.2-1-2and Cs,min = 0.14*SDS*I Eq. 9.14.5.1-1

or = 0.8*S1*I/R Eq. 9.14.5.1-2

where Cs = Seismic Response coefficient.Fa = Function of site class and Ss, From Table 9.4.1.2.4a

= 1.6SMS = The maximum considered earthquake spectral response

acceleration for short periods.= Fa* Ss Eq. 9.4.1.2.4-1= The design spectral responese acceleration in short period= (2/3)*SMS = Eq. 9.4.1.2.5-1

R = Response modification factor.I = Occupancy importance factor.

Fv = Function of site class and S1, From Table 9.4.1.2.4b= 2.4

SM1 = The maximum considered earthquake spectral response acceleration for one second period.

= Fv*S1 Eq. 9.4.1.2.4-2= The design spectral responese acceleration in one second= (2/3)*SM1 = Eq. 9.4.1.2.5-2

T = Fundamental period of the structure. (As per section 9.5.5.3)(Calculation by Rayleigh Method)

= Cu*TaCu = Coefficient for upper limit on calculated period =Ta = Ct*(hn)

x

Ct = 0.028 As per Table 9.5.5.3.2x = 0.8 As per Table 9.5.5.3.2

hn = Height of the structure above the base to the heighest level in ft.W = Total Seismic load (sel weight, piping dead load, cable tray dead load,

piping opereating load and cable tray live load)

CHECKCalculations

Total load W = 1648.52 kNTime period Ta = 0.743 s

Tmax = 1.245 sT = 0.996 s (As per Staad result-by Rayleigh Method)T used = 0.996 s (As per Cl.9.5.5.3)

Tmax1.676

= Approximate fundamental time period

The piperack is designed for earthquake resistance using Staad pro 2004 in accordance with International Building Code -2003

Seismic Load data is as per SAES-A-112 Rev. D2 and SAES-M-001-AMD, Rev.D2D

1.25

0.0718.35

Seismic Load is calculated as per ASCE-7-02

0.176

0.11

SDS

0.19

Seismic Analysis

SD1

3 of 3

FOSTER WHEELER

CALC. NO 2411-8320-CA-WA15-0001


TPR Ashokan


SAFETY CALC. YES


CONTRACT NO : 1-14-2410/59 O1 17-Nov-06

Rev DatePROJECT:

In X DirectionV = 0.067

= 110.529 kN

Vmax = 0.040= 66.206 kN

Vmin = 0.033= 54.159 kN

So V = 0.040= 66.206 kN

In Z DirectionTime period Ta = 0.743 s

Tmax = 1.245 sT = 0.392 s (As per Staad result-by Rayleigh Method)T = 0.392 s (As per Cl.9.5.5.3)

Vz = 0.047= 77.371 kN

Vmax = 0.071= 117.751 kN

Vmin = 0.033= 54.159 kN

So V = 0.047= 77.371 kN

*W

*W

*W

66.206

77.371

1648.52

*W

Load caseCoefficient

DL

0.039

Formulae

Seismic force (Z Dir.)

*W

*W

Seismic force (X Dir.)

By Staad Staad result

1648.52

78.3

65.030.0402

0.0470.047

Staad

Load(W)

1648.52 1648.52

Empirical formula (kN)

*W

*W

E1 OF E3Sheet No :

Rev. Date Originator Checker

O1 17-Nov-06 TPR Ashokan

SUBJECT :

Effective Length Factor Calculation

APPENDIX - E

SAFETY CALC.

PETRORabigh, UOU PROJECT

1-14-2410/59

YES

FOSTER WHEELERPIPE RACK AREA, WA15 - DESIGN CALCULATIONS

ApproverPROJECT:

CONTRACT NO

CALC. NO 2411-8320-CA-WA15-0001

E2 OF E3Sheet No :



SUBJECT :

SAFETY CALC.


1-14-2410/59

YES


ApproverPROJECT:

CONTRACT NO

CALC. NO 2411-8320-CA-WA15-0001

Calculation is based on AISC-Manual of steel construction- ASD-9th Edition, Part 3, Column Design

and ACI 318- 02 Commentary.

For sway frames If Ψm < 2 k = (20-Ψm)Sqrt(1+Ψm)

If Ψm > 2 k = 0.9*Sqrt(1+Ψm)Σ(Ιc/Lc)Σ(Ιb/Lb)

where Σ indicates the summation of all members rigidly connected to that joint and lying in the plane

Ιc = Moment of ineria of the column Lc = Unsupported length of first columnΙb = Moment of ineria of the beam.Lb = Unsupported length of the beam.

Ψm = Average of the Ψ values at the two ends of the

compression member

Calculation

Case: :

Support Condition :

FOR 4 LATERAL BEAMS

Iz= 13670 inch4

ψ = 3.08# 13670 5.6

= Iz= 28860 inch4

Kz ψ = 8.04

# 28860 8.7

1.9 =K

z Iz= 28860 inch4

ψ = 9.29# 28860 9#

4.6 =K

z Iz= 25170 inch4

ψ = 8.67# 25170 9.3

=K

z Iz= 45070 inch4

# 45070

Support : ψ = 10.00

2.58

8.55

2.89

2.8

2.3

2.8

Side sway uninhibited

Pinned

in which buckling of the column is being considered.

Pinned

8

20

Ψ =

IPE360

HE300B

HE280A

HE400A

IPE360

E3 OF E3Sheet No :



SUBJECT :

SAFETY CALC.


1-14-2410/59

YES


ApproverPROJECT:

CONTRACT NO

CALC. NO 2411-8320-CA-WA15-0001

FOR 3 LATERAL BEAMS

ψ = 4.93# 28860 6#

1.9 =K

z Iz= 28860 inch4

ψ = 6.97# 28860 6.9

4.6 =K

z Iz= 25170 inch4

ψ = 6.91# 25170 8.5

=K

z Iz= 45070 inch4

# 45070


2.35

6

2.5

2.77

Pinned

2.4

IPE360

HE300B

IPE360

HE400A

E1 OF E1Sheet No :



SUBJECT :


ApproverPROJECT:

CONTRACT NO

SAFETY CALC.


1-14-2410/59

YES

CALC. NO 2411-8320-CA-WA15-0001

FOR 4 LATERAL BEAMS

Iz= 13670 inch4

ψ = 3.08# 13670 5.6

8.6

= Iz= 28860 inch4

Kz ψ = 8.04

# 28860 8.7

1.9 =K

z Iz= 28860 inch4

ψ = 9.29# 28860 7.7#

4.6 =K

z Iz= 25170 inch4

ψ = 6.18# 25170 8.1

=K

z Iz= 45070 inch4

# 45070


FOR 3 LATERAL BEAMS

ψ = 10.41# 13670 13#

1.9 =K

z Iz= 13670 inch4

ψ = 14.71# 13670 11

4.6 =K

z Iz= 25170 inch4

ψ = 6.91# 25170 8.5

=K

z Iz= 45070 inch4

# 45070


6

3.1

2.77

Pinned

3.3

2.71

2.8

2.7

2.3

2.35

4.68

Pinned

8

IPE360

HE300B

HE280A

HE280A

HE400A

IPE360

HE300B

HE280A

HE400A

1 OF 3

APPENDIX F

STAAD MODEL

FOSTER WHEELERSUBJECT : PIPE RACK AREA, WA15 - DESIGN CALCULATIONS Sheet No :PROJECT: PETRORabigh, UOU PROJECT Rev Date Approver

TPR Ashokan

Originator CheckerCONTRACT NO :

CALC. NO

17-Nov-06O11-14-2410/59

2411-8320-CA-WA15-0001SAFETY CALC. YES

2 OF 3FOSTER WHEELER

SUBJECT : PIPE RACK AREA, WA15 - DESIGN CALCULATIONS Sheet No :PROJECT: PETRORabigh, UOU PROJECT Rev Date Approver

TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


TYPICAL 3D MODEL

PLAN AT EL.+10.500 M PLAN AT EL +12.40M

PLAN AT EL+14.00M ELEVATION ALONG GRID 1

Load 31XY

Z

Load 31XY

Z

Load 31XY

Z

Load 31XY

Z

Load 31X

Y

Z

3 OF 3FOSTER WHEELER

SUBJECT : PIPE RACK AREA, WA15 - DESIGN CALCULATIONS Sheet No :PROJECT: PETRORabigh, UOU PROJECT Rev Date Approver

TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


ELEVATION ALONG GRID 2

CROSS SECTION ON GRIDS A & B CROSS SECTION ON GRIDS C & D

Load 31X

Y

Z

Load 31X

Y

ZLoad 31X

Y

Z

1 of 51

APPENDIX G

STAAD INPUT AND OUTPUT FILE


TPR Ashokan


CALC. NO

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2 of 51


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**************************************************** * * * STAAD.Pro * * Version 2004 Bld 1002.UK.1001 * * Proprietary Program of * * Research Engineers, Intl. * * Date= JAN 3, 2007 * * Time= 18:46:32 * * * * USER ID: Foster Wheeler * ****************************************************

1. STAAD SPACEINPUT FILE: WA15.STD 2. START JOB INFORMATION 3. JOB NAME WA15 4. JOB CLIENT PETRO RABIGH 5. ENGINEER NAME PRAKASH 6. CHECKER NAME ASHOKAN 7. ENGINEER DATE 01-NOV-06 8. END JOB INFORMATION 9. INPUT WIDTH 79 10. UNIT METER KN 11. JOINT COORDINATES 12. 1 -7 3.55 -7; 2 0 3.55 -7; 3 -7 3.55 -11.5; 4 0 3.55 -11.5; 5 -7 3.325 -22 13. 6 0 3.325 -22; 9 -7 10.5 -7; 10 0 10.5 -7; 11 -7 12.4 -7; 12 0 12.4 -7 14. 13 -3.5 12.4 -7; 18 -7 10.5 -11.5; 19 0 10.5 -11.5; 20 -7 12.4 -11.5 15. 21 0 12.4 -11.5; 22 -3.5 12.4 -11.5; 27 -7 10.5 -22; 28 0 10.5 -22 16. 29 -7 12.4 -22; 30 0 12.4 -22; 31 -3.5 12.4 -22; 36 -7 10.5 -29; 37 0 10.5 -29 17. 38 -7 12.4 -29; 39 0 12.4 -29; 40 -3.5 12.4 -29; 55 0 10.5 -13.75 18. 56 0 10.5 -16.5; 57 0 10.5 -19.25; 58 0 12.4 -13.75; 59 0 12.4 -16.5 19. 60 0 12.4 -19.25; 61 -7 10.5 -13.75; 62 -7 10.5 -16.5; 63 -7 10.5 -19.25 20. 64 -7 12.4 -13.75; 65 -7 12.4 -16.5; 66 -7 12.4 -19.25; 68 -3.5 10.5 -7 21. 70 -3.5 10.5 -11.5; 77 -3.5 10.5 -13.75; 78 -3.5 10.5 -16.5 22. 79 -3.5 10.5 -19.25; 80 -3.5 10.5 -22; 82 -3.5 10.5 -29; 91 -3.5 12.4 -13.75 23. 92 -3.5 12.4 -16.5; 93 -3.5 12.4 -19.25; 117 0 10.5 -9.25; 118 -3.5 10.5 -9.25 24. 119 -7 10.5 -9.25; 120 0 10.5 -24.5; 121 0 10.5 -26.5; 122 -3.5 10.5 -24.5 25. 123 -7 10.5 -24.5; 124 -3.5 10.5 -26.5; 125 -7 10.5 -26.5; 126 0 12.4 -9.25 26. 127 -3.5 12.4 -9.25; 128 -7 12.4 -9.25; 129 0 12.4 -24.5; 130 0 12.4 -26.5 27. 131 -3.5 12.4 -24.5; 132 -7 12.4 -24.5; 133 -3.5 12.4 -26.5; 134 -7 12.4 -26.5 28. 139 -2.5 12.4 -7; 140 -2.5 12.4 -11.5; 141 -2.5 12.4 -22; 142 -2.5 12.4 -29 29. 143 0 20.95 -7; 144 0 20.95 -11.5; 145 0 20.95 -22; 146 0 20.95 -29 30. 147 -2.5 14 -7; 148 -2.5 14 -11.5; 149 -2.5 14 -22; 150 -2.5 14 -29 31. 151 0 14 -7; 152 0 14 -11.5; 153 0 14 -22; 154 0 14 -29; 155 0 14 -13.75 32. 156 0 14 -16.5; 157 0 14 -19.25; 158 -2.5 14 -13.75; 159 -2.5 14 -16.5 33. 160 -2.5 14 -19.25; 161 0 14 -24.5; 162 0 14 -26.5; 163 -2.5 14 -24.5 34. 164 -2.5 14 -26.5; 165 0 14 -9.25; 166 -2.5 14 -9.25; 169 0 20.95 -25.5 35. 170 0 5.9 -11.5; 171 -7 5.9 -11.5; 172 0 5.9 -7; 173 -7 5.9 -7 36. 178 0 17.325 -29; 179 0 17.325 -22; 180 0 17.325 -25.5; 181 -7 20.95 -29

3 of 51


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37. 190 0 8.4 -7; 191 -7 8.4 -7; 192 0 8.4 -4.4; 193 -7 8.4 -4.4 38. 194 -3.5 8.4 -4.5; 195 -3.5 8.4 -7; 196 0 11.4 -7; 197 -7 11.4 -7 39. 198 0 11.4 -4.4; 199 -7 11.4 -4.4; 200 -3.5 11.4 -7; 201 -3.5 11.4 -4.4 40. 202 0 7.845 -29; 203 -7 7.845 -29; 204 0 7.845 -29.8; 205 -7 7.845 -29.8 41. 216 -7 10.5 -25.5; 217 0 10.5 -25.5; 218 0 14 -25.5; 219 0 12.4 -23.9 42. 220 0 12.4 -27.1; 221 -7 12.4 -25.5; 222 0 9.4 -7; 223 -7 9.35 -7 43. 224 -7 12.4 -23.75; 225 -7 12.4 -27.25; 226 0 5.9 -29; 227 0 5.9 -22 44. 228 0 8 -22; 229 0 8 -29; 230 0 5.9 -25.5; 231 0 8 -25.5; 232 -7 5.9 -29 45. 233 -7 5.9 -22; 234 -7 5.9 -25.5; 235 -7 8 -29; 236 -7 8 -22; 237 -7 8 -25.5 46. 238 -7 1.225 -29; 239 0 1.225 -29; 240 -7 20.95 -22; 241 -7 17.325 -29 47. 242 -7 17.325 -22; 243 -7 17.325 -25.5; 244 -7 20.95 -25.5; 245 -7 3.563 -29 48. 246 0 3.563 -29; 249 -7 3.5625 -25.5; 250 0 3.5625 -25.5 49. MEMBER INCIDENCES 50. 1 1 173; 2 2 172; 3 9 197; 4 10 196; 5 10 68; 6 12 139; 14 3 171; 15 4 170 51. 16 18 20; 17 19 21; 18 19 70; 19 21 140; 27 5 233; 28 6 227; 29 27 29 52. 30 28 30; 31 28 80; 32 30 141; 40 238 245; 41 239 246; 42 36 38; 43 37 39 53. 44 37 82; 45 39 142; 53 10 117; 54 19 55; 55 28 120; 56 9 119; 57 18 61 54. 58 27 123; 59 12 126; 60 21 58; 61 30 219; 62 11 128; 63 20 64; 64 29 224 55. 89 55 56; 90 56 57; 91 57 28; 92 58 59; 94 59 60; 96 60 30; 102 61 62 56. 103 62 63; 104 63 27; 105 64 65; 107 65 66; 109 66 29; 128 68 9; 131 70 18 57. 132 68 118; 133 55 77; 135 57 79; 139 56 78; 149 77 61; 150 70 77; 151 78 62 58. 152 77 78; 153 79 63; 154 78 79; 155 80 27; 156 79 80; 158 80 122; 159 82 36 59. 162 58 91; 163 59 92; 164 60 93; 180 13 127; 181 91 64; 182 22 91; 183 92 65 60. 184 91 92; 185 93 66; 186 92 93; 187 93 31; 189 31 131; 192 18 77; 193 77 62 61. 194 62 79; 195 79 27; 201 20 91; 202 91 65; 203 65 93; 204 93 29; 255 117 19 62. 256 118 70; 257 117 118; 258 119 18; 259 118 119; 261 120 217; 262 121 37 63. 263 122 124; 264 120 122; 265 123 216; 266 122 123; 267 124 82; 268 121 124 64. 269 125 36; 270 124 125; 272 126 21; 273 127 22; 274 126 127; 275 128 20 65. 276 127 128; 277 129 130; 278 130 220; 279 131 133; 280 129 131; 281 132 221 66. 282 131 132; 283 133 40; 284 130 133; 285 134 225; 286 133 134; 289 13 11 67. 290 22 20; 291 31 29; 292 40 38; 293 139 13; 294 140 22; 295 141 31 68. 296 142 40; 297 12 151; 298 21 152; 299 30 153; 300 39 154; 301 143 144 69. 303 145 169; 304 139 147; 305 140 148; 306 141 149; 307 142 150; 308 147 166 70. 309 148 158; 310 149 163; 311 151 143; 312 152 144; 313 151 165; 314 153 179 71. 315 152 155; 316 154 178; 317 153 161; 318 154 150; 319 153 149; 320 152 148 72. 321 151 147; 322 155 156; 323 156 157; 324 157 153; 325 158 159; 326 155 158 73. 327 159 160; 328 156 159; 329 160 149; 330 157 160; 331 161 218; 332 162 154 74. 333 163 164; 334 161 163; 335 164 150; 336 162 164; 337 165 152; 338 166 148 75. 339 165 166; 340 152 158; 341 158 156; 342 156 160; 343 160 153; 353 153 163 76. 354 163 162; 355 162 150; 356 169 146; 357 179 169; 358 178 169; 364 170 19 77. 365 171 18; 366 172 190; 367 173 191; 368 173 171; 369 172 170; 374 144 145 78. 378 178 146; 379 179 145; 380 179 180; 381 180 178; 382 153 180; 383 154 180 79. 384 146 181; 385 38 241; 406 190 222; 407 191 223; 408 190 192; 409 191 193 80. 410 173 193; 411 172 192; 412 190 195; 413 192 194; 414 194 193; 415 195 191 81. 416 194 195; 417 194 191; 418 194 190; 419 196 12; 420 197 11; 421 196 198 82. 422 197 199; 425 198 201; 426 196 200; 427 200 197; 428 201 199; 429 201 200 83. 430 201 197; 431 196 201; 432 202 229; 433 203 235; 434 202 204; 435 203 205 84. 436 204 205; 477 238 249; 479 239 250; 480 216 125; 481 217 121; 482 228 217 85. 483 229 217; 484 236 216; 485 235 216; 486 218 162; 487 219 129; 488 28 219 86. 489 219 218; 490 220 39; 491 37 220; 492 220 218; 493 221 134; 496 222 10 87. 497 223 9; 500 120 80; 501 123 80; 502 121 122; 503 125 122; 504 37 124 88. 505 36 124; 506 129 31; 507 132 31; 508 130 131; 509 134 131; 510 39 133 89. 511 38 133; 512 192 198; 513 193 199; 518 27 224; 519 216 224; 520 216 225 90. 521 36 225; 522 226 232; 523 227 233; 524 170 171; 525 172 173; 526 224 132 91. 527 225 38; 528 226 202; 529 227 228; 530 228 28; 531 229 37; 532 229 231 92. 533 226 230; 534 230 227; 535 231 228; 536 228 230; 537 232 203; 538 233 236

4 of 51


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93. 539 232 234; 540 234 233; 541 235 36; 543 236 27; 544 235 237; 545 237 236 94. 546 234 236; 551 217 219; 552 217 220; 553 29 242; 554 181 244; 555 241 181 95. 556 242 240; 557 241 243; 558 243 242; 559 244 240; 560 29 243; 561 38 243 96. 562 242 244; 563 241 244; 564 145 240; 566 245 232; 567 246 226; 568 232 249 97. 569 226 250; 570 249 233; 571 250 227; 572 245 249; 573 246 250; 574 234 237 98. 575 230 231 99. DEFINE MATERIAL START 100. ISOTROPIC STEEL 101. E 2.05E+008 102. POISSON 0.3 103. DENSITY 76.8195 104. ALPHA 1.2E-005 105. DAMP 0.03 106. END DEFINE MATERIAL 107. MEMBER PROPERTY EUROPEAN 108. 53 55 56 58 59 62 255 258 261 262 265 269 272 275 301 308 TO 310 313 315 317 - 109. 322 TO 325 327 329 331 TO 333 335 337 338 368 369 480 481 - 110. 486 TABLE ST IPE300 111. 1 TO 4 14 TO 17 27 TO 30 40 TO 43 297 TO 300 311 312 314 316 364 TO 367 378 - 112. 379 385 406 407 419 420 432 433 496 497 528 TO 531 537 538 541 543 553 555 - 113. 556 566 567 TABLE ST HE400A 114. 192 TO 195 201 TO 204 326 328 330 334 336 339 TO 343 353 TO 355 417 418 430 - 115. 431 500 TO 511 TABLE ST L130X130X12 116. 132 150 152 154 156 158 180 182 184 186 187 189 256 263 267 273 279 283 416 - 117. 429 TABLE ST HE100A 118. 304 TO 307 318 TO 321 TABLE ST HE140A 119. 61 64 277 278 281 285 303 356 380 381 487 490 493 526 527 554 557 TO 558 - 120. 559 TABLE ST IPE360 121. 133 135 139 149 151 153 162 TO 164 181 183 185 257 259 264 266 268 270 274 - 122. 276 280 282 284 286 TABLE ST IPE300 123. 18 19 131 290 294 374 384 532 TO 535 539 540 544 545 564 TABLE ST HE280A 124. 5 6 31 32 44 45 128 155 159 289 291 TO 293 295 296 TABLE ST IPE360 125. 54 57 60 63 89 TO 92 94 96 102 TO 105 107 109 TABLE ST IPE450 126. 408 409 412 TO 415 421 422 425 TO 428 434 TO 436 512 513 TABLE ST HE200A 127. 522 TO 525 TABLE ST HE300B 128. 357 358 382 383 410 411 482 TO 485 488 489 491 492 518 TO 521 536 546 551 - 129. 552 560 TO 563 568 569 572 TO 575 TABLE T IPE400 130. 477 479 570 571 TABLE ST IPE400 131. CONSTANTS 132. BETA 90 MEMB 436 477 479 522 570 571 133. MATERIAL STEEL MEMB 1 TO 6 14 TO 19 27 TO 32 40 TO 45 53 TO 64 89 TO 92 94 - 134. 96 102 TO 105 107 109 128 131 TO 133 135 139 149 TO 156 158 159 162 TO 164 - 135. 180 TO 187 189 192 TO 195 201 TO 204 255 TO 259 261 TO 270 272 TO 286 289 - 136. 290 TO 301 303 TO 343 353 TO 358 364 TO 369 374 378 TO 385 406 TO 422 425 - 137. 426 TO 436 477 479 TO 493 496 497 500 TO 513 518 TO 541 543 TO 546 - 138. 551 TO 564 566 TO 575 139. SUPPORTS 140. 1 TO 6 238 239 PINNED 141. MEMBER RELEASE 142. 53 TO 64 132 133 135 139 150 152 154 156 158 162 TO 164 180 182 184 186 187 - 143. 189 256 257 263 264 267 268 273 274 279 280 283 284 301 303 TO 310 313 315 - 144. 317 326 328 330 334 336 339 368 369 374 380 408 409 412 413 416 421 422 425 - 145. 426 429 436 512 513 532 533 539 544 554 557 START MY MZ 146. 91 96 104 109 132 149 TO 154 156 158 180 TO 187 189 255 256 258 259 262 263 - 147. 266 267 269 270 272 273 275 276 279 282 283 286 301 324 326 328 TO 330 332 - 148. 334 TO 339 356 368 369 374 381 414 TO 416 427 TO 429 436 490 512 513 527 -

5 of 51


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149. 534 535 540 545 558 559 END MY MZ 150. 357 358 382 383 410 411 482 TO 485 488 489 491 492 518 TO 521 536 546 551 - 151. 552 560 TO 563 568 569 572 TO 575 START MY MZ 152. 357 358 382 383 410 411 482 TO 485 488 489 491 492 518 TO 521 536 546 551 - 153. 552 560 TO 563 568 TO 575 END MY MZ 154. MEMBER TRUSS 155. 192 TO 195 201 TO 204 340 TO 343 353 TO 355 417 418 430 431 500 TO 511 156. ******************************************************************************* 157. *----------------------------------------------------------------------------- 158. *PRIMARY LOAD CASES 159. *----------------------------------------------------------------------------- 160. *LOAD 1 SEISMIC LOAD IN +X DIRECTION E(+X) 161. *LOAD 2 SEISMIC LOAD IN -X DIRECTION E(-X) 162. *LOAD 3 SEISMIC LOAD IN +Z DIRECTION E(+Z) 163. *LOAD 4 SEISMIC LOAD IN -Z DIRECTION E(-Z) 164. *----------------------------------------------------------------------------- 165. *LOAD 11 DEAD LOAD (SELF WEIGHT OF STRUCTURE) DS 166. *LOAD 12 OPERATING LOAD- PIPING/EQUIPMENT DO 167. *----------------------------------------------------------------------------- 168. *LOAD 21 DEAD LOAD- PIPING/EQUIPMENT DE 169. *LOAD 22 PIPING TEST LOAD DT 170. *----------------------------------------------------------------------------- 171. *LOAD 31 THERMAL-ANCHOR LOAD IN +VE DIR. AF1 172. *LOAD 32 THERMAL-ANCHOR LOADI IN -VE DIR. AF2 173. *LOAD 33 THERMAL-FRICTION- IN +VE DIR. FF1 174. *LOAD 34 THERMAL-FRICTION- IN -VE DIR. FF2 175. *LOAD 35 TEMPERATURE LOAD T 176. *---------------------------------------------------- ------------------------- 177. *LOAD 41 WIND LOAD IN +X DIRECTION W(+X) 178. *LOAD 42 WIND LOAD IN -X DIRECTION W(-X) 179. *----------------------------------------------------------------------------- 180. *LOAD 51 SURGE LOAD +X S(X) 181. *LOAD 52 SURGE LOAD -X S(-X) 182. ****************************************************************************** 183. *LOADING 184. ***************************************************************************** 185. *SEISMIC LOAD 186. *CALCULATIONS ARE AS PER ASCE-7 2002 187. **REFER DOCUMENT NO: 2411-8320-CA-CA10-0064-APPENDIX D 188. DEFINE IBC 2003 189. SDS 0.19 SD1 0.11 S1 0.07 IE 1.25 RX 3.5 RZ 5 SCLASS 4 190. SELFWEIGHT 191. MEMBER WEIGHT 192. *******FOR BEAMS AT EL.+10.500 & 12.4 M 193. *FOR PIPES <12" 194. *UDL=1.9*3=5.7 KN/M 195. 5 6 18 19 31 32 44 45 128 131 133 135 139 149 151 153 155 159 162 TO 164 181 - 196. 183 185 257 259 264 266 268 270 274 276 280 282 284 286 289 TO 296 UNI 5.7 197. *FOR BEAMS AT +14.00M LVL 198. * FOR SINGLE LEVEL CABLE TRAY OPERATING DEAD LOAD = 1.0 KPA 199. * 1.0*0.5*3 = 1.5KN (0.5M WIDTH OF TRAY AND 3M BEAM SPACING ARE CONSIDERED ) 200. 318 TO 321 326 328 330 334 336 339 CON 1.5 0.5 201. 318 TO 321 326 328 330 334 336 339 CON 1.5 1.5 202. *FOR PIPES >12"

6 of 51


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17-Nov-06O11-14-2410/59


203. *24"-LS-O000-037-1CS1P05-IH (S10-S11-A) 204. *G 205. 533 CON 20 2.2 206. *24"-LS-O000-037-1CS1P05-IH (S10-S11-A) 207. *G 208. 539 CON 43.86 2.2 209. *24"-LS-O000-037-1CS1P05-IH 210. *G-(5.7*24"*25.4/1000)=16.176KN 211. 291 CON 16.176 2.79 212. *24"-LS-O000-037-1CS1P05-IH 213. *G-(5.7*24"*25.4/1000)=11.756KN 214. 290 CON 11.756 2.79 215. *24"-MS-O000-017-3CS1P05-IH 216. *G 217. 533 CON 27.71 1.225 218. *24"-MS-O000-017-3CS1P05-IH 219. *G-(5.7*24"*25.4/1000)=9.63KN 220. 280 CON 9.63 0.92 221. *24"-MS-O000-017-3CS1P05-IH 222. *G-(5.7*24"*25.4/1000)=9.186KN 223. 163 CON 9.186 0.92 224. *24"-MS-O000-017-3CS1P05-IH 225. *G-(5.7*24"*25.4/1000)=3.066KN 226. 19 CON 3.066 0.92 227. *24"-MS-O000-017-3CS1P05-IH 228. *G-(5.7*24"*25.4/1000)=10.116KN 229. 6 CON 10.116 0.92 230. *8"-G-O000-017-3CC1P01-NI 231. *G-(5.7*8"*25.4/1000)=8.462KN 232. 44 CON 8.462 1.4 233. *8"-G-O000-017-3CC1P01-NI 234. *G-(5.7*8"*25.4/1000)=0.792KN 235. 264 CON 0.792 1.4 236. *8"-G-O000-017-3CC1P01-NI 237. *G-(5.7*8"*25.4/1000)=1.352KN 238. 31 CON 1.352 1.4 239. *8"-G-O000-017-3CC1P01-NI 240. *G-(5.7*8"*25.4/1000)=2.322KN 241. 135 CON 2.322 1.4 242. *8"-G-O000-017-3CC1P01-NI 243. *G-(5.7*8"*25.4/1000)=1.068KN 244. 139 CON 1.068 1.4 245. *8"-G-O000-017-3CC1P01-NI 246. *G-(5.7*8"*25.4/1000)=1.512KN

7 of 51


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17-Nov-06O11-14-2410/59


247. 133 CON 1.512 1.4 248. *8"-G-O000-017-3CC1P01-NI 249. *G-(5.7*8"*25.4/1000)=0.922KN 250. 18 CON 0.922 1.4 251. *8"-G-O000-017-3CC1P01-NI 252. *G-(5.7*8"*25.4/1000)=5.91KN 253. 5 CON 5.91 1.4 254. *8"-HS-O000-018-6CS1P05-IH 255. *G-(5.7*8"*25.4/1000)=3.072KN 256. 45 CON 3.072 1.8 257. *8"-HS-O000-018-6CS1P05-IH 258. *G=11.07KN 259. 533 CON 11.07 0.5 260. *8"-HS-O000-018-6CS1P05-IH 261. *G-(5.7*8"*25.4/1000)=6.222KN 262. 284 CON 6.22 1.8 263. *8"-HS-O000-018-6CS1P05-IH 264. *G-(5.7*8"*25.4/1000)=6.572KN 265. 163 CON 6.572 1.8 266. *8"-HS-O000-018-6CS1P05-IH 267. *G-(5.7*8"*25.4/1000)=2.222KN 268. 19 CON 2.222 1.8 269. *8"-HS-O000-018-6CS1P05-IH 270. *G-(5.7*8"*25.4/1000)=8.382KN 271. 6 CON 8.382 1.8 272. *LOAD FROM FLARE LINE 273. *FOR 6"-RLL-S130-XXX-1CC2P03-NI 274. 356 CON 3.52 2 275. 303 CON 3.12 0.01 276. 374 CON 4.69 2.25 277. *IN PROJECTED AREA 278. *FROM 24"-LS-O000-037-1CS1P05-IH 279. 413 414 425 428 UNI 5.7 280. 436 UNI 2 281. SET NL 100 282. LOAD 1 SEISMIC LOAD +X 283. IBC LOAD X 1 284. PERFORM ANALYSIS

P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 152/ 302/ 8 ORIGINAL/FINAL BAND-WIDTH= 132/ 21/ 129 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 888 SIZE OF STIFFNESS MATRIX = 115 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 13.7/ 61586.0 MB

************************************************************ * IBC 2003 SEISMIC LOAD ALONG X : *

8 of 51


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17-Nov-06O11-14-2410/59


* CT = 0.035 Cu = 1.660 * * TIME PERIODS : * * Ta = 0.799 T = 0.996 Tuser = 0.000 * * TIME PERIOD USED (T) = 0.996 * * LOAD FACTOR = 1.000 * * DESIGN BASE SHEAR = 1.000 X 0.039 X 1648.52 * * = 65.03 KN * ************************************************************

285. CHANGE 286. LOAD 2 SEISMIC LOAD -X 287. IBC LOAD X -1. 288. PERFORM ANALYSIS

************************************************************ * IBC 2003 SEISMIC LOAD ALONG X : * * CT = 0.035 Cu = 1.660 * * TIME PERIODS : * * Ta = 0.799 T = 0.996 Tuser = 0.000 * * TIME PERIOD USED (T) = 0.996 * * LOAD FACTOR = -1.000 * * DESIGN BASE SHEAR = -1.000 X 0.039 X 1648.52 * * = -65.03 KN * ************************************************************

289. CHANGE 290. LOAD 3 SEISMIC LOAD +Z 291. IBC LOAD Z 1 292. PERFORM ANALYSIS

************************************************************ * IBC 2003 SEISMIC LOAD ALONG Z : * * CT = 0.035 Cu = 1.660 * * TIME PERIODS : * * Ta = 0.799 T = 0.392 Tuser = 0.000 * * TIME PERIOD USED (T) = 0.392 * * LOAD FACTOR = 1.000 * * DESIGN BASE SHEAR = 1.000 X 0.047 X 1648.52 * * = 78.30 KN * ************************************************************

293. CHANGE 294. LOAD 4 SEISMIC LOAD -Z

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295. IBC LOAD Z -1. 296. PERFORM ANALYSIS

************************************************************ * IBC 2003 SEISMIC LOAD ALONG Z : * * CT = 0.035 Cu = 1.660 * * TIME PERIODS : * * Ta = 0.799 T = 0.392 Tuser = 0.000 * * TIME PERIOD USED (T) = 0.392 * * LOAD FACTOR = -1.000 * * DESIGN BASE SHEAR = -1.000 X 0.047 X 1648.52 * * = -78.30 KN * ************************************************************

297. CHANGE 298. ******************************************************************************* 299. LOAD 11 DEAD LOAD 300. ******************************************************************************* 301. *SELFWEIGHT OF THE STRUCTURE INCLUDING 10% EXTRA CONSIDERED TO ACCOUNT 302. *FOR CONNECTIONS 303. SELFWEIGHT Y -1.1 304. *************************************************************************** 305. LOAD 12 OPERATING LOAD-PIPING 306. ******************************************************************************* 307. *FOR PIPES <12" , LOAD INTENSITY = 1.9 KN/M2. THIS IS AS PER SABP-007 308. *CL. 4.1.2 & 4.2.2 AND SAES -M-001 AMD CL. 5.2.4.8 309. *FOR PIPES >12" , LOAD APPLIED AS CONCENTRATED LOAD AND LOAD DATA IS AS PER 310. *PIPING INPUT DATA AND THE LOAD CALCULATION IS AS PER SABP07, CL. 4.1.2 311. *FOR CABLE TRAY, LOAD INTENSITY = 1.9 KN/M2. (AS PER SAES-M-001 -AMD CL. 5.2.5 312. *AND SABP-007 CL. 4.1.2) 313. *FUTURE PIPE LOAD OF 1.9 KN/M2 IS CONSIDERED FOR THE ANALYSIS. 314. MEMBER LOAD 315. *******FOR BEAMS AT EL.+10.500 & 12.4 M 316. *FOR PIPES <12" 317. *UDL=1.9*3=5.7 KN/M 318. 5 6 18 19 31 32 44 45 128 131 133 135 139 149 151 153 155 159 162 TO 164 181 - 319. 183 185 257 259 264 266 268 270 274 276 280 282 284 286 289 TO 295 - 320. 296 UNI GY -5.7 321. *FOR BEAMS AT +14.00M LVL 322. * FOR SINGLE LEVEL CABLE TRAY OPERATING DEAD LOAD = 1.0 KPA 323. * 1.0*0.5*3 = 1.5KN (0.5M WIDTH OF TRAY AND 3M BEAM SPACING ARE CONSIDERED ) 324. 318 TO 321 326 328 330 334 336 339 CON GY -1.5 0.5 325. 318 TO 321 326 328 330 334 336 339 CON GY -1.5 1.5 326. *FOR PIPES >12" 327. *24"-LS-O000-037-1CS1P05-IH (S10-S11-A) 328. *G 329. 533 CON GY -20 2.2 330. *24"-LS-O000-037-1CS1P05-IH (S10-S11-A) 331. *G 332. 539 CON GY -43.86 2.2 333. *24"-LS-O000-037-1CS1P05-IH

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334. *G-(5.7*24"*25.4/1000)=16.176KN 335. 291 CON GY -16.176 2.79 336. *24"-LS-O000-037-1CS1P05-IH 337. *G-(5.7*24"*25.4/1000)=11.756KN 338. 290 CON GY -11.756 2.79 339. *24"-MS-O000-017-3CS1P05-IH 340. *G 341. 533 CON GY -27.71 1.225 342. *24"-MS-O000-017-3CS1P05-IH 343. *G-(5.7*24"*25.4/1000)=9.63KN 344. 280 CON GY -9.63 0.92 345. *24"-MS-O000-017-3CS1P05-IH 346. *G-(5.7*24"*25.4/1000)=9.186KN 347. 163 CON GY -9.186 0.92 348. *24"-MS-O000-017-3CS1P05-IH 349. *G-(5.7*24"*25.4/1000)=3.066KN 350. 19 CON GY -3.066 0.92 351. *24"-MS-O000-017-3CS1P05-IH 352. *G-(5.7*24"*25.4/1000)=10.116KN 353. 6 CON GY -10.116 0.92 354. *8"-G-O000-017-3CC1P01-NI 355. *G-(5.7*8"*25.4/1000)=8.462KN 356. 44 CON GY -8.462 1.4 357. *8"-G-O000-017-3CC1P01-NI 358. *G-(5.7*8"*25.4/1000)=0.792KN 359. 264 CON GY -0.792 1.4 360. *8"-G-O000-017-3CC1P01-NI 361. *G-(5.7*8"*25.4/1000)=1.352KN 362. 31 CON GY -1.352 1.4 363. *8"-G-O000-017-3CC1P01-NI 364. *G-(5.7*8"*25.4/1000)=2.322KN 365. 135 CON GY -2.322 1.4 366. *8"-G-O000-017-3CC1P01-NI 367. *G-(5.7*8"*25.4/1000)=1.068KN 368. 139 CON GY -1.068 1.4 369. *8"-G-O000-017-3CC1P01-NI 370. *G-(5.7*8"*25.4/1000)=1.512KN 371. 133 CON GY -1.512 1.4 372. *8"-G-O000-017-3CC1P01-NI 373. *G-(5.7*8"*25.4/1000)=0.922KN 374. 18 CON GY -0.922 1.4 375. *8"-G-O000-017-3CC1P01-NI 376. *G-(5.7*8"*25.4/1000)=5.91KN 377. 5 CON GY -5.91 1.4 378. *8"-HS-O000-018-6CS1P05-IH 379. *G-(5.7*8"*25.4/1000)=3.072KN 380. 45 CON GY -3.072 1.8 381. *8"-HS-O000-018-6CS1P05-IH 382. *G=11.07KN 383. 533 CON GY -11.07 0.5 384. *8"-HS-O000-018-6CS1P05-IH 385. *G-(5.7*8"*25.4/1000)=6.222KN 386. 284 CON GY -6.22 1.8 387. *8"-HS-O000-018-6CS1P05-IH 388. *G-(5.7*8"*25.4/1000)=6.572KN 389. 163 CON GY -6.572 1.8

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390. *8"-HS-O000-018-6CS1P05-IH 391. *G-(5.7*8"*25.4/1000)=2.222KN 392. 19 CON GY -2.222 1.8 393. *8"-HS-O000-018-6CS1P05-IH 394. *G-(5.7*8"*25.4/1000)=8.382KN 395. 6 CON GY -8.382 1.8 396. *LOAD FROM FLARE LINE 397. *FOR 6"-RLL-S130-XXX-1CC2P03-NI 398. 356 CON GY -3.52 2 399. 303 CON GY 3.12 0.01 400. 374 CON GY -4.69 2.25 401. *IN PROJECTED AREA 402. *FROM 24"-LS-O000-037-1CS1P05-IH 403. 413 414 425 428 UNI GY -5.7 404. 436 UNI GY -2 405. ****************************************************************************** 406. LOAD 21 PIPING EMPTY LOAD 407. ******************************************************************************* 408. *FOR PIPING EMPTY CONDITION 0.6*OPERATING LOAD IS CONSIDERED AS PER 409. *SAES-M-001 AMD 410. REPEAT LOAD 411. 12 0.6 412. ******************************************************************************* 413. LOAD 22 PIPING TEST LOAD 414. ******************************************************************************* 415. *FOR PIPES <12" , LOAD INTENSITY = 1.9 KN/M2 416. *FOR PIPES >12" , LOAD APPLIED AS CONCENTRATED LOAD AND LOAD DATA IS AS PER 417. *PIPING INPUT DATA AND THE LOAD CALCULATION IS AS PER SABP07, CL. 4.1.2 418. *FOR CABLE TRAY, LOAD INTENSITY = 1.9 KN/M2. (AS PER SAES-M-001 -AMD CL. 5.2.5 419. *AND SABP-007 CL. 4.1.2) 420. *FUTURE PIPE LOAD OF 1.9 KN/M2 IS CONSIDERED FOR THE ANALYSIS. 421. MEMBER LOAD 422. *******FOR BEAMS AT EL.+10.500 & 12.400 M 423. *FOR PIPES <12" 424. *UDL=1.9*3=5.7 KN/M 425. 5 6 18 19 31 32 44 45 128 131 133 135 139 149 151 153 155 159 162 TO 164 181 - 426. 183 185 257 259 264 266 268 270 274 276 280 282 284 286 289 TO 295 - 427. 296 UNI GY -5.7 428. *FOR PIPES >12" 429. *24"-LS-O000-037-1CS1P05-IH (S10-S11-A) 430. *G-0=48.79KN 431. 539 CON GY -48.79 2.5 432. *24"-LS-O000-037-1CS1P05-IH (S10-S11-B) 433. *G-0=54.19KN 434. 533 CON GY -54.19 2.5 435. *24"-LS-O000-037-1CS1P05-IH 436. *G-(5.7*24"*25.4/1000)=44.176KN 437. 291 CON GY -45 2.79 438. *24"-LS-O000-037-1CS1P05-IH 439. *G-(5.7*24"*25.4/1000)=34.236KN 440. 290 CON GY -34.236 2.79 441. *24"-MS-O000-017-3CS1P05-IH (S10-S11-A) 442. *G-0=65.67KN 443. 533 CON GY -65.67 2.5 444. *24"-MS-O000-017-3CS1P05-IH 445. *G-(5.7*24"*25.4/1000)=30.846KN

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446. 280 CON GY -30.846 0.92 447. *24"-MS-O000-017-3CS1P05-IH 448. *G-(5.7*24"*25.4/1000)=29.526KN 449. 163 CON GY -29.526 0.92 450. *24"-MS-O000-017-3CS1P05-IH 451. *G-(5.7*24"*25.4/1000)=9.326KN 452. 19 CON GY -9.326 0.92 453. *24"-MS-O000-017-3CS1P05-IH 454. *G-(5.7*24"*25.4/1000)=29.426KN 455. 6 CON GY -29.426 0.92 456. *8"-G-O000-017-3CC1P01-NI 457. *G-(5.7*8"*25.4/1000)=5.26KN 458. 5 CON GY -5.26 1.4 459. *8"-G-O000-017-3CC1P01-NI 460. *G-(5.7*8"*25.4/1000)=0.732KN 461. 18 CON GY -0.732 1.4 462. *8"-G-O000-017-3CC1P01-NI 463. *G-(5.7*8"*25.4/1000)=0.922KN 464. 133 CON GY -0.922 1.4 465. *8"-G-O000-017-3CC1P01-NI 466. *G-(5.7*8"*25.4/1000)=0.862KN 467. 139 CON GY -0.862 1.4 468. *8"-G-O000-017-3CC1P01-NI 469. *G-(5.7*8"*25.4/1000)=0.782KN 470. 135 CON GY -0.782 1.4 471. *8"-G-O000-017-3CC1P01-NI 472. *G-(5.7*8"*25.4/1000)=1.132KN 473. 31 CON GY -1.132 1.4 474. *8"-G-O000-017-3CC1P01-NI 475. *G-(5.7*8"*25.4/1000)=0.612KN 476. 264 CON GY -0.612 1.4 477. *8"-G-O000-017-3CC1P01-NI 478. *G-(5.7*8"*25.4/1000)=7.582KN 479. 44 CON GY -7.582 1.4 480. *8"-HS-O000-018-6CS1P05-IH 481. *G-(5.7*8"*25.4/1000)=4.162KN 482. 45 CON GY -4.162 1.8 483. *8"-HS-O000-018-6CS1P05-IH 484. *G-0=13.91KN 485. 533 CON GY -13.91 0.5 486. *8"-HS-O000-018-6CS1P05-IH 487. *G-(5.7*8"*25.4/1000)=8.122KN 488. 284 CON GY -8.122 1.8 489. *8"-HS-O000-018-6CS1P05-IH 490. *G-(5.7*8"*25.4/1000)=8.552KN 491. 163 CON GY -8.552 1.8 492. *8"-HS-O000-018-6CS1P05-IH 493. *G-(5.7*8"*25.4/1000)=3.092KN 494. 19 CON GY -3.092 1.8 495. *8"-HS-O000-018-6CS1P05-IH 496. *G-(5.7*8"*25.4/1000)=9.392KN 497. 6 CON GY -9.392 1.8 498. ****************************************************************************** 499. LOAD 31 ANCHOR LOAD IN +VE DIR 500. ****************************************************************************** 501. *PIPING THERMAL-ANCHOR LOADS -IN LONGITUDINAL DIRECTION

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502. *PIPE ANCHOR LOADS AS PER PIPING INPUT DATA 503. MEMBER LOAD 504. *AT EL. +10.500 505. *3"-CA-0000-011-1CC2C06-NI 506. 18 CON GZ 3 1.15 507. *3"-FG-0000-026-1CC1P01-NI 508. 18 CON GZ 3 1.7 509. *3"-G-0000-010-3CC1P01-NI 510. 18 CON GZ 3 1.92 511. *FOR FUTURE 512. 18 CON GZ 10 2.2 513. 18 CON GZ 10 2.6 514. 18 CON GZ 10 3 515. 18 CON GZ 10 3.3 516. 131 CON GZ 10 0.1 517. 131 CON GZ 10 0.5 518. 131 CON GZ 10 0.8 519. 131 CON GZ 10 1.2 520. 131 CON GZ 10 1.6 521. 131 CON GZ 10 1.9 522. 131 CON GZ 10 2.3 523. 131 CON GZ 10 2.6 524. 131 CON GZ 10 3 525. 131 CON GZ 10 3.3 526. *AT EL. +12.400 527. *4"-DMW-0000-011-1CC2C06-NI 528. 294 CON GZ 4 0.19 529. *3"-IA-0000-027-12CG0U01-NI 530. 294 CON GZ 3 0.4 531. *3"-UA-0000-028-12CG0U01-NI 532. 294 CON GZ 3 0.57 533. *3"-UW-0000-033-1CS2U16-NI 534. 294 CON GZ 3 0.72 535. *3"-SWS-0000-033-1CS4U16-NI 536. 290 CON GZ 3 0.01 537. *FOR FUTURE 538. 290 CON GZ 10 0.29 539. 290 CON GZ 10 0.65 540. 290 CON GZ 10 0.9 541. 290 CON GZ 10 1.25 542. 290 CON GZ 10 1.55 543. 290 CON GZ 10 1.9 544. ****************************************************************************** 545. LOAD 32 ANCHOR LOAD IN -VE DIR 546. ****************************************************************************** 547. REPEAT LOAD 548. 31 -1.0 549. ****************************************************************************** 550. LOAD 33 FRICTION LOAD IN +VE DIR 551. ****************************************************************************** 552. *30% OF THE OPERATING LOAD IS CONSIDERED FOR PIPES <L2" AS PER PIPING INPUT DAT 553. *FOR PIPES >12", LOAD IS AS PER PIPING INPUT DATA AND THE LOAD CALCULATION 554. *IS AS PER SABP07, CL. 4.1.2 555. *PIPING THERMAL-FRICTION LOADS -IN LONGITUDINAL DIRECTION 556. MEMBER LOAD 557. *******FOR BEAMS AT EL.+12.500 M

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558. *FOR PIPES <12" 559. **UDL = 30% OF 5.7 = (30/100)*5.7 = 1.71 KN/M 560. 5 6 18 19 31 32 44 45 128 131 133 135 139 149 151 153 155 159 162 TO 164 181 - 561. 183 185 257 259 264 266 268 270 274 276 280 282 284 286 289 TO 295 - 562. 296 UNI GZ 1.71 563. *8"-G-O000-017-3CC1P01-NI 564. *-HL-(1.7*8"*25.4/1000)=-1.397KN 565. 135 CON GZ -1.397 1.4 566. *8"-HS-O000-018-6CS1P05-IH 567. *HL=1.45KN 568. 284 CON GX 1.45 1.8 569. *8"-HS-O000-018-6CS1P05-IH 570. *-HL-(1.7*8"*25.4/1000)=-2.645KN 571. 284 CON GZ -2.645 1.8 572. *8"-HS-O000-018-6CS1P05-IH 573. *-HL-(1.7*8"*25.4/1000)=-2.0865KN 574. 163 CON GZ -2.086 1.8 575. *8"-HS-O000-018-6CS1P05-IH 576. *-HL-(1.7*8"*25.4/1000)=-3.165KN 577. 6 CON GZ -3.165 1.8 578. *8"-HS-O000-018-6CS1P05-IH 579. *HL-0=3.24KN 580. 533 CON GX 3.24 0.5 581. *24"-LS-O000-037-1CS1P05-IH 582. 291 CON GZ -1.62 2.79 583. 291 CON GX -1.05 2.79 584. 290 CON GZ -2.9 2.79 585. 533 CON GZ 1.2 2.5 586. 539 CON GZ -11.07 2.5 587. 539 CON GX -3.3 2.5 588. *24"-MS-O000-017-3CS1P05-IH 589. 280 CON GX -4.35 0.92 590. 280 CON GZ -3.32 0.92 591. 163 CON GZ -1.18 0.92 592. 19 CON GZ -1.96 0.92 593. 6 CON GX -1.32 0.92 594. 6 CON GX -3.72 0.92 595. 533 CON GZ -7.42 1.25 596. 533 CON GX 3.76 1.25 597. ****************************************************************************** 598. LOAD 34 FRICTION LOAD IN -VE DIR 599. ****************************************************************************** 600. *30% OF THE OPERATING LOAD IS CONSIDERED FOR PIPES <L2" AS PER PIPING INPUT DAT 601. *FOR PIPES >12", LOAD IS AS PER PIPING INPUT DATA AND THE LOAD CALCULATION 602. *IS AS PER SABP07, CL. 4.1.2 603. *PIPING THERMAL-FRICTION LOADS -IN LONGITUDINAL DIRECTION 604. *MEMBER LOAD 605. *******FOR BEAMS AT EL.+12.500 M 606. *FOR PIPES <12" 607. **UDL = 30% OF 5.7 = (30/100)*5.7 = 1.71 KN/M 608. REPEAT LOAD 609. 33 -1.0 610. ******************************************************************************* 611. LOAD 35 TEMPERATURE LOAD 612. ******************************************************************************* 613. *REFER DOCUMENT NO: 2411-8320-CA-CA10-0064-APPENDIX B

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614. TEMPERATURE LOAD 615. 1 TO 6 14 TO 19 27 TO 32 40 TO 45 53 TO 64 89 TO 92 94 96 102 TO 105 107 109 - 616. 128 131 TO 133 135 139 149 TO 156 158 159 162 TO 164 180 TO 187 189 - 617. 192 TO 195 201 TO 204 255 TO 259 261 TO 270 272 TO 286 289 TO 301 - 618. 303 TO 343 353 TO 358 364 TO 369 374 378 TO 385 406 TO 422 425 TO 436 477 - 619. 479 TO 493 496 497 500 TO 513 518 TO 541 543 TO 546 551 TO 564 566 TO 574 - 620. 575 TEMP 38 621. ****************************************************************************** 622. LOAD 41 WIND LOAD IN +X DIR 623. *CALCULATION BASED ON SABP-006 624. *ALSO REFER DOCUMENT NO: 2411-8320-CA-CA10-0064-APPENDIX C 625. *WIND LOAD IN TRANSVERSE DIRECTION ALONE CONSIDERED 626. *WIND ON PIPES 627. *WINDWARD 628. JOINT LOAD 629. 19 28 56 FX 4.65 630. 10 37 FX 2.71 631. 21 30 59 FX 6.4 632. 12 39 FX 3.72 633. 145 144 FX 0.89 634. 146 143 FX 0.51 635. MEMBER LOAD 636. 374 CON GX 0.89 637. *WINDWARD 638. MEMBER LOAD 639. *ON BEAMS 640. 53 TO 64 89 TO 92 94 96 102 TO 105 107 109 255 258 261 262 265 269 272 275 - 641. 277 278 281 285 368 369 408 409 421 422 480 481 487 490 493 526 527 - 642. 532 TO 535 539 540 544 545 572 573 UNI GX 0.58 643. 301 303 308 TO 310 313 315 317 322 TO 325 327 329 331 TO 333 335 337 338 356 - 644. 374 380 381 486 554 557 TO 559 UNI GX 0.54 645. *ON COLUMNS 646. 1 TO 4 14 TO 17 27 TO 30 40 TO 43 364 TO 367 406 407 419 420 432 433 496 497 - 647. 528 TO 531 537 538 541 543 566 567 UNI GX 0.55 648. 297 TO 300 311 312 314 316 378 379 385 553 555 556 UNI GX 0.65 649. *ON VERTICAL BRACING 650. 410 411 477 479 482 TO 485 488 489 491 492 512 513 518 TO 521 536 546 551 - 651. 552 568 TO 571 574 575 UNI GX 0.28 652. 304 TO 307 357 358 382 383 560 TO 563 UNI GX 0.33 653. *IN PROJECTED AREA 654. *FROM 24"-LS-O000-037-1CS1P05-IH 655. ************************************************************************** 656. LOAD 42 WIND LOAD IN -X DIR 657. REPEAT LOAD

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658. 41 -1.0 659. LOAD 51 SURGE LOAD (+VE) 660. ***************************************************************************** 661. *CONSIDERING 150KN OF SURGE LOAD FOR 24" PIPELINE @0.869 M FROM THE COLUMN 662. MEMBER LOAD 663. 290 CON GZ 150 0.29 664. *646 CON GZ 150 0.869 665. *1010 CON GX 150 0.869 666. *1007 CON GX 150 0.869 667. *1021 CON GX 150 0.869 668. ******************************************************************************* 669. LOAD 52 SURGE LOAD (-VE) 670. ****************************************************************************** 671. REPEAT LOAD 672. 51 -1.0 673. ******************************************************************************* 674. *LOAD COMBINATION FOR STEEL STRUCTURES DESIGN-STRENGTH DESIGN (LRFD) 675. ******************************************************************************* 676. *AS PER SAES-M-001 CL. 6.2 677. **1.4(DEAD LOAD +OPERATING LOAD+THERMAL LOAD) 678. **1.2(DEAD+OPERATING LOAD+ANCHOR)+ (1.6WIND OR 1.0 SEISMIC LOAD) 679. **0.9 DEAD LOAD(EMPTY) + 1.6WIND 680. **0.9 DEAD LOAD +0.6 OPERATING+ 1.0 SEISMIC (OPERATING) 681. **0.9 DEAD LOAD + 1.0 SEISMIC (EMPTY) 682. *~ 0.9 DEAD LOAD + 0.6 SEISMIC (OPERATING) 683. **1.4(DEAD LOAD )+ 1.4(TEST LOAD) 684. **1.2(DEAD LOAD )+ 1.2(TEST LOAD) +(WIND @50MPH) 685. *~ 1.2(DEAD LOAD )+ 1.2(TEST LOAD) +0.25WIND 686. ******************************************************************************* 687. *LOAD COMBINATIONS 688. ******************************************************************************* 689. *LOAD COMBINATION FOR STRENGTH CHECK 690. *FOR COLUMN,LONGITUDINAL BEAM,STRUT,BRACING 691. *(WITH FRICTION LOAD AS 5% OF OPERATING) 692. ******************************************************************************* 693. LOAD 101 1.4DS+1.4DO+1.4AF(+VE)+0.23FF(+VE)+1.4T(+VE) 694. REPEAT LOAD 695. 11 1.4 12 1.4 31 1.4 33 0.23 35 1.4 696. LOAD 102 1.4DS+1.4DO+1.4AF(-VE)+0.23FF(-VE)+1.4T(-VE) 697. REPEAT LOAD 698. 11 1.4 12 1.4 32 1.4 34 0.23 35 1.4 699. ******************************************************************************* 700. LOAD 103 1.2DS+1.2DO+1.2AF(+VE)+1.6W(+Z) 701. REPEAT LOAD 702. 11 1.2 12 1.2 31 1.2 41 1.6

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703. LOAD 104 1.2DS+1.2DO+1.2AF(+VE)+1.6WL(-Z) 704. REPEAT LOAD 705. 11 1.2 12 1.2 31 1.2 42 1.6 706. LOAD 105 1.2DS+1.2DO+1.2AF(+VE)+1.0E(+X) 707. REPEAT LOAD 708. 11 1.2 12 1.2 31 1.2 1 1.0 709. LOAD 106 1.2DS+1.2DO+1.2AF(+VE)+1.0E(-X) 710. REPEAT LOAD 711. 11 1.2 12 1.2 31 1.2 2 1.0 712. LOAD 107 1.2DS+1.2DO+1.2AF(+VE)+1.0E(+Z) 713. REPEAT LOAD 714. 11 1.2 12 1.2 31 1.2 3 1.0 715. LOAD 108 1.2DS+1.2DO+1.2AF(+VE)+1.0E(-Z) 716. REPEAT LOAD 717. 11 1.2 12 1.2 31 1.2 4 1.0 718. LOAD 109 1.2DS+1.2DO+1.2AF(-VE)+1.6W(+Z) 719. REPEAT LOAD 720. 11 1.2 12 1.2 32 1.2 41 1.6 721. LOAD 110 1.2DS+1.2DO+1.2AF(-VE)+1.6WL(-Z) 722. REPEAT LOAD 723. 11 1.2 12 1.2 32 1.2 42 1.6 724. LOAD 111 1.2DS+1.2DO+1.2AF(-VE)+1.0E(+X) 725. REPEAT LOAD 726. 11 1.2 12 1.2 32 1.2 1 1.0 727. LOAD 112 1.2DS+1.2DO+1.2AF(-VE)+1.0E(-X) 728. REPEAT LOAD 729. 11 1.2 12 1.2 32 1.2 2 1.0 730. LOAD 113 1.2DS+1.2DO+1.2AF(-VE)+1.0E(+Z) 731. REPEAT LOAD 732. 11 1.2 12 1.2 32 1.2 3 1.0 733. LOAD 114 1.2DS+1.2DO+1.2AF(-VE)+1.0E(-Z) 734. REPEAT LOAD 735. 11 1.2 12 1.2 32 1.2 4 1.0 736. ******************************************************************************* 737. LOAD 115 0.9DS+0.9DE+1.6W(+Z) 738. REPEAT LOAD 739. 11 0.9 21 0.9 41 1.6 740. LOAD 116 0.9DS+0.9DE+1.6W(-Z) 741. REPEAT LOAD 742. 11 0.9 21 0.9 42 1.6 743. ******************************************************************************* 744. LOAD 117 0.9DS+0.6DO+1.0EO(+X) 745. REPEAT LOAD 746. 11 0.9 12 0.6 1 1.0 747. LOAD 118 0.9DS+0.6DO+1.0EO(-X) 748. REPEAT LOAD 749. 11 0.9 12 0.6 2 1.0 750. LOAD 119 0.9DS+0.6DO+1.0EO(+Z) 751. REPEAT LOAD 752. 11 0.9 12 0.6 3 1.0 753. LOAD 120 0.9DS+0.6DO+1.0EO(-Z) 754. REPEAT LOAD 755. 11 0.9 12 0.6 4 1.0 756. ******************************************************************************* 757. LOAD 121 0.9DS+0.9DE+0.67EO(+X) 758. REPEAT LOAD 759. 11 0.9 21 0.9 1 0.7 760. LOAD 122 0.9DS+0.9DE+0.67EO(-X)

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CALC. NO

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761. REPEAT LOAD 762. 11 0.9 21 0.9 2 0.7 763. LOAD 123 0.9DS+0.9DE+0.67EO(+Z) 764. REPEAT LOAD 765. 11 0.9 21 0.9 3 0.7 766. LOAD 124 0.9DS+0.9DE+0.67EO(-Z) 767. REPEAT LOAD 768. 11 0.9 21 0.9 4 0.7 769. ******************************************************************************* 770. LOAD 125 1.4(DS+DT) 771. REPEAT LOAD 772. 11 1.4 22 1.4 773. ******************************************************************************* 774. LOAD 126 1.2(DS+DT)+0.29W(+Z) 775. REPEAT LOAD 776. 11 1.2 22 1.2 41 0.29 777. LOAD 127 1.2(DS+DT)+0.29W(-Z) 778. REPEAT LOAD 779. 11 1.2 22 1.2 42 0.29 780. ******************************************************************************* 781. LOAD 128 1.4DS+1.4DO+1.4AF(+VE)+0.23FF(+VE)+1.4T(+VE)+1.0SL(+VE) 782. REPEAT LOAD 783. 11 1.4 12 1.4 31 1.4 33 0.23 51 1.4 35 1.4 784. LOAD 129 1.4DS+1.4DO+1.4AF(-VE)+0.23FF(-VE)+1.4T(-VE)+1.0SL(-VE) 785. REPEAT LOAD 786. 11 1.4 12 1.4 32 1.4 34 0.23 35 1.4 52 1.0 787. ******************************************************************************* 788. LOAD 130 1.2DS+1.2DO+1.2AF(+VE)+1.0SL(+VE) 789. REPEAT LOAD 790. 11 1.2 12 1.2 31 1.2 51 1.0 791. LOAD 131 1.2DS+1.2DO+1.2AF(+VE)+1.0SL(-VE)

19 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


792. REPEAT LOAD 793. 11 1.2 12 1.2 31 1.2 52 1.0 794. LOAD 132 1.2DS+1.2DO+1.2AF(-VE)+1.0SL(+VE) 795. REPEAT LOAD 796. 11 1.2 12 1.2 32 1.2 51 1.0 797. LOAD 133 1.2DS+1.2DO+1.2AF(-VE)+1.0SL(-VE) 798. REPEAT LOAD 799. 11 1.2 12 1.2 32 1.2 52 1.0 800. ******************************************************************************* 801. *LOAD COMBINATION FOR STRENGTH CHECK 802. *FOR TRANSVERSE BEAM DESIGN 803. *(WITH FRICTION LOAD AS 10% OF OPERATING) 804. ******************************************************************************* 805. LOAD 151 1.4DS+1.4DO+1.4AF(+VE)+0.47FF(+VE)+1.4T(+VE) 806. REPEAT LOAD 807. 11 1.4 12 1.4 31 1.4 33 0.47 35 1.4 808. LOAD 152 1.4DS+1.4DO+1.4AF(-VE)+0.47FF(-VE)+1.4T(-VE) 809. REPEAT LOAD 810. 11 1.4 12 1.4 32 1.4 34 0.47 35 1.4 811. ******************************************************************************* 812. LOAD 153 1.4DS+1.4DO+1.4AF(+VE)+0.47FF(+VE)+1.4T(+VE)+1.0SL(+VE) 813. REPEAT LOAD 814. 11 1.4 12 1.4 31 1.4 33 0.47 35 1.4 51 1.0 815. LOAD 154 1.4DS+1.4DO+1.4AF(-VE)+0.47FF(-VE)+1.4T(-VE)+1.0SL(-VE) 816. REPEAT LOAD 817. 11 1.4 12 1.4 32 1.4 34 0.47 35 1.4 52 1.0 818. ******************************************************************************* 819. *LOAD COMBINATION FOR SERVICEABILITY CHECK 820. *FOR LONGITUDINAL BEAMS, STRUTS, COLUMNS AND FOUNDATION 821. *(WITH FRICTION LOAD AS 5% OF OPERATING) 822. ******************************************************************************* 823. LOAD 201 1.0DS+1.0DO+1.0AF(+VE) )+0.17FF(+VE)+1.0T(+VE) 824. REPEAT LOAD 825. 11 1.0 12 1.0 31 1.0 33 0.17 35 1.0 826. LOAD 202 1.0DS+1.0DO+1.0AF(-VE) +0.17FF(-VE)+1.0T(-VE) 827. REPEAT LOAD 828. 11 1.0 12 1.0 32 1.0 34 0.17 35 1.0 829. ******************************************************************************* 830. LOAD 203 1.0DS+1.0DO+1.0AF(+VE)+1.0W(+Z) 831. REPEAT LOAD 832. 11 1.0 12 1.0 31 1.0 41 1.0 833. LOAD 204 1.0DS+1.0DO+1.0AF(+VE)+1.0WL(-Z) 834. REPEAT LOAD 835. 11 1.0 12 1.0 31 1.0 42 1.0 836. LOAD 205 1.0DS+1.0DO+1.0AF(+VE)+0.7E(+X) 837. REPEAT LOAD 838. 11 1.0 12 1.0 31 1.0 1 0.7 839. LOAD 206 1.0DS+1.0DO+1.0AF(+VE)+0.7E(-X) 840. REPEAT LOAD 841. 11 1.0 12 1.0 31 1.0 2 0.7 842. LOAD 207 1.0DS+1.0DO+1.0AF(+VE)+0.7E(+Z) 843. REPEAT LOAD 844. 11 1.0 12 1.0 31 1.0 3 0.7 845. LOAD 208 1.0DS+1.0DO+1.0AF(+VE)+0.7E(-Z) 846. REPEAT LOAD 847. 11 1.0 12 1.0 31 1.0 4 0.7

20 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


848. LOAD 209 1.0DS+1.0DO+1.0AF(-VE)+1.0W(+Z) 849. REPEAT LOAD 850. 11 1.0 12 1.0 32 1.0 41 1.0 851. LOAD 210 1.0DS+1.0DO+1.0AF(-VE)+1.0WL(-Z) 852. REPEAT LOAD 853. 11 1.0 12 1.0 32 1.0 42 1.0 854. LOAD 211 1.0DS+1.0DO+1.0AF(-VE)+0.7E(+X) 855. REPEAT LOAD 856. 11 1.0 12 1.0 32 1.0 1 0.7 857. LOAD 212 1.0DS+1.0DO+1.0AF(-VE)+0.7E(-X) 858. REPEAT LOAD 859. 11 1.0 12 1.0 32 1.0 2 0.7 860. LOAD 213 1.0DS+1.0DO+1.0AF(-VE)+0.7E(+Z) 861. REPEAT LOAD 862. 11 1.0 12 1.0 32 1.0 3 0.7 863. LOAD 214 1.0DS+1.0DO+1.0AF(-VE)+0.7E(-Z) 864. REPEAT LOAD 865. 11 1.0 12 1.0 32 1.0 4 0.7 866. ******************************************************************************* 867. LOAD 215 1.0DS+1.0DE+1.0W(+Z) 868. REPEAT LOAD 869. 11 1.0 21 1.0 41 1.0 870. LOAD 216 1.0DS+1.0DE+1.0W(-Z) 871. REPEAT LOAD 872. 11 1.0 21 1.0 42 1.0 873. ******************************************************************************* 874. LOAD 217 0.9DS+0.6DO+0.7EO(+X) 875. REPEAT LOAD 876. 11 0.9 12 0.6 1 0.7 877. LOAD 218 0.9DS+0.6DO+0.7EO(-X) 878. REPEAT LOAD 879. 11 0.9 12 0.6 2 0.7 880. LOAD 219 0.9DS+0.6DO+0.7EO(+Z) 881. REPEAT LOAD 882. 11 0.9 12 0.6 3 0.7 883. LOAD 220 0.9DS+0.6DO+0.7EO(-Z) 884. REPEAT LOAD 885. 11 0.9 12 0.6 4 0.7 886. ******************************************************************************* 887. LOAD 221 0.9DS+0.9DE+0.5EO(+X) 888. REPEAT LOAD 889. 11 0.9 21 0.9 1 0.5 890. LOAD 222 0.9DS+0.9DE+0.5EO(-X) 891. REPEAT LOAD 892. 11 0.9 21 0.9 2 0.5 893. LOAD 223 0.9DS+0.9DE+0.5EO(+Z) 894. REPEAT LOAD 895. 11 0.9 21 0.9 3 0.5 896. LOAD 224 0.9DS+0.9DE+0.5EO(-Z) 897. REPEAT LOAD 898. 11 0.9 21 0.9 4 0.5

21 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


899. ******************************************************************************* 900. LOAD 225 1.0DS+DT 901. REPEAT LOAD 902. 11 1.0 22 1.0 903. ******************************************************************************* 904. LOAD 226 1.0DS+1.0DT+0.29W(+Z) 905. REPEAT LOAD 906. 11 1.0 22 1.0 41 0.29 907. LOAD 227 1.0DS+1.0DT+0.29W(-Z) 908. REPEAT LOAD 909. 11 1.0 22 1.0 42 0.29 910. ******************************************************************************* 911. LOAD 228 1.0DS+1.0DO+1.0AF(+VE)++0.17FF(+VE)+1.0T(+VE)+1.0SL(+VE) 912. REPEAT LOAD 913. 11 1.0 12 1.0 31 1.0 33 0.17 35 1.0 51 1.0 914. LOAD 229 1.0DS+1.0DO+1.0AF(-VE)+0.17FF(-VE)+1.0T(-VE)+1.0SL(-VE) 915. REPEAT LOAD 916. 11 1.0 12 1.0 32 1.0 34 0.17 35 1.0 52 1.0 917. ******************************************************************************* 918. LOAD 230 1.0DS+1.0DO+1.0AF(+VE)+1.0SL(+VE) 919. REPEAT LOAD 920. 11 1.0 12 1.0 31 1.0 51 1.0 921. LOAD 231 1.0DS+1.0DO+1.0AF(+VE)+1.0SL(-VE) 922. REPEAT LOAD 923. 11 1.0 12 1.0 31 1.0 52 1.0 924. LOAD 232 1.0DS+1.0DO+1.0AF(-VE)+1.0SL(+VE) 925. REPEAT LOAD 926. 11 1.0 12 1.0 32 1.0 51 1.0 927. LOAD 233 1.0DS+1.0DO+1.0AF(-VE)+1.0SL(-VE) 928. REPEAT LOAD 929. 11 1.0 12 1.0 32 1.0 52 1.0 930. ******************************************************************************* 931. *LOAD COMBINATION FOR SERVICEABILITY CHECK 932. *FOR TRANSVERSE BEAM AND FOUNDATION(FOR BEARING CAPACITY AND STABILITY CHECK) D 933. *(WITH FRICTION LOAD AS 10% OF OPERATING) 934. ******************************************************************************* 935. LOAD 251 1.0DS+1.0DO+1.0AF(+VE)+0.33FF(+VE)+1.0T(+VE) 936. REPEAT LOAD 937. 11 1.0 12 1.0 31 1.0 33 0.33 35 1.0 938. LOAD 252 1.0DS+1.0DO+1.0AF(-VE)+0.33FF(-VE)+1.0T(-VE) 939. REPEAT LOAD 940. 11 1.0 12 1.0 32 1.0 34 0.33 35 1.0 941. ******************************************************************************* 942. LOAD 253 1.0DS+1.0DO+1.0AF(+VE)+0.33FF(+VE)+1.0T(+VE)+1.0SL(+VE) 943. REPEAT LOAD 944. 11 1.0 12 1.0 31 1.0 33 0.33 35 1.0 51 1.0 945. LOAD 254 1.0DS+1.0DO+1.0AF(-VE)+0.33FF(-VE)+1.0T(-VE)+1.0SL(-VE) 946. REPEAT LOAD 947. 11 1.0 12 1.0 32 1.0 34 0.33 35 1.0 52 1.0 948. ******************************************************************************* 949. PERFORM ANALYSIS PRINT STATICS CHECK 950. *PDELTA 3 ANALYSIS STAAD SPACE -- PAGE NO. 20

++ Adjusting Displacements 18:46:37 ++ Adjusting Displacements 18:46:37 ++ Adjusting Displacements 18:46:38

22 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


951. ******************************************************************************* 952. *DESIGN 953. PARAMETER 954. CODE LRFD 955. FYLD 355000 ALL 956. BEAM 1 ALL 957. RATIO 1 ALL 958. MAIN 0 ALL 959. *TRACK 2 ALL 960. **************** 961. *LZ 7.1 MEMB 1 2 14 15 27 28 40 41 65 TO 68 364 TO 367 962. LZ 6.95 MEMB 314 316 378 379 963. LZ 13.9 MEMB 311 312 964. LZ 4.6 MEMB 366 367 406 407 496 497 965. LY 4.6 MEMB 366 367 406 407 496 497 966. LY 1.9 MEMB 3 4 419 420 967. LZ 1.9 MEMB 3 4 419 420 968. LZ 4.6 MEMB 432 433 528 TO 531 537 538 541 543 969. LY 2.1 MEMB 432 433 528 537 970. LZ 8.55 MEMB 385 553 555 556 971. LZ 4.68 MEMB 40 41 566 567 972. LY 2.5 MEMB 61 64 278 285 487 490 526 527 973. *LY 7.1 MEMB 1 2 14 15 364 TO 367 406 407 437 438 441 453 974. LY 7.1 MEMB 1 2 14 15 364 TO 367 406 407 496 497 975. LZ 4.5 MEMB 53 56 59 62 255 258 272 275 308 313 337 338 976. LY 4.5 MEMB 53 56 59 62 255 258 272 275 308 313 337 338 977. LZ 7 MEMB 310 333 335 384 564 978. LY 2 MEMB 261 265 277 281 331 480 481 486 493 979. LY 7 MEMB 303 356 532 TO 535 539 540 544 545 554 557 TO 559 980. LY 3.5 MEMB 5 6 18 19 31 32 44 45 128 131 133 135 139 149 151 153 155 159 - 981. 162 TO 164 181 183 185 257 259 264 266 268 270 274 276 280 282 284 286 289 - 982. 290 TO 296 412 TO 415 425 TO 428 983. LY 1.6 MEMB 434 435 984. LZ 7 MEMB 5 6 18 19 31 32 44 45 128 131 133 135 139 149 151 153 155 159 162 - 985. 163 TO 164 181 183 185 257 259 264 266 268 270 274 276 280 282 284 286 289 - 986. 290 TO 296 412 TO 415 425 TO 428 987. LZ 10.5 MEMB 54 57 60 63 89 TO 92 94 96 102 TO 105 107 109 309 315 988. 322 TO 325 327 329 989. LZ 3.5 MEMB 55 58 261 262 265 269 317 331 332 480 481 486 990. LZ 3.5 MEMB 277 278 487 991. LZ 3.5 MEMB 281 285 493 526 992. LZ 1.6 MEMB 434 435 993. LZ 8.42 MEMB 477 479 570 571 994. *LZ 7.1 MEMB 1 2 14 15 27 28 40 41 65 TO 68 364 TO 367 406 407 432 433 496 497 995. *************** 996. KZ 2.77 MEMB 1 2 997. KZ 2.54 MEMB 366 367 406 407 496 497 998. KZ 2.37 MEMB 3 4 419 420 999. KZ 2.77 MEMB 14 15 1000. KZ 3.09 MEMB 364 365 1001. KZ 3.31 MEMB 16 17 1002. KZ 2.89 MEMB 27 28 1003. KZ 2.84 MEMB 529 530 538 543 1004. KZ 2.8 MEMB 29 30

23 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


1005. KZ 2.31 MEMB 299 314 379 553 556 1006. KZ 2.71 MEMB 40 41 566 567 1007. KZ 2.66 MEMB 432 433 528 531 537 541 1008. KZ 2.8 MEMB 42 43 1009. KZ 2.31 MEMB 300 316 378 385 555 1010. **************** 1011. UNT 2.25 MEMB 53 56 59 62 255 258 272 275 308 313 337 338 1012. UNB 2.25 MEMB 53 56 59 62 255 258 272 275 308 313 337 338 1013. UNT 2.75 MEMB 54 57 60 63 89 TO 92 94 96 102 TO 105 107 109 309 315 - 1014. 322 TO 325 327 329 1015. UNB 2.75 MEMB 54 57 60 63 89 TO 92 94 96 102 TO 105 107 109 309 315 1016. 322 TO 325 327 329 1017. UNT 2.5 MEMB 55 58 61 64 261 262 265 269 277 278 281 285 310 317 331 TO 333 - 1018. 335 480 481 486 487 490 493 526 527 1019. UNB 2.5 MEMB 55 58 61 64 261 262 265 269 277 278 281 285 310 317 331 TO 333 - 1020. 335 480 481 486 487 490 493 526 527 1021. UNT 7 MEMB 532 TO 535 539 540 544 545 1022. UNB 7 MEMB 532 TO 535 539 540 544 545 1023. UNT 3.5 MEMB 413 414 425 428 1024. UNB 3.5 MEMB 413 414 425 428 1025. UNT 1.6 MEMB 434 435 1026. UNB 1.6 MEMB 434 435 1027. NSF 0.85 MEMB 192 TO 195 201 TO 204 340 TO 343 353 TO 355 357 358 382 383 - 1028. 410 411 417 418 430 431 477 479 482 TO 485 488 489 491 492 500 TO 511 518 - 1029. 519 TO 521 536 546 551 552 560 TO 563 568 TO 575 1030. LOAD LIST 101 TO 133 1031. *FOR COLUMNS 1032. CHECK CODE MEMB 1 TO 4 14 TO 17 27 TO 30 40 TO 43 297 TO 300 304 TO 307 311 - 1033. 312 314 316 364 TO 367 378 379 385 406 407 419 420 432 433 496 497 512 513 - 1034. 528 TO 531 537 538 541 543 553 555 556 566 567

STAAD.PRO CODE CHECKING - (LRFD 3RD EDITION) ******************************************** ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================

1 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.303 110 248.37 C 40.49 85.13 2.35 2 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.306 109 287.70 C 39.07 -85.08 2.35 3 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.144 109 33.41 C 30.78 -22.73 0.00 4 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.123 110 70.46 C 26.80 13.96 0.00

24 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


14 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.344 110 394.79 C 17.26 163.25 2.35 15 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.350 109 429.28 C 16.08 -165.89 2.35 16 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.249 110 154.08 C 0.00 189.44 1.90 17 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.182 128 177.51 C -33.40 31.89 0.00 27 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.619 104 936.29 C 37.16 252.09 2.57 28 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.575 103 867.48 C 26.74 -257.61 2.57 29 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.189 104 188.46 C 0.76 135.40 1.90 30 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.201 103 191.65 C 2.00 -141.01 1.90 40 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.214 109 261.30 C 17.92 -87.80 2.34 41 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.194 110 276.45 C 13.72 82.07 2.34 42 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.151 104 105.63 C -0.74 111.65 1.90 43 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.144 109 120.62 C 0.74 -104.75 1.90 297 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.083 110 15.54 C -2.89 -57.61 0.00 298 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.171 103 55.15 C 8.28 110.28 0.00 299 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.092 109 77.96 C 3.00 59.08 0.00 300 ST HE400A (EUROPEAN SECTIONS)

25 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


PASS LRFD-H1-1B-C 0.091 103 62.92 C -1.16 65.39 0.00 304 ST HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.121 103 3.50 T 0.01 -6.52 1.60 305 ST HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.309 103 6.68 T 0.00 -16.74 1.60 306 ST HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.246 109 1.35 T 0.00 -13.43 1.60 307 ST HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.212 103 5.66 T 0.00 -11.47 1.60 311 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.073 103 12.43 C -1.41 44.52 0.00 312 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.138 103 22.03 C -1.97 86.02 0.00 314 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.071 103 44.85 C -1.45 45.48 0.00 316 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.053 103 35.71 C -0.20 -36.19 3.33 364 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.356 103 333.45 C -18.47 -168.09 4.60 365 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.360 104 289.42 C -21.25 170.12 4.60 366 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.267 128 166.23 C -62.64 3.32 2.50 367 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.268 128 120.63 C -64.03 -7.00 2.50 378 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.086 103 24.01 C 0.00 -64.95 3.62 379 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.106 109 28.39 C 0.00 -80.20 3.62 385 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.096 110

26 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


40.74 C 0.94 -60.70 0.00 406 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.266 128 161.22 C -62.64 3.29 0.00 407 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.266 128 115.56 C -64.03 -6.97 0.00 419 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.096 125 116.68 C 0.54 -66.62 1.00 420 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.130 104 64.63 C 0.00 100.96 1.00 432 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.324 110 211.01 C 56.94 68.46 0.15 433 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.388 109 210.73 C 71.47 -77.51 0.15 496 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.206 109 174.27 C 16.45 -89.73 1.10 497 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.207 110 133.87 C 19.51 88.38 1.15 512 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.015 103 28.20 C 0.00 -0.50 1.50 513 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.015 104 28.20 C 0.00 0.50 1.50 528 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.284 129 377.17 C -59.10 -8.50 0.00 529 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.382 103 596.12 C 26.77 153.18 0.00 530 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.383 103 373.49 C 1.21 -260.43 2.50

27 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


531 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.303 110 71.94 C 56.94 68.49 0.00 537 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.361 129 405.22 C -80.58 3.51 0.00 538 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.491 104 625.96 C 37.23 -153.71 0.00 541 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.363 109 48.10 C 71.47 -77.53 0.00 543 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.395 110 339.41 C -6.48 259.07 2.50 553 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.109 104 45.02 C 0.76 -70.23 0.00 555 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.091 110 22.37 C 0.00 67.45 3.62 556 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.110 104 26.44 C 0.00 81.60 3.62 566 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.506 109 256.77 C -72.07 -165.14 2.34 567 ST HE400A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.439 110 271.93 C -56.99 153.86 2.34 1035. *FOR LONGITUDIONAL BEAMS 1036. CHECK CODE MEMB 53 TO 64 89 TO 92 94 96 102 TO 105 107 109 132 150 152 154 - 1037. 156 158 180 182 184 186 187 189 255 256 258 261 TO 263 265 267 269 272 273 - 1038. 275 277 TO 279 281 283 285 301 303 308 TO 310 313 315 317 322 TO 325 327 - 1039. 329 331 TO 333 335 337 338 356 368 369 374 380 381 408 409 416 421 422 429 - 1040. 434 435 480 481 486 487 490 493 526 527 532 TO 535 539 540 544 545 554 557 - 1041. 558 TO 559 53 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.240 110 45.64 T 2.26 -30.57 2.25 54 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.266 129 16.25 T -0.14 -128.64 2.25 55 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.103 104 78.12 T -0.94 -9.76 2.50 56 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.239 109 47.10 T -2.19 -30.58 2.25 57 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.270 102 37.24 C -0.32 -126.98 2.25 58 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.126 104 168.23 T -1.08 -8.49 2.50 59 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.249 110 18.16 C 2.30 -30.79 2.25 60 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.356 125 3.55 C -0.17 -173.36 2.25

28 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


61 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.062 125 11.40 T -0.03 17.58 1.90 62 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.249 109 15.76 C -2.40 -30.78 2.25 63 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.285 129 49.12 C -0.49 -132.12 2.25 64 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.084 129 81.71 C 0.11 16.79 1.75 89 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.392 129 15.39 T 1.06 -185.16 2.75 90 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.392 129 14.60 T 1.06 -185.16 0.00 91 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.299 129 14.06 T -0.18 -144.75 0.00 92 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.595 125 3.54 C 0.07 -291.23 2.75 94 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.595 125 3.54 C 0.07 -291.23 0.00 96 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.395 125 3.53 C -0.13 -193.10 0.00 102 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.396 102 38.03 C 1.03 -184.33 2.75 103 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.400 102 54.46 C 1.03 -184.33 0.00 104 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.305 102 55.15 C -0.32 -141.87 0.00 105 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.430 129 50.05 C 1.62 -195.99 2.75 107 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.437 129 79.76 C 1.62 -195.99 0.00 109 ST IPE450 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.324 129 80.48 C -0.50 -147.26 0.00 132 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.008 108 1.95 C 0.00 -0.14 1.12 150 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.413 102 144.77 C 0.00 -0.16 1.12 152 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.569 129 148.82 C 0.00 -0.24 1.38 154 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.574 129 150.00 C 0.00 -0.24 1.37 156 ST HE100A (EUROPEAN SECTIONS)

29 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


PASS LRFD-H1-1A-C 0.601 129 157.23 C 0.00 -0.24 1.37 158 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.217 129 64.99 C 0.00 -0.20 1.25 180 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.009 108 2.36 C 0.00 -0.14 1.12 182 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.666 129 234.62 C 0.00 -0.16 1.12 184 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.794 129 208.53 C 0.00 -0.24 1.38 186 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.796 129 209.20 C 0.00 -0.24 1.37 187 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.696 129 182.52 C 0.00 -0.24 1.37 189 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.308 129 92.94 C 0.00 -0.20 1.25 255 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.240 110 45.26 T 2.26 -30.57 0.00 256 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.010 108 3.39 C 0.00 -0.14 1.13 258 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.239 109 46.90 T -2.19 -30.58 0.00 261 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.169 103 145.70 T -1.31 16.15 1.00 262 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.112 110 121.85 T -0.87 -9.28 0.00 263 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.039 128 44.11 T 0.00 -0.13 1.00 265 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.192 104 216.55 T 1.35 16.18 1.00 267 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.011 101 1.60 C 0.00 -0.20 1.25 269 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.110 109 115.77 T 0.90 -9.15 0.00 272 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.250 110 18.43 C 2.30 -30.79 0.00 273 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.011 108 3.88 C 0.00 -0.14 1.13 275 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.249 109 15.88 C -2.40 -30.78 0.00 277 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.086 125

30 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


35.52 C -0.04 -22.29 0.00 278 ST IPE360 (EUROPEAN SECTIONS) PASS SHEAR-Y 0.083 125 35.86 C -0.01 13.44 0.60 279 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.069 129 51.64 C 0.00 -0.13 1.00 281 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.076 129 88.68 C 0.07 -14.68 1.00 283 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.011 101 1.60 C 0.00 -0.20 1.25 285 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.090 129 104.07 C -0.02 -16.82 0.00 301 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.069 110 0.20 C 2.19 -1.38 2.25 303 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.180 109 0.10 T -10.09 2.16 3.50 308 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.076 103 0.07 T -2.20 -3.43 2.25 309 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.098 128 0.15 T 0.01 -16.70 2.25 310 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.094 128 66.33 C -0.03 -10.94 2.50 313 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.083 103 2.34 C -2.18 -4.24 2.25 315 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.112 110 13.95 C -0.53 -15.59 2.25 317 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.041 110 32.08 C -0.56 -2.05 2.50 322 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.168 129 8.65 C 0.02 -27.74 2.75 323 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.182 129 36.31 C 0.02 -27.74 0.00 324 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.140 110 40.40 C -0.62 -17.61 0.00 325 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.154 128 31.50 C -0.03 -23.31 2.75 327 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.154 128 31.50 C -0.03 -23.31 0.00 329 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.147 128 66.37 C -0.04 -18.97 0.00 331 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.039 110 32.08 C -0.56 -2.05 0.00

31 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


332 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.031 110 2.15 T -0.55 -2.79 0.00 333 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.073 103 23.26 C 0.42 -9.37 0.00 335 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.070 103 23.26 C 0.41 -8.62 0.00 337 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.083 103 2.34 C -2.18 -4.24 0.00 338 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.076 103 0.07 T -2.20 -3.43 0.00 356 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.180 109 0.01 C -10.09 2.16 0.00 368 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.086 104 11.93 C 2.35 -1.38 2.25 369 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.086 103 12.11 C -2.35 -1.38 2.25 374 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.194 110 0.40 C 15.64 -19.93 5.25 380 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.172 110 3.13 T 9.79 1.38 3.50 381 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.173 110 3.94 T 9.79 1.38 0.00 408 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.039 104 58.96 T -0.77 -1.25 1.52 409 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.039 103 58.98 T 0.77 -1.25 1.52 416 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.008 101 0.05 C 0.00 -0.20 1.25 421 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.016 109 0.02 C 0.78 -0.46 1.30 422 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.016 104 0.01 C -0.78 -0.46 1.30 429 ST HE100A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.009 125 0.02 C 0.00 -0.21 1.30 434 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.074 129 0.00 C -0.07 9.83 0.00 435 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.074 129 0.00 C 0.07 9.82 0.00 480 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.161 109 149.98 T -1.13 15.34 0.00 481 ST IPE300 (EUROPEAN SECTIONS)

32 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


PASS LRFD-H1-1B-T 0.164 110 164.67 T 1.11 15.14 0.00 486 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.044 110 33.82 C -0.55 -2.80 1.00 487 ST IPE360 (EUROPEAN SECTIONS) PASS SHEAR-Y 0.121 125 36.05 C -0.02 17.58 0.00 490 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.058 128 25.88 C -0.07 14.48 0.00 493 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.085 109 77.30 C 0.74 -14.90 1.00 526 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.088 109 76.82 C -0.82 14.67 0.00 527 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.070 104 17.95 T 0.83 15.42 0.00 532 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.331 110 82.46 T -5.58 -81.86 3.50 533 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.484 125 51.89 T -0.02 -138.29 2.33 534 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.362 128 256.84 C 0.86 77.10 0.00 535 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.331 110

33 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


82.29 T -5.57 -81.86 0.00 539 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.403 129 80.27 T 1.12 -111.43 2.33 540 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.560 128 336.85 C -1.00 103.36 0.00 544 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.414 129 109.69 T 0.04 -115.06 3.50 545 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.414 129 109.35 T 0.04 -115.06 0.00 554 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.175 110 0.07 C -10.05 1.04 3.50 557 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.192 109 2.35 T 10.94 1.54 3.50 558 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.192 109 1.71 T 10.94 1.54 0.00 559 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.175 104 0.05 T -10.04 1.05 0.00 1042. *VERTICAL BRACINGS 1043. CHECK CODE MEMB 357 358 382 383 410 411 477 479 482 TO 485 488 489 491 492 - 1044. 518 TO 521 536 546 551 552 560 TO 563 568 TO 575 357 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.101 103 5.71 C -1.68 -0.94 2.52 358 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.100 110 5.52 C -1.68 -0.94 2.52 382 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.092 103 4.25 C -1.54 -0.90 2.41 383 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.092 110 4.50 C -1.54 -0.90 2.41 410 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.115 104 81.75 C -0.73 -0.50 1.80 411 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.115 103 81.75 C 0.73 -0.50 1.80 477 ST IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.353 129 361.85 C 2.04 -0.01 0.00 479 ST IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.254 110 230.14 C 1.45 9.86 4.21 482 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.559 128 254.36 C 0.00 -0.94 2.15 483 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.468 129 211.53 C 0.00 -0.94 2.15 484 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.681 128 311.70 C 0.00 -0.94 2.15

34 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


485 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.585 129 266.93 C 0.00 -0.94 2.15 488 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.091 128 114.40 C 0.00 -0.32 1.34 489 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.021 110 6.61 C 0.29 -0.19 1.13 491 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.087 129 109.61 C 0.00 -0.32 1.34 492 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.025 103 12.64 C 0.29 -0.19 1.13 518 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.100 128 130.66 C 0.00 -0.28 1.29 519 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.047 129 56.94 C 0.00 -0.28 1.29 520 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.072 128 91.57 C 0.00 -0.28 1.29 521 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.089 129 114.66 C 0.00 -0.28 1.29 536 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1A-T 0.227 128 233.15 T 0.00 -0.89 2.04 546 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.316 109 133.10 C 0.93 -0.77 2.04 551 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.040 109 29.36 C 0.35 -0.21 1.24 552 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.055 128 70.02 C 0.00 -0.25 1.24 560 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.135 103 3.53 C -2.41 -1.13 3.02 561 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.137 109 4.26 C 2.41 -1.13 3.02 562 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.098 110 3.84 C 1.68 -0.94 2.52 563 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.098 104 3.70 C -1.68 -0.94 2.52 568 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.076 104 15.57 C -0.99 -0.79 2.10 569 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.072 110 27.13 T -0.99 -0.79 2.10 570 ST IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1A-C 0.372 129 387.49 C 1.71 -0.01 0.00 571 ST IPE400 (EUROPEAN SECTIONS)

35 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


PASS LRFD-H1-1A-C 0.271 110 249.42 C 1.45 9.86 0.00 572 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.116 109 46.91 C 1.42 -0.66 1.75 573 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.107 110 36.79 C -1.42 -0.66 1.75 574 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.035 128 52.61 C 0.00 0.00 0.00 575 T IPE400 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.028 110 43.47 T 0.00 0.25 1.05 1045. *FOR PLAN BRACINGS 1046. CHECK CODE MEMB 192 TO 195 201 TO 204 500 TO 511 192 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.210 104 37.30 C 0.00 0.00 0.00 193 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.253 109 38.84 C 0.00 0.00 0.00 194 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.147 131 22.62 C 0.00 0.00 0.00 195 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.184 132 28.21 C 0.00 0.00 0.00 201 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.197 128 34.96 C 0.00 0.00 0.00 202 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.164 129 25.24 C 0.00 0.00 0.00 203 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.231 128 35.40 C 0.00 0.00 0.00 204 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.161 131 24.72 C 0.00 0.00 0.00 500 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.761 110 125.62 C 0.00 0.00 0.00 501 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.542 109 89.43 C 0.00 0.00 0.00 502 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.454 110 86.19 C 0.00 0.00 0.00 503 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.363 109 68.88 C 0.00 0.00 0.00 504 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.408 110 67.39 C 0.00 0.00 0.00 505 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.324 109 53.44 C 0.00 0.00 0.00 506 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.555 129 91.63 C 0.00 0.00 0.00

36 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


507 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.392 129 64.67 C 0.00 0.00 0.00 508 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.296 129 56.10 C 0.00 0.00 0.00 509 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.176 110 33.44 C 0.00 0.00 0.00 510 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.367 129 60.63 C 0.00 0.00 0.00 511 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.258 110 42.67 C 0.00 0.00 0.00 1047. *FOR PLAN BRACINGS 1048. CHECK CODE MEMB 201 TO 204 340 TO 343 353 TO 355 417 418 430 431 201 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.197 128 34.96 C 0.00 0.00 0.00 202 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.164 129 25.24 C 0.00 0.00 0.00 203 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.231 128 35.40 C 0.00 0.00 0.00 204 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.161 131 24.72 C 0.00 0.00 0.00 340 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.098 103 26.82 C 0.00 0.00 0.00 341 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.095 110 21.28 C 0.00 0.00 0.00 342 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.105 128 23.53 C 0.00 0.00 0.00 343 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.084 129 18.76 C 0.00 0.00 0.00 353 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.108 129 26.64 C 0.00 0.00 0.00 354 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.101 128 30.34 C 0.00 0.00 0.00 355 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.126 110 31.27 C 0.00 0.00 0.00 417 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.021 104 3.39 C 0.00 0.00 0.00 418 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.021 109 3.40 C 0.00 0.00 0.00 430 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.015 110 2.40 C 0.00 0.00 0.00 431 ST L130X130X12 (EUROPEAN SECTIONS) PASS COMPRESSION 0.015 103

37 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


2.44 C 0.00 0.00 0.00 1050. LOAD LIST 101 TO 133 151 TO 154 1051. *TRANSVERSE BEAMS 1052. CHECK CODE MEMB 5 6 18 19 31 32 44 45 128 131 133 135 139 149 151 153 155 - 1053. 159 162 TO 164 181 183 185 257 259 264 266 268 270 274 276 280 282 284 286 - 1054. 289 TO 296 318 TO 321 326 328 330 334 336 339 384 412 TO 415 425 TO 428 436 - 1055. 522 TO 525 564 5 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.392 109 11.03 T 0.10 102.17 0.00 6 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.341 103 9.69 C -0.10 99.27 0.00 18 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.558 103 9.47 C -0.18 190.43 0.00 19 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.505 103 3.12 T 0.07 173.02 0.00 31 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.850 109 19.37 C 0.05 221.29 0.00 32 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.611 109 5.52 C 0.04 179.85 0.00 44 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.691 109 23.52 T 0.06 180.20 0.00 45 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.527 103 27.44 C -0.01 152.57 0.00 128 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.408 110 26.19 T 0.11 105.30 3.50 131 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.598 110 71.73 T -23.83 148.82 2.92 133 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.414 129 0.49 C -0.62 -60.99 3.50 135 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.416 154 0.55 C 0.34 -62.39 3.50 139 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.380 152 0.85 T 0.44 -56.44 3.50 149 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.414 129 0.69 T -0.62 -60.99 0.00 151 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.380 152 0.79 T 0.44 -56.44 0.00 153 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.416 154 0.67 T 0.34 -62.39 0.00 155 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.864 104 27.66 C 0.04 223.95 3.50 159 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.680 104 7.48 T 0.05 178.28 3.50

38 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


162 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.417 129 1.16 C -0.86 -60.44 3.50 163 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.571 125 0.16 T 0.01 -87.62 2.62 164 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.405 154 1.00 C 0.51 -59.99 3.50 181 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.416 129 0.98 T -0.86 -60.44 0.00 183 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.546 125 0.16 T 0.02 -83.78 0.00 185 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.404 154 0.98 T 0.51 -59.99 0.00 257 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.373 129 0.05 T -0.88 -53.78 3.50 259 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.373 129 0.05 T -0.88 -53.78 0.00 264 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.440 153 65.65 C -1.00 -56.54 3.50 266 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.438 153 62.98 C -1.00 -56.54 0.00 268 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.424 153 42.11 C -1.03 -56.56 3.50 270 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.422 153 39.45 C -1.03 -56.56 0.00 274 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.390 128 0.04 C 1.52 -53.78 3.50 276 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.390 128 0.04 C 1.52 -53.78 0.00 280 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.506 125 0.77 C 0.02 -77.48 2.92 282 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.500 125 3.84 C 0.02 -76.24 0.00 284 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.471 153 51.75 C -0.62 -64.42 3.50 286 ST IPE300 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.456 153 29.47 C -0.62 -64.42 0.00 289 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.412 110 65.03 C -0.03 100.96 3.50 290 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.570 110 81.68 C -0.13 189.43 3.50 291 ST IPE360 (EUROPEAN SECTIONS)

39 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


PASS LRFD-H1-1B-C 0.793 104 27.27 C -0.01 205.63 3.50 292 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.651 104 37.24 C 0.00 167.17 3.50 293 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.198 110 65.02 C -1.18 -48.95 0.00 294 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.335 128 20.14 C -37.10 -31.93 1.00 295 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.261 104 56.67 C 0.10 -76.72 0.00 296 ST IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.212 104 37.24 C 0.06 -63.67 0.00 318 ST HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.382 103 17.39 C 0.01 18.89 0.00 319 ST HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.431 109 6.12 T -0.05 21.90 0.00 320 ST HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.539 103 7.41 T 0.06 27.36 0.00 321 ST HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.243 103 1.71 T 0.13 12.16 0.00 326 ST L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.01 T 0.00 -1.93 1.46 328 ST L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.01 T 0.00 -1.93 1.46 330 ST L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.105 128 0.02 C 0.00 -1.93 1.46 334 ST L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.00 T 0.00 -1.93 1.46 336 ST L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.00 T 0.00 -1.93 1.46 339 ST L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.00 T 0.00 -1.93 1.46 384 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.233 110 2.58 C 0.00 67.46 7.00 412 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.044 101 28.68 T -0.08 -4.36 3.50 413 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.447 101 0.00 T -0.19 -56.03 3.50 414 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.447 101 0.02 T -0.19 -56.03 0.00 415 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.045 101

40 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


28.68 T -0.08 -4.36 0.00 425 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.445 101 0.00 C -0.02 -56.05 3.50 426 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.039 125 12.04 T -0.03 -4.43 3.50 427 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.039 125 12.04 T -0.03 -4.43 0.00 428 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.445 152 0.00 T -0.02 -56.05 0.00 436 ST HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.336 102 0.08 T -21.05 0.00 3.50 522 ST HE300B (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.529 104 4.71 T 144.59 0.15 7.00 523 ST HE300B (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.790 110 5.66 T -0.06 410.85 7.00 524 ST HE300B (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.601 103 4.60 T 0.05 312.51 0.00 525 ST HE300B (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.275 110 0.51 C -0.09 143.13 7.00 564 ST HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.282 104 5.30 C 0.00 81.60 7.00 ************** END OF TABULATED RESULT OF DESIGN **************

1056. ********************* 1057. STEEL TAKE OFF LIST 1 TO 6 14 TO 19 27 TO 32 40 TO 45 53 TO 64 89 TO 92 94 - STEEL TAKE-OFF -------------- PROFILE LENGTH(METE) WEIGHT(KN )

1058. 96 102 TO 105 107 109 128 131 TO 133 135 139 149 TO 156 158 159 162 TO 164 - 1059. 180 TO 187 189 192 TO 195 201 TO 204 255 TO 259 261 TO 270 272 TO 286 289 - 1060. 290 TO 301 303 TO 343 353 TO 358 364 TO 369 374 378 TO 385 406 TO 422 425 - 1061. 426 TO 436 477 479 TO 493 496 497 500 TO 513 518 TO 541 543 TO 546 - 1062. 551 TO 564 566 TO 573 ST HE400A 127.20 155.366 ST IPE360 84.00 46.912 ST HE280A 66.50 49.706 ST IPE300 173.50 71.706 ST IPE450 42.00 31.877 ST HE100A 49.10 7.996 ST L130X130X12 142.67 32.880 ST HE140A 16.40 3.956 T IPE400 115.09 37.355 ST HE200A 53.00 21.905

41 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


ST IPE400 16.84 10.928 ST HE300B 28.00 32.049 PRISMATIC STEEL 0.00 0.000 ---------------- TOTAL = 502.636

1063. LOAD LIST 101 TO 133 151 TO 154 1064. PRINT SUPPORT REACTION SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z

1 101 22.39 205.12 14.79 0.00 0.00 0.00 102 21.24 202.21 16.95 0.00 0.00 0.00 103 -34.60 96.97 15.86 0.00 0.00 0.00 104 36.24 252.14 15.08 0.00 0.00 0.00 105 -4.85 160.73 15.48 0.00 0.00 0.00 106 7.09 188.39 15.40 0.00 0.00 0.00 107 1.14 174.56 15.17 0.00 0.00 0.00 108 1.11 174.56 15.71 0.00 0.00 0.00 109 -34.60 97.04 17.70 0.00 0.00 0.00 110 36.24 252.16 16.72 0.00 0.00 0.00 111 -4.85 160.77 17.25 0.00 0.00 0.00 112 7.09 188.43 17.12 0.00 0.00 0.00 113 1.15 174.60 16.92 0.00 0.00 0.00 114 1.12 174.60 17.45 0.00 0.00 0.00 115 -34.72 16.33 8.67 0.00 0.00 0.00 116 35.88 169.85 7.65 0.00 0.00 0.00 117 -5.08 85.69 8.87 0.00 0.00 0.00 118 6.82 113.11 8.76 0.00 0.00 0.00 119 0.89 99.40 8.53 0.00 0.00 0.00 120 0.86 99.40 9.10 0.00 0.00 0.00 121 -3.29 83.51 8.17 0.00 0.00 0.00 122 5.05 102.68 8.09 0.00 0.00 0.00 123 0.90 93.09 7.93 0.00 0.00 0.00 124 0.87 93.09 8.33 0.00 0.00 0.00 125 1.32 150.65 3.42 0.00 0.00 0.00 126 -5.27 115.15 3.04 0.00 0.00 0.00 127 7.52 143.10 2.85 0.00 0.00 0.00 128 22.40 205.14 14.70 0.00 0.00 0.00 129 21.24 202.21 17.00 0.00 0.00 0.00 130 1.13 174.57 15.36 0.00 0.00 0.00 131 1.12 174.55 15.51 0.00 0.00 0.00 132 1.14 174.61 17.12 0.00 0.00 0.00 133 1.13 174.60 17.25 0.00 0.00 0.00 151 23.00 206.67 14.68 0.00 0.00 0.00 152 20.63 200.66 17.06 0.00 0.00 0.00 153 23.00 206.68 14.63 0.00 0.00 0.00 154 20.63 200.65 17.11 0.00 0.00 0.00 2 101 -21.25 248.15 15.30 0.00 0.00 0.00 102 -22.40 251.08 16.41 0.00 0.00 0.00 103 -36.08 291.56 15.45 0.00 0.00 0.00 104 34.43 136.39 16.14 0.00 0.00 0.00 105 -7.06 227.80 15.73 0.00 0.00 0.00 106 4.81 200.14 15.80 0.00 0.00 0.00 107 -1.15 213.97 15.49 0.00 0.00 0.00 108 -1.12 213.97 16.04 0.00 0.00 0.00 109 -36.08 291.49 16.24 0.00 0.00 0.00

42 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


110 34.44 136.37 17.06 0.00 0.00 0.00 111 -7.06 227.76 16.58 0.00 0.00 0.00 112 4.82 200.10 16.67 0.00 0.00 0.00 113 -1.15 213.92 16.35 0.00 0.00 0.00 114 -1.12 213.93 16.90 0.00 0.00 0.00 115 -35.79 192.83 7.64 0.00 0.00 0.00 116 34.62 39.31 8.55 0.00 0.00 0.00 117 -6.80 137.18 8.70 0.00 0.00 0.00 118 5.07 109.76 8.80 0.00 0.00 0.00 119 -0.89 123.47 8.45 0.00 0.00 0.00 120 -0.86 123.47 9.05 0.00 0.00 0.00 121 -5.03 125.66 8.04 0.00 0.00 0.00 122 3.27 106.48 8.11 0.00 0.00 0.00 123 -0.90 116.07 7.86 0.00 0.00 0.00 124 -0.87 116.07 8.29 0.00 0.00 0.00 125 -1.33 212.12 3.60 0.00 0.00 0.00 126 -7.49 195.80 3.03 0.00 0.00 0.00 127 5.23 167.85 3.20 0.00 0.00 0.00 128 -21.24 248.14 14.96 0.00 0.00 0.00 129 -22.40 251.09 16.65 0.00 0.00 0.00 130 -1.13 213.97 15.50 0.00 0.00 0.00 131 -1.14 213.98 16.03 0.00 0.00 0.00 132 -1.13 213.92 16.36 0.00 0.00 0.00 133 -1.14 213.93 16.88 0.00 0.00 0.00 151 -20.65 246.59 15.21 0.00 0.00 0.00 152 -23.00 252.65 16.50 0.00 0.00 0.00 153 -20.64 246.58 14.96 0.00 0.00 0.00 154 -23.00 252.66 16.74 0.00 0.00 0.00 3 101 18.19 256.44 7.17 0.00 0.00 0.00 102 17.14 261.33 9.06 0.00 0.00 0.00 103 -70.41 44.54 5.38 0.00 0.00 0.00 104 67.78 394.40 5.43 0.00 0.00 0.00 105 -9.66 194.33 5.25 0.00 0.00 0.00 106 10.08 244.65 5.32 0.00 0.00 0.00 107 0.64 220.28 4.88 0.00 0.00 0.00 108 -0.16 218.70 5.69 0.00 0.00 0.00 109 -70.42 50.17 7.33 0.00 0.00 0.00 110 66.98 398.58 6.55 0.00 0.00 0.00 111 -10.03 199.34 6.85 0.00 0.00 0.00 112 9.61 249.46 6.81 0.00 0.00 0.00 113 0.23 225.20 6.42 0.00 0.00 0.00 114 -0.58 223.60 7.23 0.00 0.00 0.00 115 -69.71 -55.06 3.36 0.00 0.00 0.00 116 67.49 288.82 2.95 0.00 0.00 0.00 117 -9.51 100.39 3.29 0.00 0.00 0.00 118 10.11 149.93 3.31 0.00 0.00 0.00 119 0.74 125.96 2.87 0.00 0.00 0.00 120 -0.08 124.36 3.73 0.00 0.00 0.00 121 -6.49 99.58 3.04 0.00 0.00 0.00 122 7.24 134.22 3.05 0.00 0.00 0.00 123 0.68 117.46 2.74 0.00 0.00 0.00 124 0.11 116.34 3.35 0.00 0.00 0.00 125 -3.06 281.64 1.37 0.00 0.00 0.00 126 -15.21 209.65 1.23 0.00 0.00 0.00 127 9.84 273.17 1.17 0.00 0.00 0.00 128 18.92 261.12 7.15 0.00 0.00 0.00 129 16.57 257.90 9.08 0.00 0.00 0.00 130 0.77 222.85 5.24 0.00 0.00 0.00 131 -0.30 216.11 5.32 0.00 0.00 0.00 132 0.38 227.80 6.79 0.00 0.00 0.00 133 -0.74 220.98 6.87 0.00 0.00 0.00

43 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


151 18.50 256.89 7.07 0.00 0.00 0.00 152 16.83 260.88 9.16 0.00 0.00 0.00 153 19.01 260.23 7.06 0.00 0.00 0.00 154 16.26 257.45 9.18 0.00 0.00 0.00 4 101 -17.08 307.27 7.73 0.00 0.00 0.00 102 -18.57 302.49 8.64 0.00 0.00 0.00 103 -67.35 438.71 5.82 0.00 0.00 0.00 104 70.68 88.80 5.76 0.00 0.00 0.00 105 -9.70 288.88 5.72 0.00 0.00 0.00 106 10.02 238.56 5.64 0.00 0.00 0.00 107 0.52 262.90 5.27 0.00 0.00 0.00 108 -0.28 264.54 6.08 0.00 0.00 0.00 109 -67.81 433.07 6.28 0.00 0.00 0.00 110 69.63 84.67 6.73 0.00 0.00 0.00 111 -10.41 283.90 6.40 0.00 0.00 0.00 112 9.24 233.77 6.40 0.00 0.00 0.00 113 -0.21 258.00 6.00 0.00 0.00 0.00 114 -1.02 259.67 6.80 0.00 0.00 0.00 115 -67.71 314.32 3.01 0.00 0.00 0.00 116 69.68 -29.56 3.27 0.00 0.00 0.00 117 -10.24 176.05 3.31 0.00 0.00 0.00 118 9.41 126.51 3.27 0.00 0.00 0.00 119 -0.04 150.46 2.85 0.00 0.00 0.00 120 -0.85 152.10 3.73 0.00 0.00 0.00 121 -7.36 159.66 3.05 0.00 0.00 0.00 122 6.39 125.03 3.02 0.00 0.00 0.00 123 -0.22 141.77 2.73 0.00 0.00 0.00 124 -0.79 142.92 3.34 0.00 0.00 0.00 125 -3.41 320.25 1.52 0.00 0.00 0.00 126 -15.39 306.26 1.32 0.00 0.00 0.00 127 9.63 242.74 1.38 0.00 0.00 0.00 128 -16.70 302.57 7.46 0.00 0.00 0.00 129 -18.88 305.96 8.82 0.00 0.00 0.00 130 0.40 260.35 5.46 0.00 0.00 0.00 131 -0.17 267.12 5.88 0.00 0.00 0.00 132 -0.31 255.41 6.19 0.00 0.00 0.00 133 -0.93 262.29 6.60 0.00 0.00 0.00 151 -16.77 306.79 7.66 0.00 0.00 0.00 152 -18.88 302.98 8.71 0.00 0.00 0.00 153 -16.50 303.44 7.46 0.00 0.00 0.00 154 -19.20 306.46 8.90 0.00 0.00 0.00 5 101 12.29 706.63 4.93 0.00 0.00 0.00 102 16.20 78.40 -29.67 0.00 0.00 0.00 103 -98.93 209.57 0.08 0.00 0.00 0.00 104 87.58 940.44 15.39 0.00 0.00 0.00 105 -13.49 529.06 6.70 0.00 0.00 0.00 106 11.02 619.84 8.38 0.00 0.00 0.00 107 -1.41 630.13 10.25 0.00 0.00 0.00 108 -0.91 518.77 4.84 0.00 0.00 0.00 109 -101.06 -263.14 -24.19 0.00 0.00 0.00 110 95.24 466.04 -10.32 0.00 0.00 0.00 111 -11.44 55.67 -18.20 0.00 0.00 0.00 112 14.41 146.13 -16.69 0.00 0.00 0.00 113 1.31 156.54 -14.89 0.00 0.00 0.00 114 1.82 45.26 -19.99 0.00 0.00 0.00 115 -99.49 -173.07 -9.52 0.00 0.00 0.00 116 91.71 544.32 4.62 0.00 0.00 0.00 117 -12.26 151.93 -3.60 0.00 0.00 0.00 118 12.90 241.01 -2.06 0.00 0.00 0.00 119 0.14 252.03 -0.23 0.00 0.00 0.00 120 0.65 140.91 -5.43 0.00 0.00 0.00

44 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


121 -8.40 153.95 -3.17 0.00 0.00 0.00 122 9.21 216.23 -2.10 0.00 0.00 0.00 123 0.26 223.98 -0.81 0.00 0.00 0.00 124 0.62 146.20 -4.45 0.00 0.00 0.00 125 1.64 397.43 -9.59 0.00 0.00 0.00 126 -16.16 274.31 -9.53 0.00 0.00 0.00 127 18.68 407.02 -6.89 0.00 0.00 0.00 128 10.98 900.02 14.65 0.00 0.00 0.00 129 17.18 -59.60 -35.99 0.00 0.00 0.00 130 -1.99 712.30 14.10 0.00 0.00 0.00 131 -0.31 436.66 1.09 0.00 0.00 0.00 132 0.72 238.74 -11.26 0.00 0.00 0.00 133 2.43 -36.87 -23.53 0.00 0.00 0.00 151 12.13 745.57 7.19 0.00 0.00 0.00 152 16.36 39.49 -31.77 0.00 0.00 0.00 153 11.19 883.71 14.14 0.00 0.00 0.00 154 17.34 -98.50 -38.07 0.00 0.00 0.00 6 101 -15.23 624.45 -0.35 0.00 0.00 0.00 102 -12.47 198.05 -23.57 0.00 0.00 0.00 103 -90.42 871.63 11.10 0.00 0.00 0.00 104 97.37 141.06 -4.03 0.00 0.00 0.00 105 -13.33 551.46 4.19 0.00 0.00 0.00 106 11.38 460.73 2.53 0.00 0.00 0.00 107 -1.29 574.19 6.38 0.00 0.00 0.00 108 -0.80 437.98 0.35 0.00 0.00 0.00 109 -90.89 565.84 -5.23 0.00 0.00 0.00 110 102.88 -164.17 -19.51 0.00 0.00 0.00 111 -11.17 245.88 -11.78 0.00 0.00 0.00 112 14.34 155.31 -13.33 0.00 0.00 0.00 113 1.26 268.66 -9.64 0.00 0.00 0.00 114 1.76 132.51 -15.44 0.00 0.00 0.00 115 -91.23 555.18 4.86 0.00 0.00 0.00 116 99.49 -162.41 -9.37 0.00 0.00 0.00 117 -12.62 252.17 -1.83 0.00 0.00 0.00 118 12.48 163.06 -3.39 0.00 0.00 0.00 119 -0.39 275.52 0.32 0.00 0.00 0.00 120 0.10 139.70 -5.52 0.00 0.00 0.00 121 -8.96 227.29 -1.89 0.00 0.00 0.00 122 8.61 165.00 -2.97 0.00 0.00 0.00 123 -0.38 243.67 -0.38 0.00 0.00 0.00 124 -0.04 148.61 -4.47 0.00 0.00 0.00 125 1.75 459.62 -18.83 0.00 0.00 0.00 126 -15.64 460.56 -14.79 0.00 0.00 0.00 127 18.94 327.87 -17.44 0.00 0.00 0.00 128 -15.73 773.05 7.49 0.00 0.00 0.00 129 -12.10 91.98 -28.83 0.00 0.00 0.00 130 -1.52 612.00 8.66 0.00 0.00 0.00 131 -0.57 400.14 -1.89 0.00 0.00 0.00 132 1.05 306.39 -7.44 0.00 0.00 0.00 133 1.98 94.74 -17.61 0.00 0.00 0.00 151 -15.32 660.62 1.70 0.00 0.00 0.00 152 -12.38 161.91 -25.53 0.00 0.00 0.00 153 -15.67 766.77 7.31 0.00 0.00 0.00 154 -12.01 55.84 -30.76 0.00 0.00 0.00 238 101 4.24 -64.57 -243.72 0.00 0.00 0.00 102 1.63 555.49 220.54 0.00 0.00 0.00 103 -39.20 -30.61 -89.45 0.00 0.00 0.00 104 40.30 -19.39 -298.69 0.00 0.00 0.00 105 -3.48 -28.45 -182.17 0.00 0.00 0.00 106 5.46 -20.49 -205.16 0.00 0.00 0.00 107 0.84 -81.07 -232.58 0.00 0.00 0.00

45 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


108 1.15 32.13 -154.77 0.00 0.00 0.00 109 -37.17 437.33 263.22 0.00 0.00 0.00 110 33.84 447.11 54.17 0.00 0.00 0.00 111 -5.13 438.82 170.55 0.00 0.00 0.00 112 2.66 446.67 147.64 0.00 0.00 0.00 113 -1.38 386.17 120.33 0.00 0.00 0.00 114 -1.07 499.33 197.85 0.00 0.00 0.00 115 -38.19 113.17 93.52 0.00 0.00 0.00 116 37.51 125.64 -111.30 0.00 0.00 0.00 117 -4.16 122.00 1.98 0.00 0.00 0.00 118 4.26 130.11 -20.46 0.00 0.00 0.00 119 -0.09 69.56 -48.02 0.00 0.00 0.00 120 0.22 182.55 29.52 0.00 0.00 0.00 121 -2.85 117.08 -0.66 0.00 0.00 0.00 122 3.04 122.76 -16.34 0.00 0.00 0.00 123 -0.01 80.38 -35.64 0.00 0.00 0.00 124 0.21 159.46 18.63 0.00 0.00 0.00 125 1.58 285.58 17.59 0.00 0.00 0.00 126 -5.44 243.83 34.10 0.00 0.00 0.00 127 8.14 245.66 -3.94 0.00 0.00 0.00 128 4.69 -262.48 -368.19 0.00 0.00 0.00 129 1.34 696.81 308.86 0.00 0.00 0.00 130 1.25 -165.57 -282.15 0.00 0.00 0.00 131 0.74 116.59 -105.31 0.00 0.00 0.00 132 -1.00 301.61 70.92 0.00 0.00 0.00 133 -1.45 583.84 247.15 0.00 0.00 0.00 151 4.13 -103.12 -270.53 0.00 0.00 0.00 152 1.76 594.04 247.22 0.00 0.00 0.00 153 4.45 -244.49 -359.44 0.00 0.00 0.00 154 1.47 735.34 335.50 0.00 0.00 0.00 239 101 -2.35 86.26 -167.27 0.00 0.00 0.00 102 -4.00 520.71 143.06 0.00 0.00 0.00 103 -37.25 108.85 -234.23 0.00 0.00 0.00 104 39.88 97.38 -25.07 0.00 0.00 0.00 105 -3.45 107.41 -140.88 0.00 0.00 0.00 106 5.17 99.40 -117.90 0.00 0.00 0.00 107 0.70 36.27 -173.16 0.00 0.00 0.00 108 1.00 170.55 -85.63 0.00 0.00 0.00 109 -36.21 419.41 -11.36 0.00 0.00 0.00 110 35.00 410.46 198.60 0.00 0.00 0.00 111 -4.95 419.08 82.34 0.00 0.00 0.00 112 2.87 411.34 105.38 0.00 0.00 0.00 113 -1.22 348.14 50.22 0.00 0.00 0.00 114 -0.90 482.31 137.50 0.00 0.00 0.00 115 -37.40 149.92 -111.55 0.00 0.00 0.00 116 37.86 137.67 93.62 0.00 0.00 0.00 117 -4.36 156.52 -20.72 0.00 0.00 0.00 118 3.99 148.44 1.77 0.00 0.00 0.00 119 -0.36 85.53 -53.08 0.00 0.00 0.00 120 -0.04 219.45 34.12 0.00 0.00 0.00 121 -3.14 146.90 -16.58 0.00 0.00 0.00 122 2.72 141.24 -0.87 0.00 0.00 0.00 123 -0.33 97.21 -39.24 0.00 0.00 0.00 124 -0.11 190.93 21.79 0.00 0.00 0.00 125 1.50 363.03 0.90 0.00 0.00 0.00 126 -5.35 311.87 -18.40 0.00 0.00 0.00 127 7.98 310.02 19.68 0.00 0.00 0.00 128 -2.11 -57.81 -269.66 0.00 0.00 0.00 129 -4.16 623.41 215.83 0.00 0.00 0.00 130 1.07 0.75 -202.18 0.00 0.00 0.00 131 0.62 206.08 -56.62 0.00 0.00 0.00

46 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


132 -0.84 312.74 21.33 0.00 0.00 0.00 133 -1.27 517.71 166.38 0.00 0.00 0.00 151 -2.53 49.75 -192.85 0.00 0.00 0.00 152 -3.81 557.15 168.52 0.00 0.00 0.00 153 -2.36 -53.15 -265.99 0.00 0.00 0.00 154 -3.97 659.86 241.27 0.00 0.00 0.00

1065. LOAD LIST 201 TO 233 251 TO 254 1066. PRINT SUPPORT REACTION SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z

1 201 16.05 146.55 10.37 0.00 0.00 0.00 202 15.20 144.39 12.06 0.00 0.00 0.00 203 -21.29 97.15 13.11 0.00 0.00 0.00 204 22.93 193.77 12.58 0.00 0.00 0.00 205 -3.24 135.82 12.86 0.00 0.00 0.00 206 5.11 155.11 12.80 0.00 0.00 0.00 207 0.95 145.46 12.64 0.00 0.00 0.00 208 0.93 145.47 13.03 0.00 0.00 0.00 209 -21.29 97.20 14.68 0.00 0.00 0.00 210 22.93 193.79 14.05 0.00 0.00 0.00 211 -3.23 135.85 14.39 0.00 0.00 0.00 212 5.11 155.14 14.31 0.00 0.00 0.00 213 0.95 145.50 14.16 0.00 0.00 0.00 214 0.93 145.49 14.54 0.00 0.00 0.00 215 -21.21 55.40 9.36 0.00 0.00 0.00 216 22.94 151.48 8.73 0.00 0.00 0.00 217 -3.29 89.80 8.85 0.00 0.00 0.00 218 5.04 108.99 8.78 0.00 0.00 0.00 219 0.89 99.40 8.61 0.00 0.00 0.00 220 0.87 99.40 9.02 0.00 0.00 0.00 221 -2.09 86.25 8.16 0.00 0.00 0.00 222 3.86 99.94 8.10 0.00 0.00 0.00 223 0.89 93.09 7.99 0.00 0.00 0.00 224 0.88 93.09 8.28 0.00 0.00 0.00 225 0.95 107.60 2.46 0.00 0.00 0.00 226 -5.46 93.66 2.55 0.00 0.00 0.00 227 7.33 121.54 2.36 0.00 0.00 0.00 228 16.06 146.56 10.28 0.00 0.00 0.00 229 15.20 144.39 12.15 0.00 0.00 0.00 230 0.94 145.47 12.74 0.00 0.00 0.00 231 0.94 145.46 12.92 0.00 0.00 0.00 232 0.95 145.50 14.27 0.00 0.00 0.00 233 0.94 145.49 14.43 0.00 0.00 0.00 251 16.45 147.58 10.29 0.00 0.00 0.00 252 14.79 143.36 12.14 0.00 0.00 0.00 253 16.46 147.59 10.20 0.00 0.00 0.00 254 14.79 143.36 12.23 0.00 0.00 0.00 2 201 -15.20 177.22 10.73 0.00 0.00 0.00 202 -16.05 179.39 11.63 0.00 0.00 0.00 203 -22.85 226.62 12.89 0.00 0.00 0.00 204 21.20 130.00 13.36 0.00 0.00 0.00 205 -5.10 187.96 13.09 0.00 0.00 0.00 206 3.22 168.66 13.14 0.00 0.00 0.00 207 -0.96 178.31 12.91 0.00 0.00 0.00 208 -0.93 178.31 13.31 0.00 0.00 0.00

47 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


209 -22.85 226.58 13.62 0.00 0.00 0.00 210 21.20 129.98 14.15 0.00 0.00 0.00 211 -5.09 187.93 13.84 0.00 0.00 0.00 212 3.22 168.63 13.91 0.00 0.00 0.00 213 -0.95 178.27 13.67 0.00 0.00 0.00 214 -0.93 178.28 14.07 0.00 0.00 0.00 215 -22.87 177.00 8.70 0.00 0.00 0.00 216 21.14 80.93 9.26 0.00 0.00 0.00 217 -5.03 133.07 8.72 0.00 0.00 0.00 218 3.28 113.87 8.79 0.00 0.00 0.00 219 -0.89 123.47 8.54 0.00 0.00 0.00 220 -0.87 123.47 8.96 0.00 0.00 0.00 221 -3.85 122.92 8.05 0.00 0.00 0.00 222 2.08 109.22 8.10 0.00 0.00 0.00 223 -0.89 116.07 7.92 0.00 0.00 0.00 224 -0.88 116.07 8.22 0.00 0.00 0.00 225 -0.95 151.53 2.61 0.00 0.00 0.00 226 -7.30 165.47 2.53 0.00 0.00 0.00 227 5.42 137.59 2.70 0.00 0.00 0.00 228 -15.20 177.21 10.45 0.00 0.00 0.00 229 -16.06 179.39 11.91 0.00 0.00 0.00 230 -0.94 178.31 12.83 0.00 0.00 0.00 231 -0.95 178.32 13.39 0.00 0.00 0.00 232 -0.94 178.28 13.60 0.00 0.00 0.00 233 -0.95 178.28 14.15 0.00 0.00 0.00 251 -14.80 176.19 10.65 0.00 0.00 0.00 252 -16.46 180.43 11.70 0.00 0.00 0.00 253 -14.80 176.18 10.38 0.00 0.00 0.00 254 -16.46 180.43 11.98 0.00 0.00 0.00 3 201 13.07 183.19 4.98 0.00 0.00 0.00 202 12.27 186.63 6.51 0.00 0.00 0.00 203 -43.47 74.23 4.44 0.00 0.00 0.00 204 42.69 291.58 4.41 0.00 0.00 0.00 205 -6.70 165.41 4.36 0.00 0.00 0.00 206 7.09 200.42 4.40 0.00 0.00 0.00 207 0.49 183.47 4.09 0.00 0.00 0.00 208 -0.07 182.36 4.67 0.00 0.00 0.00 209 -43.63 78.68 6.02 0.00 0.00 0.00 210 42.13 295.28 5.56 0.00 0.00 0.00 211 -7.04 169.54 5.76 0.00 0.00 0.00 212 6.70 204.44 5.73 0.00 0.00 0.00 213 0.13 187.55 5.45 0.00 0.00 0.00 214 -0.44 186.43 6.03 0.00 0.00 0.00 215 -43.06 22.21 3.55 0.00 0.00 0.00 216 42.75 237.56 3.30 0.00 0.00 0.00 217 -6.55 107.82 3.30 0.00 0.00 0.00 218 7.18 142.50 3.31 0.00 0.00 0.00 219 0.62 125.72 3.00 0.00 0.00 0.00 220 0.05 124.60 3.60 0.00 0.00 0.00 221 -4.52 104.53 3.04 0.00 0.00 0.00 222 5.29 129.27 3.05 0.00 0.00 0.00 223 0.60 117.30 2.83 0.00 0.00 0.00 224 0.19 116.50 3.26 0.00 0.00 0.00 225 -2.20 201.18 1.02 0.00 0.00 0.00 226 -14.75 169.62 1.05 0.00 0.00 0.00 227 10.24 232.74 0.99 0.00 0.00 0.00 228 13.60 186.56 4.93 0.00 0.00 0.00 229 11.70 183.21 6.57 0.00 0.00 0.00 230 0.74 186.28 4.32 0.00 0.00 0.00 231 -0.34 179.52 4.44 0.00 0.00 0.00 232 0.40 190.39 5.68 0.00 0.00 0.00

48 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


233 -0.72 183.57 5.81 0.00 0.00 0.00 251 13.27 183.49 4.91 0.00 0.00 0.00 252 12.06 186.33 6.59 0.00 0.00 0.00 253 13.80 186.85 4.85 0.00 0.00 0.00 254 11.49 182.90 6.65 0.00 0.00 0.00 4 201 -12.26 219.46 5.39 0.00 0.00 0.00 202 -13.30 216.09 6.17 0.00 0.00 0.00 203 -42.39 328.47 4.76 0.00 0.00 0.00 204 43.77 111.09 4.76 0.00 0.00 0.00 205 -6.78 237.27 4.74 0.00 0.00 0.00 206 7.01 202.26 4.69 0.00 0.00 0.00 207 0.38 219.19 4.42 0.00 0.00 0.00 208 -0.18 220.34 5.01 0.00 0.00 0.00 209 -42.84 324.02 5.28 0.00 0.00 0.00 210 43.01 107.41 5.55 0.00 0.00 0.00 211 -7.36 233.16 5.38 0.00 0.00 0.00 212 6.38 198.25 5.37 0.00 0.00 0.00 213 -0.22 215.12 5.08 0.00 0.00 0.00 214 -0.79 216.29 5.67 0.00 0.00 0.00 215 -42.92 265.86 3.33 0.00 0.00 0.00 216 42.97 50.49 3.49 0.00 0.00 0.00 217 -7.31 168.62 3.30 0.00 0.00 0.00 218 6.44 133.94 3.28 0.00 0.00 0.00 219 -0.16 150.71 2.98 0.00 0.00 0.00 220 -0.73 151.85 3.60 0.00 0.00 0.00 221 -5.40 154.71 3.05 0.00 0.00 0.00 222 4.42 129.97 3.03 0.00 0.00 0.00 223 -0.30 141.94 2.82 0.00 0.00 0.00 224 -0.70 142.75 3.26 0.00 0.00 0.00 225 -2.45 228.74 1.16 0.00 0.00 0.00 226 -14.89 260.31 1.13 0.00 0.00 0.00 227 10.09 197.18 1.19 0.00 0.00 0.00 228 -11.97 216.10 5.15 0.00 0.00 0.00 229 -13.63 219.54 6.40 0.00 0.00 0.00 230 0.38 216.39 4.49 0.00 0.00 0.00 231 -0.20 223.17 4.95 0.00 0.00 0.00 232 -0.19 212.28 5.15 0.00 0.00 0.00 233 -0.83 219.16 5.60 0.00 0.00 0.00 251 -12.05 219.15 5.33 0.00 0.00 0.00 252 -13.52 216.41 6.24 0.00 0.00 0.00 253 -11.76 215.79 5.09 0.00 0.00 0.00 254 -13.84 219.87 6.46 0.00 0.00 0.00 5 201 8.90 504.79 3.10 0.00 0.00 0.00 202 11.60 55.28 -21.25 0.00 0.00 0.00 203 -61.22 251.90 1.60 0.00 0.00 0.00 204 55.82 705.58 10.98 0.00 0.00 0.00 205 -9.62 446.99 5.64 0.00 0.00 0.00 206 7.61 510.07 6.79 0.00 0.00 0.00 207 -1.14 517.47 8.09 0.00 0.00 0.00 208 -0.79 439.58 4.34 0.00 0.00 0.00 209 -61.47 -141.87 -18.77 0.00 0.00 0.00 210 60.63 310.94 -10.13 0.00 0.00 0.00 211 -7.73 52.87 -15.04 0.00 0.00 0.00 212 10.27 115.77 -14.00 0.00 0.00 0.00 213 1.12 123.25 -12.73 0.00 0.00 0.00 214 1.49 45.40 -16.30 0.00 0.00 0.00 215 -60.98 -18.88 -7.29 0.00 0.00 0.00 216 58.56 430.59 1.58 0.00 0.00 0.00 217 -8.44 165.29 -3.37 0.00 0.00 0.00 218 9.16 227.64 -2.30 0.00 0.00 0.00 219 0.22 235.36 -1.01 0.00 0.00 0.00

49 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


220 0.57 157.57 -4.65 0.00 0.00 0.00 221 -5.86 162.85 -3.02 0.00 0.00 0.00 222 6.71 207.33 -2.25 0.00 0.00 0.00 223 0.31 212.87 -1.33 0.00 0.00 0.00 224 0.57 157.31 -3.93 0.00 0.00 0.00 225 1.17 283.86 -6.84 0.00 0.00 0.00 226 -16.38 217.99 -8.14 0.00 0.00 0.00 227 18.42 349.76 -5.53 0.00 0.00 0.00 228 7.99 642.66 9.82 0.00 0.00 0.00 229 12.55 -82.49 -27.52 0.00 0.00 0.00 230 -1.79 616.28 12.71 0.00 0.00 0.00 231 -0.12 340.84 -0.18 0.00 0.00 0.00 232 0.46 222.07 -8.33 0.00 0.00 0.00 233 2.17 -53.35 -20.61 0.00 0.00 0.00 251 8.80 530.69 4.56 0.00 0.00 0.00 252 11.70 29.39 -22.64 0.00 0.00 0.00 253 7.90 668.57 11.31 0.00 0.00 0.00 254 12.65 -108.36 -28.89 0.00 0.00 0.00 6 201 -11.02 446.16 -0.59 0.00 0.00 0.00 202 -8.90 140.44 -16.95 0.00 0.00 0.00 203 -57.99 648.53 7.47 0.00 0.00 0.00 204 59.70 194.99 -1.82 0.00 0.00 0.00 205 -9.52 453.19 3.32 0.00 0.00 0.00 206 7.82 390.14 2.19 0.00 0.00 0.00 207 -1.06 469.28 4.85 0.00 0.00 0.00 208 -0.71 374.04 0.66 0.00 0.00 0.00 209 -57.38 393.98 -5.95 0.00 0.00 0.00 210 63.39 -59.28 -14.80 0.00 0.00 0.00 211 -7.60 198.74 -9.91 0.00 0.00 0.00 212 10.21 135.77 -10.98 0.00 0.00 0.00 213 1.10 214.86 -8.41 0.00 0.00 0.00 214 1.45 119.65 -12.47 0.00 0.00 0.00 215 -58.13 442.82 1.83 0.00 0.00 0.00 216 61.07 -6.78 -7.10 0.00 0.00 0.00 217 -8.89 238.80 -2.07 0.00 0.00 0.00 218 8.68 176.43 -3.15 0.00 0.00 0.00 219 -0.32 255.15 -0.56 0.00 0.00 0.00 220 0.03 160.07 -4.65 0.00 0.00 0.00 221 -6.47 218.39 -2.05 0.00 0.00 0.00 222 6.08 173.90 -2.82 0.00 0.00 0.00 223 -0.34 230.09 -0.97 0.00 0.00 0.00 224 -0.09 162.19 -3.89 0.00 0.00 0.00 225 1.24 328.71 -13.42 0.00 0.00 0.00 226 -15.90 394.59 -12.11 0.00 0.00 0.00 227 18.68 262.84 -14.72 0.00 0.00 0.00 228 -11.42 552.05 4.85 0.00 0.00 0.00 229 -8.49 34.60 -22.13 0.00 0.00 0.00 230 -1.36 527.46 8.02 0.00 0.00 0.00 231 -0.40 315.82 -2.45 0.00 0.00 0.00 232 0.80 272.96 -5.34 0.00 0.00 0.00 233 1.75 61.50 -15.49 0.00 0.00 0.00 251 -11.08 470.21 0.75 0.00 0.00 0.00 252 -8.83 116.41 -18.24 0.00 0.00 0.00 253 -11.48 576.10 6.20 0.00 0.00 0.00 254 -8.42 10.56 -23.41 0.00 0.00 0.00 238 201 3.03 -46.22 -173.93 0.00 0.00 0.00 202 1.21 397.53 158.14 0.00 0.00 0.00 203 -24.01 -24.15 -96.56 0.00 0.00 0.00 204 25.33 -16.73 -226.28 0.00 0.00 0.00 205 -2.27 -23.05 -153.29 0.00 0.00 0.00 206 3.93 -17.42 -169.23 0.00 0.00 0.00

50 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


207 0.73 -59.83 -188.47 0.00 0.00 0.00 208 0.94 19.35 -134.06 0.00 0.00 0.00 209 -23.68 365.19 197.12 0.00 0.00 0.00 210 21.28 371.86 67.49 0.00 0.00 0.00 211 -3.80 365.95 140.40 0.00 0.00 0.00 212 1.73 371.51 124.50 0.00 0.00 0.00 213 -1.14 329.15 105.33 0.00 0.00 0.00 214 -0.92 408.31 159.57 0.00 0.00 0.00 215 -23.69 129.25 54.60 0.00 0.00 0.00 216 23.57 136.86 -73.79 0.00 0.00 0.00 217 -2.89 123.22 -1.38 0.00 0.00 0.00 218 3.01 128.89 -17.09 0.00 0.00 0.00 219 -0.04 86.51 -36.38 0.00 0.00 0.00 220 0.17 165.60 17.90 0.00 0.00 0.00 221 -2.01 117.89 -2.90 0.00 0.00 0.00 222 2.20 121.95 -14.10 0.00 0.00 0.00 223 0.02 91.68 -27.88 0.00 0.00 0.00 224 0.18 148.16 10.88 0.00 0.00 0.00 225 1.14 203.95 12.59 0.00 0.00 0.00 226 -5.69 202.94 31.43 0.00 0.00 0.00 227 7.94 204.93 -6.28 0.00 0.00 0.00 228 3.32 -187.35 -262.55 0.00 0.00 0.00 229 0.93 538.62 246.34 0.00 0.00 0.00 230 1.09 -161.25 -249.67 0.00 0.00 0.00 231 0.58 120.72 -72.99 0.00 0.00 0.00 232 -0.80 227.69 44.30 0.00 0.00 0.00 233 -1.26 509.72 220.48 0.00 0.00 0.00 251 2.94 -71.87 -191.75 0.00 0.00 0.00 252 1.30 423.18 175.90 0.00 0.00 0.00 253 3.24 -213.01 -280.40 0.00 0.00 0.00 254 1.02 564.26 264.07 0.00 0.00 0.00 239 201 -1.68 61.52 -119.37 0.00 0.00 0.00 202 -2.93 372.94 102.99 0.00 0.00 0.00 203 -23.18 89.94 -172.70 0.00 0.00 0.00 204 24.96 82.40 -42.99 0.00 0.00 0.00 205 -2.29 89.10 -115.72 0.00 0.00 0.00 206 3.73 83.45 -99.78 0.00 0.00 0.00 207 0.60 39.33 -138.35 0.00 0.00 0.00 208 0.82 133.23 -77.15 0.00 0.00 0.00 209 -23.26 348.92 13.01 0.00 0.00 0.00 210 21.83 342.68 143.13 0.00 0.00 0.00 211 -3.66 348.65 70.18 0.00 0.00 0.00 212 1.90 343.16 86.15 0.00 0.00 0.00 213 -1.00 298.99 47.64 0.00 0.00 0.00 214 -0.78 392.83 108.69 0.00 0.00 0.00 215 -23.54 163.71 -74.10 0.00 0.00 0.00 216 23.41 156.24 54.53 0.00 0.00 0.00 217 -3.11 155.31 -17.35 0.00 0.00 0.00 218 2.73 149.66 -1.60 0.00 0.00 0.00 219 -0.31 105.62 -39.99 0.00 0.00 0.00 220 -0.09 199.36 21.04 0.00 0.00 0.00 221 -2.31 146.09 -14.34 0.00 0.00 0.00 222 1.88 142.05 -3.11 0.00 0.00 0.00 223 -0.30 110.60 -30.52 0.00 0.00 0.00 224 -0.14 177.54 13.07 0.00 0.00 0.00 225 1.10 258.95 0.43 0.00 0.00 0.00 226 -5.60 259.95 -18.45 0.00 0.00 0.00 227 7.82 257.94 19.30 0.00 0.00 0.00 228 -1.49 -41.11 -192.24 0.00 0.00 0.00 229 -3.10 475.43 175.60 0.00 0.00 0.00 230 0.93 -16.26 -180.45 0.00 0.00 0.00

51 of 51


TPR Ashokan


CALC. NO

17-Nov-06O11-14-2410/59


231 0.49 188.83 -35.08 0.00 0.00 0.00 232 -0.68 243.52 5.68 0.00 0.00 0.00 233 -1.10 448.31 150.63 0.00 0.00 0.00 251 -1.80 37.25 -136.36 0.00 0.00 0.00 252 -2.80 397.18 119.92 0.00 0.00 0.00 253 -1.61 -65.38 -209.24 0.00 0.00 0.00 254 -2.98 499.68 192.52 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT **************

1067. FINISH

H11 OF H13

APPENDIX HBASE PLATE DESIGN (BP1)

Approver

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YESSAFETY CALC.

CALC. NO

PROJECT: PETRORabigh, UOU PROJECT

CONTRACT NO : 1-14-2410/59

FOSTER WHEELERWA15 PIPERACK- DESIGN CALCULATIONS Sheet No :SUBJECT :

Rev Date

O1 16-Nov-06

H12 OF H13

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YESSAFETY CALC.

CALC. NO


CONTRACT NO : 1-14-2410/59


Rev Date

O1 16-Nov-06

BASE PLATE DESIGN (FOR WA15)

BASE PLATE -BP1

E) For WA15- For Column base of HE400A SectionGRID: 0

MEMBER PROPERTIES

Column Size:

Area in² mm²

Depth d in mmFlange Width bf in mm

Web Thickness tw in mm

Flange Thickness tf in mm

Clear Web Depth d' in mm

MATERIAL PROPERTIES

Yield Stress Fy ksi N/mm²

Comp. Strgth f'c ksi N/mm²

PIER DIMENSIONS

Pier Dim x in x mmArea of concrete support A2 = in² mm²

BASE PLATE DIMENSIONS

Distance between bolts d in mm

LOADING CONDITION

Compression Pu kip kN

Tension T kip kNShear parallel to Flange VF kip kN

Shear parallel to Web VW kip kN

No of Anchor Bolt Rows

BASE PLATE DESIGN

Base Plate Dimensions

The allowable bearing capacity on the concrete

Pp = 0.85 x f'c xA1x √(A2/A1) < 1.7 x f'c xA1 (Specification Sec. J9 AISC-LRFD )

where A1 = Area of base plate , in2

A2 = Area of pedestal , in2

and √(A2/A1) < 2The design bearing strength = φcxPp

φcxPp > Pu φc =

A1 Req. = = in² mm²

A1 Req. = Pu /(1.7f'c*φ) = in² mm²

A1 Req. = bf x d = in² mm²

Maximum of the above = in² mm²

From Staad output, the following combination is considered as critical for Base Plate design.

3.6

19.8

Mz (kNm)

0

352.00

35.0

23.62

181.4

181

7.18

23.62

40.9

0.75

13.86

2.0

0.43

5.08

39.89

200

-265.00

117000

16.00

117000

19.00

Load comb Fx (kN)

104

Fz (kN)

600

390.00300.00

HE400A

159

Fy (kN)Node

558 360000

88

0.24645

600

275.0

5

Mx (kNm)

0

My (kNm)

016941

26359

4632

88.00

941.00

7.87

-59.6

11.00

211.5

0.6

15.3511.81

1 2

φxA2 Pu 0.85f'c

N

B

ybBase PL

0.95d

0.80bf

H13 OF H13

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Ashokan

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YESSAFETY CALC.

CALC. NO


CONTRACT NO : 1-14-2410/59


Rev Date

O1 16-Nov-06

Δ = 0.5 x (0.95 x d - 0.8 x bf) = in mm

N Req. = √A1 + Δ = in mm Provide ------> N = in mm

B Req. = A1 / N = in mm Provide ------> B = in mm

A1 Req. = in² mm² A1 Provided = in² mm²

Act. capacity = Pu = kip kNAllowable Bearing capacity Pp = Minimum of (φ x 1.7 x f'c x A1, φ x 0.85 x f'c x A1 x √(A2 / A1))

φ x 1.7 x f'c x A1 = kip kN

φ x 0.85 x f'c x A1 x √(A2 / A1) = kip kN

Pp = kip kN Pp > Pu --> okThickness

Base pate projection from the column face

m = (N-0.95xd)/2 = in mmn = (B-0.8xbf)/2 = in mmResistance factor for bending φb = M

Actual base pressure at edge, fc" = Pu/A

= N/mm2

= ksiThe design bearing pressure,fcm = φ x 0.85 x f'c x √(A2 / A1)

= ksi Safe

= N/mm2

a) Cantilever projection

Baseplate projection from

column face, lb = 0.5*(N-0.95*d) or 0.5*(B-0.8*bf) (Maximum)

= mm or 55 mm

= mm = inch.

So Mu = fc"*(lb)2/2

= kip in = kNm

Thk.of base Plate Req. tp = √(4*Mu / φFy)

tp = in mmUse Plate Thickness = in mm Safe

b) Middle part

a = mm

b = mm

=

β = From Moody's chart

So Mu = β*fc"*(b)2

= Nmm

Allowable bending stress Fb =

= N/mm²

Thk.of base Plate Req. tp = √(4*Mu / φFy)= mm

Use Plate Thickness = in mm Safe

a*0.5/b

39.8

55.0

26.98

352.00

169.50

1.04

0.203

30

1264.0

16.0

2.57

1.56

0.90

955.528

956 4250.19

2.17

3.91

407.303

65.25

0.023

30

21.65

3.82110.151.18

2E+05

17.7

13.8

244

350

450

287.256

0.87

11.3

5622.47

1E+05

4250.19

39.855.0

181.35

211.5

5.97

941.0

0.270

φ∗Fy

247.50

27.37

1.18

46346.0

a

b

H14 OF H13

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YESSAFETY CALC.

CALC. NO


CONTRACT NO : 1-14-2410/59


Rev Date

O1 16-Nov-06

Check for TensionDist b/n bolts L mm

Tension per bolt row T Kips kN

yb' = mm

M = T*yb'*(a-yb')/A

= Nmm

Thk.of base Pl Req. tp = (6M/φ(Fy*N)0.5

t = in mm

Use Plate Thickness = in mm

22.59

1.18 30

0.9

200

-29.8 -132

7.9

7895402.1

76.0

a

b

yb'yb'

T' T'

H11 OF H13

APPENDIX HBASE PLATE DESIGN(BP2)

Approver

Ashokan

Originator Checker

TPR

2411-8320-CA-WA15-0001

YESSAFETY CALC.

CALC. NO


CONTRACT NO : 1-14-2410/59


Rev Date

O1 16-Nov-06

H12 OF H13

Approver

Ashokan

Originator Checker

TPR

2411-8320-CA-WA15-0001

YESSAFETY CALC.

CALC. NO


CONTRACT NO : 1-14-2410/59


Rev Date

O1 16-Nov-06

BASE PLATE DESIGN (FOR WA15)

BASE PLATE -BP2

E) For WA15- For Column base of HE400A SectionGRID: 0

MEMBER PROPERTIES

Column Size:

Area in² mm²

Depth d in mmFlange Width bf in mm

Web Thickness tw in mm

Flange Thickness tf in mm

Clear Web Depth d' in mm

MATERIAL PROPERTIES

Yield Stress Fy ksi N/mm²

Comp. Strgth f'c ksi N/mm²

PIER DIMENSIONS

Pier Dim x in x mmArea of concrete support A2 = in² mm²

BASE PLATE DIMENSIONS

Distance between bolts d in mm

LOADING CONDITION

Compression Pu kip kN

Tension T kip kNShear parallel to Flange VF kip kN

Shear parallel to Web VW kip kN

No of Anchor Bolt Rows

BASE PLATE DESIGN

Base Plate Dimensions

The allowable bearing capacity on the concrete

Pp = 0.85 x f'c xA1x √(A2/A1) < 1.7 x f'c xA1 (Specification Sec. J9 AISC-LRFD )

where A1 = Area of base plate , in2

A2 = Area of pedestal , in2

and √(A2/A1) < 2The design bearing strength = φcxPp

φcxPp > Pu φc =

A1 Req. = = in² mm²

A1 Req. = Pu /(1.7f'c*φ) = in² mm²

A1 Req. = bf x d = in² mm²

Maximum of the above = in² mm²

From Staad output, the following combination is considered as critical for Base Plate design.

69.5

0.3

Mz (kNm)

0

352.00

35.0

23.62

181.4

181

3.94

23.62

30.3

0.75

13.86

2.0

0.43

5.08

39.89

200

-262.00

117000

309.00

117000

19.00

Load comb Fx (kN)

129

Fz (kN)

600

390.00300.00

HE400A

159

Fy (kN)Node

558 360000

1.5

0.24645

600

275.0

238

Mx (kNm)

0

My (kNm)

0309697

19524

2541

1.50

697.00

7.87

-58.9

11.00

156.7

0.6

15.3511.81

1 2

φxA2 Pu 0.85f'c

N

B

ybBase PL

0.95d

0.80bf

H13 OF H13

Approver

Ashokan

Originator Checker

TPR

2411-8320-CA-WA15-0001

YESSAFETY CALC.

CALC. NO


CONTRACT NO : 1-14-2410/59


Rev Date

O1 16-Nov-06

Δ = 0.5 x (0.95 x d - 0.8 x bf) = in mm

N Req. = √A1 + Δ = in mm Provide ------> N = in mm

B Req. = A1 / N = in mm Provide ------> B = in mm

A1 Req. = in² mm² A1 Provided = in² mm²

Act. capacity = Pu = kip kNAllowable Bearing capacity Pp = Minimum of (φ x 1.7 x f'c x A1, φ x 0.85 x f'c x A1 x √(A2 / A1))

φ x 1.7 x f'c x A1 = kip kN

φ x 0.85 x f'c x A1 x √(A2 / A1) = kip kN

Pp = kip kN Pp > Pu --> okThickness

Base pate projection from the column face

m = (N-0.95xd)/2 = in mmn = (B-0.8xbf)/2 = in mmResistance factor for bending φb = M

Actual base pressure at edge, fc" = Pu/A

= N/mm2

= ksiThe design bearing pressure,fcm = φ x 0.85 x f'c x √(A2 / A1)

= ksi Safe

= N/mm2

a) Cantilever projection

Baseplate projection from

column face, lb = 0.5*(N-0.95*d) or 0.5*(B-0.8*bf) (Maximum)

= mm or 55 mm

= mm = inch.

So Mu = fc"*(lb)2/2

= kip in = kNm

Thk.of base Plate Req. tp = √(4*Mu / φFy)

tp = in mmUse Plate Thickness = in mm Safe

b) Middle part

a = mm

b = mm

=

β = From Moody's chart

So Mu = β*fc"*(b)2

= Nmm

Allowable bending stress Fb =

= N/mm²

Thk.of base Plate Req. tp = √(4*Mu / φFy)= mm

Use Plate Thickness = in mm Safe

a*0.5/b

39.8

55.0

26.98

352.00

169.50

1.04

0.150

30

1264.0

16.0

2.57

1.56

0.90

955.528

956 4250.19

2.17

3.91

407.303

65.25

0.017

30

21.65

3.288590.131.18

2E+05

17.7

13.8

244

350

450

287.256

0.64

11.3

5622.47

1E+05

4250.19

39.855.0

181.35

156.7

4.43

697.0

0.267

φ∗Fy

247.50

23.42

1.18

33947.1

a

b

H14 OF H13

Approver

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YESSAFETY CALC.

CALC. NO


CONTRACT NO : 1-14-2410/59


Rev Date

O1 16-Nov-06

Check for TensionDist b/n bolts L mm

Tension per bolt row T Kips kN

yb' = mm

M = T*yb'*(a-yb')/A

= Nmm

Thk.of base Pl Req. tp = (6M/φ(Fy*N)0.5

t = in mm

Use Plate Thickness = in mm

22.46

1.18 30

0.9

200

-29.4 -131

7.9

7806020.2

76.0

a

b

yb'yb'

T' T'

APPENDIX JANCHOR BOLT DESIGN FOR BP1

FOSTER WHEELERSUBJECT : ANCHOR BOLT DESIGN-WA15 Sheet No : 1 of 3

Checker Approver

CONTRACT NO : 1-14-2410/59 O1 24-Nov-06 TPR

PROJECT: PETRORabigh UOU

CALC. NO 2411-8320-CA-WA15-0001

OriginatorRev Date

SAFETY CALC. YES

Ashokan

Company

Project Project #

Subject

Name Date 11/24/2006 Sheet Number 2 of 3

Checked by Check Date Total Sheets 3

LOADING CONDITIONS DESIGN CONSIDERATIONS

Note: Calculations are per ACI 318-02 Appendix D. Ductility required? Tension Shear

Nu and Vu were factored using factors from ACI 318-02? Intermediate or high seismic risk?

Factored tensile load (kips) = Nu = 59.18 Specified concrete strength (psi) = f'c = 5000

Factored shear load (kips) = Vu = 23.40

Is there a built-up grout pad?

ANCHOR DATA, EMBEDMENT, AND THICKNESS OF MEMBER

Anchor material type = Adequate supplementary reinf. provided to resist tension loads in anchors?

Nominal anchor diameter (in.) = Adequate reinforcement provided to resist shear loads in anchors?

3.94 = hef ECCENTRICITY74.80 = h Eccentricity of tensile force on group of tensile anchors (in.)

Number of anchors in tension = n(tension) = 4 eN' = 4.9213 (0=single anchor)Number of anchors in shear = n(shear) = 4 Eccentricity of shear force on group of anchors (in.)

CONCRETE FAILURE AREAS (Note ev' must be less than s perpendicular to shear) eV'= 4.9213

Do you want to manually input the value of An? no EDGE DISTANCES AND SPACING

An = 418.4283

An= 388.012276

Do you want to manually input the value of Av? no c1 = 7.9 c3 = 7.9 s1 = 7.9 c1 = 7.9 s2 = 7.9

Av = 515.361 c2 = 7.9 c4 = 7.9 s2 = 7.9 c2 = 7.9

Av= 280.845 c4 = 7.9

c1 = edge distance in direction of Vn (perp.)

c2 = least edge distance perpendicular to c1

Breakout cone for tension Breakout cone for shear

SUMMARY OF RESULTS

φNn =

φVn =Nu/(φNn) + Vu/(φVn) = 0.46 = 0.99 <=1.2

Applied Shear > than Steel Capacity of Anchor, NGApplied Tension > than Steel Capacity of Anchor, NG

0.53 +

1-14-2410/59

TPR

Ashokan

Crackingmodification factor,Ψ 7

SHEAR

< Nu =

< Vu =

59.18

TENSION

Using supplemental reinf to carry Tension

c1 = minimum edge distance


Spacing, in.Edge Distance, in.

Foster Wheeler

PETRORabigh UOU

Thickness of member in which anchor is anchored, (in.) = h

112.5 kipsDUCTILITY

Effective anchor embedment depth (in.) = hef

PIPERACK WA15

INTERACTION OF TENSILE AND SHEAR FORCES

RESULTS

Using supplemental reinf to carry Shear

0.99

ANCHOR OK !

Note: Units for An and Av are sq. in.

23.4050.6 kips


No

No

Yes

A36, Fu = 58

1

1.4 - Located in region where there isn't cracking at service loads (ft < fr)

No

hef

1.5hef 1.5hef

35o

NU

No

No

c1

c 2s 2

c 4

VU

c 2s 2

c3s1c1

c 4

Yes

Yes

h o

r 1.

5c1

c4

c1

c2

VU

s2

Appendix C

perpendicular to edge

c1

1.5c

1 35o

VU (perpendicular)

1.5c

1 VU (parallel)

Company Sheet 3 of 3

Project Project

Subject

Name Date

Checked by Check Date

BOLT PARAMETERSGrade fy 36 ksi hef 3.94 in.Size 1 in. fut 58 ksi n(tension) 4do 1.000 in. Ase 0.606 sq. in. n(shear) 4

Ab 1.501 sq. in.

LOAD CONDITIONS REINFORCEMENTLOAD FACTORS Appendix C ADEQUATE SUPPL REINF PROVIDED TO RESIST TENSIONTENSILE LOAD, Nu 59.18 ADEQUATE REINF PROVIDED TO RESIST SHEARSHEAR LOAD, Vu 23.40

DESIGN CONSIDERATIONSDUCTILITY NOT REQD IN TENSION CONCRETE STRENGTH, f'c 5000 psi

DUCTILITY NOT REQD FOR SHEAR CRACKING MOD FACTOR, Ψ7 1.4LOW SEISMIC RISKECCENTRICITIES eN' = 4.92 in. eV' = 4.92 in.

DESIGN FOR TENSION DESIGN FOR SHEARSTEEL STRENGTH Ns 140.6 kips Vs 67.5 kips

CONCRETE BREAKOUT STRENGTH OF ANCHOR(S) Ncb or Ncbg 25.1 kips Vcb or Vcbg 12.9 kips

PULLOUT STRENGTH OF ANCHOR(S) nNpn 336.3 kips Vcp 92.2 kipsCONCRETE SIDE-FACE BLOWOUT STRENGTH OF HEADED ANCHOR(S)

Nsb or Nsbg

(governing) NA

SUMMARY OF RESULTSFAILURE AREAS TENSION

Steel Capacity 112.5 kips TENSION SHEAR Concrete Capacity 21.4 kips

c1 7.90 in. 7.90 in.

c2 7.90 in. 7.90 in. SHEAR

c3 7.90 in. Steel Capacity 50.6 kips

c4 7.90 in. 7.90 in. Concrete Capacity 10.9 kips

s1 7.87 in.

s2 7.90 in. 7.90 in. INTERACTION OF TENSILE AND SHEAR FORCES

An or Av 388.0 sq. in. 280.8 sq. in. 112.5 kips = φNn* < Nu = 59.18

Calculated Calculated 50.6 kips = φVn* < Vu = 23.40

Nu/(φNn*) + Vu/(φVn

*) = 0.53 + 0.46 <= 1.2 OK

*Multiplied by 0.75 if intermediate or high seismic area

Page

STEEL STRENGTH

CONCRETE BREAKOUT STRENGTH OF ANCHOR,

Perpendicular to edge

Ashokan

EDGE DISTANCES, SPACINGS,

GROUT PAD

CONCRETE PRYOUT STRENGTH OF ANCHOR

Foster Wheeler

PETRORabigh UOU

A36, Fu = 58

TPR

PIPERACK WA15

1-14-2410/59

11/24/2006

APPENDIX JANCHOR BOLT DESIGN FOR BP2

FOSTER WHEELERSUBJECT : ANCHOR BOLT DESIGN-WA15 Sheet No : 1 of 3

Checker Approver



CALC. NO 2411-8320-CA-WA15-0001

OriginatorRev Date

SAFETY CALC. YES

Ashokan

Company

Project Project #

Subject

Name Date 11/24/2006 Sheet Number 2 of 3

Checked by Check Date Total Sheets 3

LOADING CONDITIONS DESIGN CONSIDERATIONS

Note: Calculations are per ACI 318-02 Appendix D. Ductility required? Tension Shear

Nu and Vu were factored using factors from ACI 318-02? Intermediate or high seismic risk?

Factored tensile load (kips) = Nu = 59.18 Specified concrete strength (psi) = f'c = 5000

Factored shear load (kips) = Vu = 0.00

Is there a built-up grout pad?

ANCHOR DATA, EMBEDMENT, AND THICKNESS OF MEMBER

Anchor material type = Adequate supplementary reinf. provided to resist tension loads in anchors?

Nominal anchor diameter (in.) = Adequate reinforcement provided to resist shear loads in anchors?

3.94 = hef ECCENTRICITY71.85 = h Eccentricity of tensile force on group of tensile anchors (in.)

Number of anchors in tension = n(tension) = 4 eN' = 4.9213 (0=single anchor)Number of anchors in shear = n(shear) = 0 Eccentricity of shear force on group of anchors (in.)

CONCRETE FAILURE AREAS (Note ev' must be less than s perpendicular to shear) eV'= 4.9213

Do you want to manually input the value of An? no EDGE DISTANCES AND SPACING

An = 418.4283

An= 388.012276

Do you want to manually input the value of Av? no c1 = 7.9 c3 = 7.9 s1 = 7.9 c1 = 7.9 s2 = 7.9

Av = 515.361 c2 = 7.9 c4 = 7.9 s2 = 7.9 c2 = 7.9

Av= 0 c4 = 7.9

c1 = edge distance in direction of Vn (perp.)


Breakout cone for tension Breakout cone for shear

SUMMARY OF RESULTS

φNn =

φVn =Nu/(φNn) + Vu/(φVn) = 0.00 = 0.53 <=1.2

Applied Shear > than Steel Capacity of Anchor, NG

Using supplemental reinf to carry Shear

0.53

ANCHOR OK !

Note: Units for An and Av are sq. in.

0.000.0 kips


Foster Wheeler

PETRORabigh UOU

Thickness of member in which anchor is anchored, (in.) = h

112.5 kipsDUCTILITY

Effective anchor embedment depth (in.) = hef

PIPERACK WA15

INTERACTION OF TENSILE AND SHEAR FORCES

RESULTS

TENSION

Using supplemental reinf to carry Tension

c1 = minimum edge distance



Applied Tension > than Steel Capacity of Anchor, NG

0.53 +

1-14-2410/59

TPR

Ashokan

Crackingmodification factor,Ψ 7

SHEAR

< Nu =

< Vu =

59.18

No

No

Yes

A36, Fu = 58

1

1.4 - Located in region where there isn't cracking at service loads (ft < fr)

No

hef

1.5hef 1.5hef

35o

NU

No

No

c1

c 2s 2

c 4

VU

c 2s 2

c3s1c1

c 4

Yes

Yes

h o

r 1.

5c1

c4

c1

c2

VU

s2

Appendix C

perpendicular to edge

c1

1.5c

1 35o

VU (perpendicular)

1.5c

1 VU (parallel)

Company Sheet 3 of 3

Project Project

Subject

Name Date

Checked by Check Date

BOLT PARAMETERSGrade fy 36 ksi hef 3.94 in.Size 1 in. fut 58 ksi n(tension) 4do 1.000 in. Ase 0.606 sq. in. n(shear) 0

Ab 1.501 sq. in.

LOAD CONDITIONS REINFORCEMENTLOAD FACTORS Appendix C ADEQUATE SUPPL REINF PROVIDED TO RESIST TENSIONTENSILE LOAD, Nu 59.18 ADEQUATE REINF PROVIDED TO RESIST SHEARSHEAR LOAD, Vu 0.00

DESIGN CONSIDERATIONSDUCTILITY NOT REQD IN TENSION CONCRETE STRENGTH, f'c 5000 psi

DUCTILITY NOT REQD FOR SHEAR CRACKING MOD FACTOR, Ψ7 1.4LOW SEISMIC RISKECCENTRICITIES eN' = 4.92 in. eV' = 4.92 in.

DESIGN FOR TENSION DESIGN FOR SHEARSTEEL STRENGTH Ns 140.6 kips Vs 0.0 kips

CONCRETE BREAKOUT STRENGTH OF ANCHOR(S) Ncb or Ncbg 25.1 kips Vcb or Vcbg 0.0 kips

PULLOUT STRENGTH OF ANCHOR(S) nNpn 336.3 kips Vcp 92.2 kipsCONCRETE SIDE-FACE BLOWOUT STRENGTH OF HEADED ANCHOR(S)

Nsb or Nsbg

(governing) NA

SUMMARY OF RESULTSFAILURE AREAS TENSION

Steel Capacity 112.5 kips TENSION SHEAR Concrete Capacity 21.4 kips

c1 7.90 in. 7.90 in.

c2 7.90 in. 7.90 in. SHEAR

c3 7.90 in. Steel Capacity 0.0 kips

c4 7.90 in. 7.90 in. Concrete Capacity 0.0 kips

s1 7.87 in.

s2 7.90 in. 7.90 in. INTERACTION OF TENSILE AND SHEAR FORCES

An or Av 388.0 sq. in. 280.8 sq. in. 112.5 kips = φNn* < Nu = 59.18

Calculated Calculated 0.0 kips = φVn* < Vu = 0.00

Nu/(φNn*) + Vu/(φVn

*) = 0.53 + 0.00 <= 1.2 OK

*Multiplied by 0.75 if intermediate or high seismic area

Page

STEEL STRENGTH

CONCRETE BREAKOUT STRENGTH OF ANCHOR,

Perpendicular to edge

Ashokan

EDGE DISTANCES, SPACINGS,

GROUT PAD

CONCRETE PRYOUT STRENGTH OF ANCHOR

Foster Wheeler

PETRORabigh UOU

A36, Fu = 58

TPR

PIPERACK WA15

1-14-2410/59

11/24/2006

APPENDIX KSHEAR KEY DESIGN FOR BP2

FOSTER WHEELERSUBJECT : SHEAR KEY DESIGN-WA15 Sheet No :

Checker Approver



CALC. NO 2411-8320-CA-WA15-0001

OriginatorRev Date

SAFETY CALC. YES

Ashokan

FOSTER WHEELERSUBJECT : FOOTING DESIGN FOR WA15-F1 Sheet No : 1 OF 5

PROJECT: PETRORabigh UOU Rev

CONTRACT NO : 1 - 14 - 2410/59 O1SAFETY CALC. YESCALC. NO 2411-8320-CA-WA15-0001

APPENDIX G

FOUNDATION DESIGN - TYPE F1 & CF1

PIPERACK-WA15

Date Originator Checker Approver

17-Nov-06 TPR Ashokan




x1

I) NOTES1) Sign convention of forces as per Right Hand Thumb Rule.2) Cells with italic font and/or marked with are inputs. z1

3) In check for sliding, passive pressure along sides of the Footing is NOT considered.4) Overturning check is valid only for footings with pedestal is located at CG of footing in both directions.5) Forces are reactions of STAAD output. Program internally calculates support loads.

II) FOOTING DATASTAAD support No's: 1 2 3 4Net safe bearing capacity 150 kN/m2

Surcharge pressure 0 kN/m2 ZFactor of safety for sliding 1.5Factor of safety for overturning 1.5 X Dir Z Dir Depth WeightMinimum allowable % of contact area 70 % (m) (m) (m) (kN)

Final net safe bearing capacity 150 kN/m2 Col. size 0.60 0.60 1.83 16Height of the pedestal above G.L 0.925 m Footing size 3.75 1.20 0.6 68Bottom of footing below G.L 1.50 m soil 3.75 1.20 0.9 67 < = [1.2*3.75-0.6*0.6]*0.9*18

Density of soil above the footing γs 18 kN/m3

Density of footing concrete 25 kN/m3 151.0 kN

Friction coefficient μ 0.4Coordinates of the column x1 = 1.88 m Height of steel support 0.000 mfrom point "A" z1 = 0.60 m

III) CHECK FOR BEARING PRESSURE FOR UNFACTORED LOADSSl. No Critical case Bearing Resultant Total Horiz Check Total Total

(LC,node) capacity Fx Fy Fz Mx My Mz Horiz. Fy Resistant For Mx MzInc. Factor (kN) (kN) (kN) (kN-m) (kN-m) (kN-m) Load(kN) (kN) (kN) Slide (kN-m) (kN-m)

1 Critical sliding (215,3) 1.0 1.0 43.1 22.2 -3.6 0.0 0.0 0.0 43 173 69 1.60 Okay 8.6 104.42 Critical Overturning (209,1) 1.0 1.0 21.3 97.2 -14.7 0.0 0.0 0.0 26 248 99 3.84 Okay 35.6 51.63 Critical Overturning (215,3) 1.0 1.0 43.1 22.2 -3.6 0.0 0.0 0.0 43 173 69 1.60 Okay 8.6 104.44 Max. Pressure(209,4) 1.0 1.0 42.8 324.0 -5.3 0.0 0.0 0.0 43 475 190 4.40 Okay 12.8 103.9

Load factor for Dead

Load

TPR

ApproverOriginator Checker

Ashokan

Date

17-Nov-06

FOS for Slide

A

B

C

D0.6

1.50Fz

Fy

MzMxFx

0.9

1.2

3.75

0.60

0.60

X




Sl. No Total Pressure (kN/m2) % of OverturningPA PB PC PD Contact Restoring Moment FOS

Area X Dir Z Dir X Dir Z Dir Check1 66 85 -8 11 0.10 2.2 97.8 85.8 177 Okay Okay 325 104 3.1 12.1 Okay2 34 113 -3 76 0.04 0.9 99.1 113.4 177 Okay Okay 465 149 9.0 4.2 Okay3 66 85 -8 11 0.10 2.2 97.8 85.8 177 Okay Okay 325 104 3.1 12.1 Okay

IV) DESIGN OF FOOTING FOR FACTORED LOADSSl. No Load case Total Total Total Total

(node) Fx Fy Fz Mx My Mz Fy Mx My Mz(kN) (kN) (kN) (kN-m) (kN-m) (kN-m) (kN) (kN-m) (kN-m) (kN-m)

1 109(4) 1.2 67.8 433.1 -6.3 0.0 0.0 0.0 614 15 0.0 1640 0 0.0 0

Sl. No Design Pressure(kN/m2) Design Pr. at Face of Pedestal side (kN/m2)

Pa Pb Pc Pd Pa Pb Pc Pd AB CD AC BD

1 178 212 61 95 141 174 24 58 108 90 91 108

Load factor for Dead

Load

Check for Bearing pressure

Max.Pr.(kN/m2) [For cases ex/lx+ez/lz >1/6, Roark's Tables are used]

Gross safe bearing capacity

(kN/m2)

Total Pressure (kN/m2)

% of Loss of contact area

Loss of Contact

area (m2)


17-Nov-06 TPR Ashokan 0

Check for Loss of contact Area




Clear cover for bottom reinf.- X Dir 75 mm Eff. depth for bot. reinf. -X Dir (d) = 0.515 mClear cover for bottom reinf. - Z Dir 95 mm Eff. depth for bot reinf. -Z Dir = 0.495 mClear cover to top reinf.- X Dir 75 mm Eff. depth for top reinf. -X Dir = 0.517 mClear cover to top reinf.- Z Dir 85 mm Eff. depth for top reinf. - Z Dir = 0.507 mf1c-Specified compressive strength of concrete 34.4 N/mm2 = 4989.3 PSI

fy-Specified yield strength of steel 412.6 N/mm2 = 59842.8 PSIMin. ratio of reinforcement for footings 0.0018 As per Cl. No:10.5.4 & 7.12.2.1 of ACI-318Hence Ast min =0.0018*600*1000 = 1080.0 mm2/m

Bottom X Dir reinf. diameter(Prov) 20 mm @ 150 mm c/c @ bot => 2094 mm2/m > 1080 Hence okay

Bottom Z Dir reinf. diameter(Prov) 20 mm @ 150 mm c/c @ bot => 2094 mm2/m > 1080 Hence okay

Top X Dir reinf. diameter (Prov) 16 mm @ 150 mm c/c @ Top => 1340 mm2/m > 1080 Hence okay

Top Z Dir reinf. diameter (Prov) 16 mm @ 150 mm c/c @ Top => 1340 mm2/m > 1080 Hence okay

IV-A- FLEXURE CHECKSl. No Bending moment at face of pedestal(kN-m) Ultimate moments (kN-m) Reqd. reinf. in X dir(mm2) Reqd. reinf. In Z dir(mm2) Reinforcement check

AB CD AC BD AB CD AC BD Bottom Top Bottom Top X dir Bot Top Z dir Bot.Top1 175 71 4 5 175 71 4 5 1233 0 28 0 Okay Okay Okay Okay

REINFORCEMENT ARRANGEMENT (Bottom)

20 Dia @ 150 C/C20Dia @150 C/C

Date Approver

17-Nov-06 TPR Ashokan 0

Originator Checker




IV-B- ONE WAY SHEAR CHECKOne way shear check at "d" from Face of Pedestal

Allowable shear stress = φ 2 f1c0.5 As per Cl No: 11.1.1 and Cl. No: 11.3.1 of ACI-318-2002= 0.75* 2 * 4989^0.5 * 0.00689 = 0.731 N/mm2

Sl.No Pressure at "d" distance from face of pedestal (kN/m 2) Shear force ( kN) Shear stress( N/mm2) Shear checkAB CD AC BD AB CD AC BD AB CD AC BD X Dir Z Dir

1 124.48 73.65 section osection outs 149 61 No shea No shear 0.29 0.12 0.00 0.00 Okay Okay

IV-C-TWO WAY SHEAR CHECKPunching shear check at 0.5 d from face of pedestal PUNCHING SHEAR PATTERNPermissible shear stress is minimum of following As per Cl:11.12.2.1 of ACI-318-20021) 0.75* 4* f1

c0.5 = 1.461 N/sq.mm

2) 0.75*[2+ 4/βc] *f1c0.5 = 2.192 N/sq.mm

Hence Permissible shear stress = 1.461 N/sq.mmPunching Perimeter = 4.46 mArea of Fdn. under punching = 1.24 m2 < = (Xc - Xa) * ( Zb- Za)

Co-ordinates of punching rectangular corner Xa = 1.3175 M Xc = 2.4325 MZa = 0.0425 M Zb = 1.1575 M

Punching load = Col. load (i.e Fy+Load Fac* Ped. Wt) - Avg. press. of points a,b,c & d * Area of fdn. under punchingPunching shear stress = Punching Load / [ Punching perimeter * Effective depth of footing ]

Sl. NO Pressure at punching corners (kN/sq.m)a b c d

1 101 132 66 97 330 0.14 Okay

Punching shear

stress (N/mm2)

Punching Shear (kN)

0


Shear check


a

b

c

d

XaXc

Za

Zb

FOSTER WHEELERSUBJECT : FOOTING DESIGN FOR PIPERACK WA15 : CF1 Sheet No : 1 ofPROJECT: PETRORabigh UOU RevCONTRACT NO : 1-14-2410/59 O1SAFETY CALC. YESCALC. NO 2411-8320-CA-WA15-0001

COMBINED FOOTING FOR COLUMNS AT BRACED BAY LOCATIONSI) NOTES

1) Sign convention of forces as per Right Hand Thumb Rule.2) Cells with italic font and/or marked with are inputs.3) In check for sliding, passive pressure along sides of the Footing is NOT considered.4) Forces are reactions of STAAD output. Program internally calculates support loads.5) On a conservative side, the overturning checks are made.

II) FOOTING DATA Left/Top Right/Bot.STAAD Support Joint Numbers 238 239 5 6Density of soil 18 kN/m3

Density of concrete 25 kN/m3

Friction coefficient between soil & foundation 0.40Factor of safety for sliding 1.5Factor of safety for overturning 1.5Height of pedestal(H1) 3.35 mHeight of soil above footing (H3) 0.90 mLength of pedestal (lx) 0.60 m Elevation Along X-Dir.Width of pedestal (lz) 0.60 mDepth of footing (d) 0.60 mCo-ordinates from Left/Top Pedestal CG.Left-Top of Footing x0 -0.50 m

z0 -1.00 mRight-Bot. of Footing x1 7.50 m

z1 1.00 m2nd Pedestal x2 7.00 m

z2 0.00 mLength of footing (Lx) 8 mLength of footing (Lz) 2.0 mHeight of steel column 0 mWt. of footing 240.00 kNWt. of soil over footing 247.54 kNNet allowable bearing pressure 220 kN/m2

Longitudinal axis of footing parallel to 1

FOSTER WHEELER

7ApproverCheckerOriginatorDate


Ele

vatio

n A

long

Z-D

ir.

H3H1

z0X

Z

z1

x0 x1

L3

lx

lz

STAAD X AXIS

STAAD Z AXIS

d

Fy

MzMx

Fz

Fx

SUBJECT : FOOTING DESIGN FOR PIPERACK WA15 : CF1 Sheet No : 2 ofPROJECT: PETRORabigh UOU RevCONTRACT NO : 1-14-2410/59 O1SAFETY CALC. YESCALC. NO 2411-8320-CA-WA15-0001

III) CHECK FOR BEARING PRESSURE & SLIDING

At Left Pedestal At Right Pedestal

1 1.00 1.00 -197.1 365.2 23.7 0.0 0.0 18.8 -141.9 61.5 0.0 0.02 1.00 1.00 262.6 -187.3 -3.3 0.0 0.0 -9.8 642.7 -8.0 0.0 0.03 1.00 1.00 -54.6 129.2 23.7 0.0 0.0 7.3 -18.9 61.0 0.0 0.04 1.00 1.00 226.3 -16.7 -25.3 0.0 0.0 -11.0 705.6 -55.8 0.0 0.05 1.00 0.90 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.06 1.00 0.90 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.07 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.08 1.00 1.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.09 1.00 1.00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.010 1.00 1.00 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Sl. No. CG of Loads from Ped-1 Eccentricity inX Dir (m) Z Dir (m) X Dir (m) Z Dir (m)

1 395.3 -93.5 -778.6 -111.7 -242.8 74.1 197.6 771.2 308.5 1.56 Okay -2.76 0.00 -6.26 0.002 -157.2 13.1 1037.1 672.8 31.6 -38.8 253.0 1003.2 401.3 1.59 Okay 9.13 0.00 5.63 0.003 159.4 -93.6 -215.7 11.3 -240.9 28.8 97.0 658.2 263.3 2.71 Okay 0 0.00 -3 0.004 13.4 100.1 893.8 735.7 220.5 -43.4 230.1 1236.7 494.7 2.15 Okay 7 0.00 3 0.005 27.1 0.0 0.0 27.1 0.0 0.0 0.0 493.1 197.2 No Slide Okay 3.50 0.00 0.00 0.006 27.1 0.0 0.0 27.1 0.0 0.0 0.0 493.1 197.2 No Slide Okay 3.50 0.00 0.00 0.007 30.2 0.0 0.0 30.2 0.0 0.0 0.0 547.8 219.1 No Slide Okay 4 0.00 0 0.008 30.2 0.0 0.0 30.2 0.0 0.0 0.0 547.8 219.1 No Slide Okay 4 0.00 0 0.009 30.2 0.0 0.0 30.2 0.0 0.0 0.0 547.8 219.1 No Slide Okay 3.50 0.00 0.00 0.00

10 30.2 0.0 0.0 30.2 0.0 0.0 0.0 547.8 219.1 No Slide Okay 3.50 0.00 0.00 0.00

Sl. No.

Tot. Fy1 (kN) Tot. Mx1 (kN) FOS


Hor. Resist. (kN)

209 / 238-5228 / 238-5

Fx1 Fy1

215 / 238-5204 / 238-5

Bearing capacity inc. factor

Dead Load FactorLoad Case/Node nos.

Total vertical (kN)

Check for Slide

Fy2 Fz2 Mx2 Mz2

Date7


Fz1 Mx1 Mz1 Fx2

Tot. Mz2 (kN)

Resultant Horiz. (kN)

Tot. Mz1 (kN)

Tot. Fy2 (kN)

Tot. Mx2 (kN)


(Mz) (Mx)1 1775 0.0 1070 -336 1.39 0.44 0.392 161.4 35.3 61.1 -65.0 4.04 194.9 167.9 220 Okay2 -2905 0.0 -1907 45 1.90 0.04 0.260 -35.1 -18.3 143.7 160.5 2.73 171.1 144.1 220 Okay3 518 0.0 332 -334 0.50 0.51 0.317 119.4 -6.0 88.3 -37.1 3.28 134.9 107.9 220 Okay4 -2528 0.0 -1678 321 1.36 0.26 0.299 -61.5 58.8 95.8 216.0 2.98 230.4 203.4 220 Okay5 0 0.0 0 0 0.00 0.00 0.000 30.8 30.8 30.8 30.8 1.00 30.8 3.8 220 Okay6 0 0.0 0 0 0.00 0.00 0.000 30.8 30.8 30.8 30.8 1.00 30.8 3.8 220 Okay7 0 0.0 0 0 0.00 0.00 0.000 34.2 34.2 34.2 34.2 1.00 34.2 7.2 220 Okay8 0 0.0 0 0 0.00 0.00 0.000 34.2 34.2 34.2 34.2 1.00 34.2 7.2 220 Okay9 0 0.0 0 0 0.00 0.00 0.000 34.2 34.2 34.2 34.2 1.00 34.2 7.2 220 Okay

10 0 0.0 0 0 0.00 0.00 0.000 34.2 34.2 34.2 34.2 1.00 34.2 7.2 220 Okay

Sl. No. Overturning Moment (kN-m) Restoring moment (kN-m) FOS Check Overturning moment (kRestoring moment (kN-FOS CheckRight Left Right Left Right Left Right Left Top Bot. Top Bot. Top Bot. Top Bot.

1 760 1070 4915 3085 6.5 2.9 Okay Okay 448 112 883 1219 2.0 10.9 Okay Okay2 1907 1077 4013 6996 2.1 6.5 Okay Okay 157 202 1205 1160 7.7 5.7 Okay Okay3 187 332 3151 2633 16.9 7.9 Okay Okay 334 0 658 993 2.0 N.O.T Okay Okay4 1678 850 4947 7475 2.9 8.8 Okay Okay 0 321 1557 1237 N.O.T 3.9 Okay Okay

0 0 1972 1972 N.O.T N.O.T Okay Okay 0 0 493 493 N.O.T N.O.T Okay Okay6 0 0 1972 1972 N.O.T N.O.T Okay Okay 0 0 493 493 N.O.T N.O.T Okay Okay7 0 0 2191 2191 N.O.T N.O.T Okay Okay 0 0 548 548 N.O.T N.O.T Okay Okay8 0 0 2191 2191 N.O.T N.O.T Okay Okay 0 0 548 548 N.O.T N.O.T Okay Okay9 0 0 2191 2191 N.O.T N.O.T Okay Okay 0 0 548 548 N.O.T N.O.T Okay Okay

10 0 0 2191 2191 N.O.T N.O.T Okay Okay 0 0 548 548 N.O.T N.O.T Okay Okay

N.O.T - No Overturning.


7Date Originator Checker Approver

Pressure at corners(in kN/m2)ex/Lx + ez/Lzex (m)

All. Bearing pr. (kNSl. No.

Total-Mz (kN-m)

Total-Mx (kN-m)

Check bearing pr.

ez (m)Add. Moment in (kN-m)Top Left

Bottom Left

Top Right

Bottom Right

Roark's coefficient

Total gross

pr. (kN/m2)Net

pr.(kN/m2)


IV) STRENGTH DESIGN OF FOOTINGIV-A) INPUTS

Clear cover for reinforcement = 75 mmGrade of concrete = 5000 PSI = 34.4 N/mm2

Grade of steel = 60000 PSI = 412.6 N/mm2

Eff. depth of footing X Dir -Bot. = 0.513 mEff. depth of footing Z Dir -Bot. = 0.488 mEff. depth of footing X Dir -Top = 0.517 mEff. depth of footing Z Dir -Top = 0.501 mMin. ratio of reinf. for footings = 0.0018 As per Cl. No:10.5.4 & 7.12.2.1 of ACI-318

Hence Ast min =0.0018*600*1000 = 1080.0 mm2/m

Bottom X Dir reinf. diameter(Prov) 25 mm @ 150 mm c/c @ bot => 3272 mm2/m > 1080 Hence okay

Bottom Z Dir reinf. diameter(Prov) 25 mm @ 150 mm c/c @ bot => 3272 mm2/m > 1080 Hence okay

Top X Dir reinf. diameter (Prov) 16 mm @ 150 mm c/c @ Top => 1340 mm2/m > 1080 Hence okay

Top Z Dir reinf. diameter (Prov) 16 mm @ 150 mm c/c @ Top => 1340 mm2/m > 1080 Hence okay

Allowable one way shear stress = φ 2 f1c0.5 Cl No: 11.1.1 and Cl. No: 11.3.1

= (0.75*2*5000^0.5)*0.006877= 0.729 N/mm2

1 0.90 -93.5 113.2 38.2 0.0 0.0 9.5 -173.1 99.5 0.0 0.02 1.20 -263.2 437.3 37.2 0.0 0.0 24.2 -263.1 101.1 0.0 0.03 0.90 -93.5 113.2 38.2 0.0 0.0 9.5 -173.1 99.5 0.0 0.04 1.20 -263.2 437.3 37.2 0.0 0.0 24.2 -263.1 101.1 0.0 0.05 1.20 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.06 0.90 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.07 1.20 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.08 1.40 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.09 1.20 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

10 0.90 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Sl. No.

Checker Approver


115 (238-5)109 (238-5)115 (238-5)109(238-5)

Load case/node nos

7

Mx2

Date Originator

Mz1 Fx2 Fy2 Fz2Mx1Dead load

Mz2Fx1 Fy1 Fz1


IV-B) DESIGN ALONG LONGITUDINAL DIRECTION FOR BM & ONE WAY SHEAR

Add. Moment Total Moment Pressure at(kN/m2)

Mz (kN-m) Mz (kN-m) Left Right1 140.3 -150.9 -369.4 -145.9 -393.0 37.6 181.526 178.026 1002 670 31.1 -31.82 473.5 -146.8 -1039.7 -227.0 -399.2 95.6 -6.443 -9.943 2452 1507 86.1 -55.33 140.3 -150.9 -369.4 -145.9 -393.0 37.6 181.526 178.026 1002 670 31.1 -31.84 473.5 -146.8 -1039.73 -227.0 -399.2 95.6 -6.443 -9.943 2452 1507 86.1 -55.35 36.2 0.0 0.00 36.2 0.0 0.0 3.500 0.000 0.0 0.0 4.5 4.56 27.1 0.0 0.0 27.1 0.0 0.0 3.500 0.000 0 0 3.4 3.47 36.2 0.0 0.00 36.2 0.0 0.0 3.500 0.000 0.0 0.0 4.5 4.58 42.2 0.0 0.00 42.2 0.0 0.0 3.500 0.000 0.0 0.0 5.3 5.39 36.2 0.0 0.00 36.2 0.0 0.0 3.500 0.000 0.0 0.0 4.5 4.5

10 27.1 0.0 0.00 27.1 0.0 0.0 3.500 0.000 0.0 0.0 3.4 3.4

Shear Force (kN) Bending Moment (kN-m)Sl. No. Pr. At Ped. (kN/m2) At Left Ped. At Bot. Ped. At Left pedestal At Right Pedestal

Left Ped. Right Ped. Just Left At centre Just Left Just Right Just Left At centre Just Left Just Right

1 27.1 -27.8 29.1 -111.2 -116.1 29.8 7.4 376.8 30 -7.62 77.2 -46.4 81.7 -391.9 -176.1 50.8 20.8 1060.5 82 -13.13 27.1 -27.8 29.1 -111.2 -116.1 29.8 7.4 376.8 30 -7.64 77.2 -46.4 81.7 -391.9 -176.1 50.8 20.8 1060.5 82 -13.15 4.5 4.5 4.5 -31.7 31.7 -4.5 1.1 1.1 1 1.16 3.4 3.4 3.4 -23.7 23.7 -3.4 0.8 0.8 1 0.87 4.5 4.5 4.5 -31.7 31.7 -4.5 1.1 1.1 1 1.18 5.3 5.3 5.3 -36.9 36.9 -5.3 1.3 1.3 1 1.39 4.5 4.5 4.5 -31.7 31.7 -4.5 1.1 1.1 1 1.1

10 3.4 3.4 3.4 -23.7 23.7 -3.4 0.8 0.8 1 0.8



CG of loads from Left ped. (m)

Eccentricity (m)

Tot. Fy1 (kN)

Tot Mx1 (kN-m)

Tot Mz1 (kN-m)

Tot. Fy2 (kN)

Tot Mz2 (kN-m)

Tot. Mx2 (kN-m)Sl. No.


1 376.8 2007.8 6545 Okay -7.6 39.7 2681 Okay 116.1 0.113 Okay2 1060.5 5804.2 6545 Okay -13.1 68.1 2681 Okay 391.9 0.382 Okay3 376.8 2007.8 6545 Okay -7.6 39.7 2681 Okay 116.1 0.113 Okay4 1060.5 5804.2 6545 Okay -13.1 68.1 2681 Okay 391.9 0.382 Okay5 1.1 5.9 6545 Okay 0.0 0.0 2681 Okay 31.7 0.031 Okay6 0.8 4.5 6545 Okay 0.0 0.0 2681 Okay 23.7 0.023 Okay7 1.1 5.9 6545 Okay 0.0 0.0 2681 Okay 31.7 0.031 Okay8 1.3 6.9 6545 Okay 0.0 0.0 2681 Okay 36.9 0.036 Okay9 1.1 5.9 6545 Okay 0.0 0.0 2681 Okay 31.7 0.031 Okay

10 0.8 4.5 6545 Okay 0.0 0.0 2681 Okay 23.7 0.023 Okay

IV-C) DESIGN ALONG TRANSVERSE DIRECTION FOR BM & ONE WAY SHEARCantilever Projection of footing 0.7 m

Mx1 31.1 101.97 133.03 32.59 180.50 93.12 0.19 Okay2 86.1 102.38 188.45 46.17 255.98 131.92 0.27 Okay3 31.1 101.97 133.03 32.59 180.50 93.12 0.19 Okay4 86.1 102.38 188.45 46.17 255.98 131.92 0.27 Okay5 4.5 0.00 4.52 1.11 6.12 3.17 0.01 Okay6 3.4 0.00 3.39 0.83 4.59 2.37 0.00 Okay7 4.5 0.00 4.52 1.11 6.12 3.17 0.01 Okay8 5.3 0.00 5.28 1.29 7.14 3.69 0.01 Okay9 4.5 0.00 4.52 1.11 6.12 3.17 0.01 Okay

10 3.4 0.00 3.39 0.83 4.59 2.37 0.00 Okay



Check

Pr. Due to Trans.Moment

(kN/m2)

Sl. No. Ast

pro.(mm2)

Check Max. shear (kN)

Shear stress

(N/mm2)

CheckBot Moment (kN-m)

Ast reqd (mm2)

Shear (kN)Shear Stress

(N/mm2)

Ast reqd

(mm2)

Ast reqd

(mm2)

Ast

pro.(mm2)

Check Top Moment (kN)

Sl. No.

Max. Pr due to Ver. Load + Long. Moment

(kN/m2)

Total pressure

(kN/m2)

BM at face of ped. (kN-m)


III-C) TWO WAY SHEAR CHECKPunching shear check at 0.5 d from face of pedestalPermissible shear stress is minimum of following

1) 0.75* 4* f1c0.5 = (0.75*4*5000^0.5)*0.006877 = 1.459 N/mm2

2) 0.75*[2+ 4/βc] *f1c0.5 = (0.75*(2+4/1.000)*5000^0.5)*0.006877 = 2.195 N/mm2

Where β - Ratio of long side to short side of the column = 1.000Hence allowable shear stress = 1.459 N/mm2

Length of punching periphery = 3.425 mSl. No. Check

1 140.3 0.08 Okay2 473.5 0.27 Okay3 140.3 0.08 Okay4 473.5 0.27 Okay5 36.2 0.02 Okay6 27.1 0.02 Okay7 36.2 0.02 Okay8 42.2 0.02 Okay9 36.2 0.02 Okay

10 27.1 0.02 Okay

Diagrams of 1st Load Case of Table.

Left Ped.

DESIGN PRESSURE DIAGRAM SHEAR FORCE DIAGRAM BENDING MOMENT DIAGRAM

[BM diagram is drawn as line, instead of curve, on an approximate]



Max. col. Load (kN)

Pun. Shear

stress (N/mm 2)

29.1

-111.2

-116.1

29.8 7.4

376.8

30

-7.6

140.3 -

31.1

-31.8

K1 OF K1


CONTRACT NO : 1-14-2410/59 O1 16-Nov-06 TPR ASHOKAN

PROJECT: PETRORabigh, UOU PROJECT Rev Date

FOSTER WHEELERSUBJECT : PIPE RACK WA15 - DESIGN CALCULATIONS Sheet No :

DESIGN OF PEDESTAL-PD1

APPENDIX J

SAFETY CALC. YES

CALC. NO 2411-8320-CA-WA15-0001

1 STRENGTH DESIGN OF PEDESTAL (Ref. ACI 318-2005)

Critical STAAD file :

Critical Node :

Critical Load Case :

Axial Force (Fy) at Pedestal level, Pu = kN (From support reactions, Section 3)

Width of Pedestal, b = mm

Depth of Pedestal, h = mm

Effective depth, d = mm

Area of cross section of Pedestal, Ag = mm²

Grade beam is designed as short column with axial force(tension/compression) with bending.

Yield Strength of Steel, fy = N/mm² = psi

Characteristic strength of Concrete, f'c = N/mm² = psi

Height of pedestal from centre of

Grade Beam, H = m

a) Tension with bending

Resultant Shear Force (Fx) at Pedestal level = kN (From support reactions, Section 3)

Mu = Fx*H = kNm

Moment co-efficient, Φ =

Mn' = (Mu-Pu(d-h/2))/Φ = kNm

Pn = Pu/Φ = kN

K = Mn'/(bd²f'c) =

z/d = 0.5+(0.25-K/1.7)^0.5 = Shall not exceed 0.95

z/d =

Area of steel required Ast = Mn'/(fy*d(z/d)) + (Pn/fy) =

So longitudinal bars required,

Providing reinforcement of : nos of mm dia.

Area of steel required, Ast = Safe

Provide on sides the same reinforcement

Total no of bars required : nos of mm dia.Minimum reinforcement, 0.5% Ag = mm2

So Ast provided = mm2

Ties reqired,Providing mm dia. barsSpacing, as per ACI 318, Cl. 7.10.5.2Minimum of 16 *Longitudinal bars = mm48*Tie dia. = mmLeast lateral dimension = mm

Provide mm dia. Bars @ mm c/c.

CALC. NO 2411-8320-CA-WA15-0001


16-Nov-06 TPR ASHOKAN

SAFETY CALC. YES

DatePROJECT: PETRORabigh, UOU PROJECT Rev

CONTRACT NO : 1-14-2410/59 O1

mm2

0.99

3

433 mm²

320480

20

360000

0.95

5

600.0


WA15

10.0

61.11

0.01

1570.8

0

18005027 Safe

-55.0

10.0 150

Fx (kN)

Fy (kN)

Fz (kN)

mx (kNm)

69.00 -55.00 4.00

mz (kNm)

61.88

35 5089

1.825

126.14

600.0

420 61073

69.1

16 20

0.90

540.0

115

600

0

CALC. NO 2411-8320-CA-WA15-0001



SAFETY CALC. YES


CONTRACT NO : 1-14-2410/59 O1


b) Compression with bending

Axial Force (Fy) at Pedestal level, Pu = kN (From support reactions, Section 3)Width of Pedestal, b = mmDepth of Pedestal, h = mmEffective depth, d = mmArea of cross section of Pedestal, Ag = mm²


Mu = Fx*H = kNm

Moment co-efficient, Φ = 0.9-(0.2Pu/0.1f'cAg) =

Mn' = (Mu+Pu(d-h/2))/Φ = kNm

Pn = Pu/Φ = kN

K = Mn'/(bd²f'c) =


z/d =

Area of steel required Ast = Mn'/(fy*d(z/d)) - (Pn/fy) =

So longitudinal bars required,Providing reinforcement of : nos of mm dia.Area of steel required, Ast = SafeProvide on sides the same reinforcementTotal no of bars required : nos of mm dia.Minimum reinforcement, 0.5% Ag = mm2




mm²

174.8

530.02

0.03

0.98

0.95

mz (kNm)

Fx (kN)

Fy (kN)

Fz (kN)

mx (kNm)

70.00 440.00 6.00 0

540.0

0

440.0600.0

0.83

70.3

128.22

Safe

10.0

201570.8 mm2

16 20

5027

480600

10.0 150

5

320

1800

360000

600.0

451

K1 OF K1


CONTRACT NO : 1-14-2410/59 O1 16-Nov-06 TPR Ashokan

PROJECT: PETRORabigh, UOU PROJECT Rev Date


DESIGN OF PEDESTAL-PD2

APPENDIX J

SAFETY CALC. YES

CALC. NO 2411-8320-CA-WA15-0001

1 STRENGTH DESIGN OF PEDESTAL (Ref. ACI 318-2005)

Critical STAAD file :

Critical Node :

Critical Load Case :

Axial Force (Fy) at Pedestal level, Pu = kN (From support reactions, Section 3)

Width of Pedestal, b = mm

Depth of Pedestal, h = mm

Effective depth, d = mm

Area of cross section of Pedestal, Ag = mm²

Grade beam is designed as short column with axial force(tension/compression) with bending.

Yield Strength of Steel, fy = N/mm² = psi

Characteristic strength of Concrete, f'c = N/mm² = psi

Height of pedestal from centre of

Grade Beam, H = m

a) Tension with bending


Mu = Fx*H = kNm

Moment co-efficient, Φ =

Mn' = (Mu-Pu(d-h/2))/Φ = kNm

Pn = Pu/Φ = kN

K = Mn'/(bd²f'c) =


z/d =

Area of steel required Ast = Mn'/(fy*d(z/d)) + (Pn/fy) =

So longitudinal bars required,

Providing reinforcement of : nos of mm dia.

Area of steel required, Ast = Safe

Provide on sides the same reinforcement

Total no of bars required : nos of mm dia.Minimum reinforcement, 0.5% Ag = mm2




109

600

0

103.8

16 25

0.90

537.5

85.17

35 5089

3.35

347.77

600.0

420 61073

10.0 150

Fx (kN)

Fy (kN)

Fz (kN)

mx (kNm)

101.00 -263.00 24.00

mz (kNm)

WA15

10.0

292.22

0.01

2454.4

0

18007854 Safe

-263.0

600.0


360000

0.95

5

1093 mm²

400480

25

O1

mm2

0.99

5

SAFETY CALC. YES


CONTRACT NO : 1-14-2410/59



CALC. NO 2411-8320-CA-WA15-0001


O1

SAFETY CALC. YES


CONTRACT NO : 1-14-2410/59



CALC. NO 2411-8320-CA-WA15-0001

b) Compression with bending

Axial Force (Fy) at Pedestal level, Pu = kN (From support reactions, Section 3)Width of Pedestal, b = mmDepth of Pedestal, h = mmEffective depth, d = mmArea of cross section of Pedestal, Ag = mm²


Mu = Fx*H = kNm

Moment co-efficient, Φ = 0.9-(0.2Pu/0.1f'cAg) =

Mn' = (Mu+Pu(d-h/2))/Φ = kNm

Pn = Pu/Φ = kN

K = Mn'/(bd²f'c) =


z/d =

Area of steel required Ast = Mn'/(fy*d(z/d)) - (Pn/fy) =

So longitudinal bars required,Providing reinforcement of : nos of mm dia.Area of steel required, Ast = SafeProvide on sides the same reinforcementTotal no of bars required : nos of mm dia.Minimum reinforcement, 0.5% Ag = mm2




5

400

1800

360000

600.0

988

480600

10.0 150

Safe

10.0

252454.4 mm2

16 25

7854

0.75

89.4

299.63

537.5

0

940.0600.0

88.00 940.00 16.00 0

Fx (kN)

Fy (kN)

Fz (kN)

mx (kNm)

mz (kNm)

mm²

427.4

1252.01

0.07

0.96

0.95

pipe rack design

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