Pipe Rack Design

CONTR CONTRAC ACT T NO: NO:

1-14 1-14-2 -241 410/ 0/59 59

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

CL CLIENT:

PETRORabigh

SAFETY CALCULATION: YES

PROJECT PROJECT TITLE: TITLE: PETRORabigh PETRORabigh - UOU UOU PROJECT PROJECT DIS DISCI CIP PLINE LINE::

COMP. PROG:

EXCEL

CIV CIVIL & STR STRUC UCTU TURA RAL L ENG ENGIINEER NEERIING CALCULATION CLASS: 1

DSN NO: PAGE:

6598 1 OF

SUBJECT

WEST AREA PIPE RACK - WA15, DESIGN CALCULATIONS

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

REV

DATE

O1

5-Jan-07

DESCRIPTION Issued For Comments

ORIGINATOR

CHECKER

TPR

Ashokan

APPROVER

FOSTER WHEELER SUBJECT : PROJECT: CONTRACT NO : SAFETY CALC. CALC. NO

PIPE RACK AREA, WA15 - DESIGN CALCULATIONS PETRORabigh, UOU PROJECT 1-14-2410/59 YES 2411-8320-CA-WA15-0001

Rev O1

Date 17-Nov-06

Sheet No : Originator Checker TPR

Ashokan

CONTENTS

SECTION

SUBJECT

SHEET NO

1.0

SCOPE

2

2.0

REFERENCES

2

3.0

DESIGN DATA

2

4.0

DESIGN BASIS

2

5.0

LOADS & LOAD COMBINATIONS

3

6.0

STAAD MODEL

7

7.0

ANALYSIS & DESIGN

7

8.0

SUMMARY

8

APPEN PPEND DIX - A

Typi Typica call cros cross s sec section ion of the Pipe Pipera rack ck

A1

APPENDIX - B

Piping stress report

B1 to B7

APPENDIX - C

Wind Load Calculation

C1 To C2

APPENDIX - D

Seismic analysis-load data

D

APPEN PPEND DIX - E

Effe Effect ctiv ive e Leng Lengtth Fac Factor Calcu lculat lation ion

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

1 of 8 Approver


1.0


Rev O1

Date 17-Nov-06


2 of 8 Approver

Ashokan

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

2.0

REFERENCES 2.1

2.2

2.3

3.0

Codes & Standards Industry Codes and Standards AISC -LRFD ASCE 7 - 02 Saudi Aramco Standards SAES-A-112 SAES-A-204 SAES-M-100 SAES-M-001-AMD (R2) SABP-006 SABP-007 Project Standards 2411-8310-DI-0001

- Civil Disipline Design Instruction

Drawings 2411-8320-46-O000-0001 2411-8310-43-O000-0001 2411 411-823 -8230 0-46-46-C CA00-0 00-003 031 1 2411-8230-01-CA00-0001 2411- 8230-02-CA00-0001 8230-02-CA00-0001

-

Other References 2411-8230-01-O000-0001 2411-8230-02-O000-0001

- Overall Plot Plan - Overall UOU Scope- Area Key plan

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

Meteorological and Seismic Design Data Preparation of Structural Calculations Saudi Aramco Building Code Structural Design criteria for Non-building structures Wind loads on Piperacks and Open frame structures. Steel piperack design.

Steel work-General Notes Civil General Notes Pipin iping g lay layou outt- Cons onstructi uction on area area--CA10A10-R Rack ack sec secti tion on Plot Pl Plan- Co Construction ar area -C -CA00 Central Sub area Plot plan Keyplan

DESIGN DATA 3.1 Material Data The grade of structural steel used shall confirm EN10025 S355J0. 2 2 The yield strength of the steel is assumed to be 355N/mm and 275N/mm for beam and angle sections respectively. European sections are used for the member design. The European sections 3.2 Soil Data The The soil soil data data is obta obtain ined ed from from "The "The Geo Geo Tech Techni nica call Inve Invest stig igat atio ion n & surv survey ey repo report rt " by Osai Osaimi mi Engi Engine neer erin ing, g, Saud Saudii Arab Arabia ia.. A deta detail iled ed stud study y and and a thor thorou ough gh inve invest stig igat atio ion n has has been been carr carrie ied d out out by them them and and all all nece necess ssar ary y data data requ requir ired ed for for foun founda dati tion on desi design gn like like Soil Soil para parame mete ters rs and and loca locati tion on of exis existi ting ng and and new new bore bore hole holes s are are obta obtain ined ed from from the the same same repo report rt and and take taken n into into acco accoun untt for for foundation and analysis for this rack. 3.3

4.0

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

DESIGN BASIS Description of the Structure The WA15 piperack is a steel structure and is located in the West Area of PETRORabigh 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 section of the piperack is attached in Appendix A. The pipe rack is supported with Isolated and combined footings



Rev O1

Date 17-Nov-06


3 of 8 Approver

Ashokan

Location of piperacks is represented in key plan Dwg no: 2411-8230-02-CA00-0001. Design Philosophy Piperack structure is modeled as a 3-dimensional frame. The columns are considered as pinned at base. The structure is analyzed through STAAD PRO 2004 for dead load, operating load, hydro-test load and surge load of pipe, dead load of cable tray, wind load and seismic load on structure and their various combinations. It is designed as per AISC-Manual of Steel Construction - LRFD 3rd edition. 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. 5.0

LOADS & LOAD COMBINATIONS 5.1

Primary Load Cases Load Case (Staad) 1 2 3 4

5.2

Description SEISMIC LOAD +X SEISMIC LOAD -X SEISMIC LOAD +Z SEISMIC LOAD -Z

EX E-X EZ E-Z

11 12

DEAD LOAD (Self Weight of Structure) OPERATING LOAD-PIPING/EQUIPMENT

DS DO

21

DEAD LOAD - PIPING / EQUIPMENT

DE

22

TEST LOAD- PIPING/EQUIPMENT

DT

31 32

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

AF1 AF2

33 34 35

FRICTION LOAD IN +VE DIR. FRICTION LOAD IN -VE DIR. TEMPERATURE LOAD

FT1 FT2 T

41 42

WIND LOAD +Z WIND LOAD -Z

WZ W- Z

51 52

SURGE LOAD +X SURGE LOAD -X

SX S-X

Load Combinations

a) For Strength check

The piperack is designed based on Strength Design ( LRFD )method. The Load combinations and 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 1.4(Dead Load +Operating Load+anchor Load)+0.23 Friction Load+1.4 Temperature Load 101 1.4(DS+D0+AF1)+0.23FT1+1.4T 102 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)+1.6W Z 104 1.2(DS+DO+AF1)+1.6W -Z 105 1.2(DS+DO+AF1)+1.0E X 106 1.2(DS+DO+AF1)+1.0E -X 107 1.2(DS+DO+AF1)+1.0E Z 108 1.2(DS+DO+AF1)+1.0E -Z 109 1.2(DS+DO+AF2)+1.6W Z 110 1.2(DS+DO+AF2)+1.6W -Z 111 1.2(DS+DO+AF2)+1.0E X 112 1.2(DS+DO+AF2)+1.0E -X 113 1.2(DS+DO+AF2)+1.0E Z 114 1.2(DS+DO+AF2)+1.0E -Z



Rev O1

Date 17-Nov-06


Ashokan

0.9 Dead Load + 1.6Wind 115 0.9(DS+DE)+1.6W Z 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+1.0S X 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)+1.0S X 131 1.2(DS+DO+AF1)+1.0S -x 132 1.2(DS+DO+AF2)+1.0S X 133 1.2(DS+DO+AF2)+1.S -x 1.4(Dead Load +Operating Load+anchor Load)+0.23 Friction Load+1.4 Temperature Load 151 1.4(DS+D0+AF1)+0.47FT1+1.4T 152 1.4(DS+D0+AF2)+0.47FT2+1.4T 1.4(Dead Load +Operating Load+anchor Load)+0.23 Friction Load+1.4 Temperature Load+1.0(Surge Load) 153 1.4(DS+D0+AF1)+0.47FT1+1.4T+1.0S X 154 1.4(DS+D0+AF2)+0.47FT2+1.4T+1.0S -X b) For Serviceability check

1.0(Dead Load +Operating Load+anchor Load)+0.17 Friction Load+1.0 Temperature Load 201 1.0(DS+D0+AF1)+0.17FT1+1.0T 202 1.0(DS+D0+AF2)+0.17FT2+1.0T 1.0(Dead+Operating Load+Anchor)+ (1.0Wind or 0.7 Seismic Load) 203 1.0(DS+DO+AF1)+1.0W Z 204 1.0(DS+DO+AF1)+1.0W -Z 205 1.0(DS+DO+AF1)+0.7E X 206 1.0(DS+DO+AF1)+0.7E -X 207 1.0(DS+DO+AF1)+0.7E Z 208 1.0(DS+DO+AF1)+0.7E -Z 209 1.0(DS+DO+AF2)+1.0W Z 210 1.0(DS+DO+AF2)+1.0W -Z 211 1.0(DS+DO+AF2)+0.7E X 212 1.0(DS+DO+AF2)+0.7E -X 213 1.0(DS+DO+AF2)+0.7E Z 214 1.0(DS+DO+AF2)+0.7E -Z 1.0 Dead Load + 1.0Wind 215 1.0(DS+DE)+1.0W Z 216 1.0(DS+DE)+1.0W -Z

4 of 8 Approver



Rev O1

Date 17-Nov-06


5 of 8 Approver

Ashokan

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)+0.5E X 222 0.9(DS+DE)+0.5E -X 223 0.9(DS+DE)+0.5E Z 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 1.0(Dead Load +Operating Load+anchor Load)+0.17 Friction Load+1.0 Temperature Load+1.0(Surge Load) 228 1.0(DS+D0+AF1)+0.17FT1+1.0T+1.0S X 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)+1.0S X 231 1.2(DS+DO+AF1)+1.0S -x 232 1.2(DS+DO+AF2)+1.0S X 233 1.2(DS+DO+AF2)+1.S -x 1.0(Dead Load +Operating Load+anchor Load)+0.33 Friction Load+1.0 Temperature Load 251 1.0(DS+D0+AF1)+0.33FT1+1.0T 252 1.0(DS+D0+AF2)+0.33FT2+1.0T 1.0(Dead Load +Operating Load+anchor Load)+0.33 Friction Load+1.0 Temperature Load+1.0(Surge Load) 253 1.0(DS+D0+AF1)+0.33FT1+1.0T+1.0S X 254 1.0(DS+D0+AF2)+0.33FT2+1.0T+1.0S -X

5.3

Load Calculations

5.3.1 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. 5.3.2 Piping Loads The preliminary piping loads are taken as per Stress Input Load Data and is shown in Appendix B. a) Dead Load Th 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. 2

For pipes less than 12" and for future load, a load intensity of 1.91 kN/m 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 Load c1) 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.



Rev O1

Sheet No : Originator Checker

Date 17-Nov-06

TPR

6 of 8 Approver

Ashokan

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 structure As per the SABP-007, Cl.4.4.3 and SAES-A-112 Table1, design temperature of 38 Highest one day mean temperature, Lowest one day mean temperature, Metal temperature due to sun heating, (Thigh-Tlow)+Tmetal Design temperature =

Thigh Tlow Tmetal

= = = =

35 17 20 38

O

C is used in the calculation.

0

C C 0 C 0 C 0

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 Load The 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. 5.4

Wind Loads

5.4.1 Wind Loads on Frame The 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, except for 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 Pipes Wind 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. 5.5

Seismic Loads

Seismic Load calculation is based on ASCE 7-02. Seismic data is as per as per SAES-A-112 Rev. D2. All gravity loads (self weight, piping dead load, equipment dead load(if any), piping opereating load and equipment operating load(if any), cable tray dead load) are considered for the Base shear calculation.(Refer Appendix -D) 6.0

STAAD MODEL The sketches of staad model is attached in Appendix-F

7.0

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

7.1

Analysis and design of foundation

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

7.2 Analysis and design of beams 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

7.3 Analysis and design of Columns The 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.


8.0


Rev O1

Date 17-Nov-06


7 of 8 Approver

Ashokan

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

9.0

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

10.0

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

11.0

Summary

11.1.a

Interaction ratio's of critical members for WA15

Member

Interaction ratio

Load Case

HEA400

27

0.619

104

HE300B

523

0.790

110

IPE360 HEA280 IPE360

155 131 128

0.864 0.598 0.408

104 110 110

IPE360 HEA280 IPE360

291 290 289

0.790 0.570 0.412

104 110 110

HE140A IPE300 IPE300

320 264 183

0.540 0.440 0.550

103 153 125

IPE300 IPE450

255 103

0.240 0.400

110 102

IPE360 IPE450 IPE300

487 94 272

0.120 0.600 0.250

125 125 110

IPE300

323

0.190

129

IPE360 IPE300 HE280A

558 301 374

0.190 0.068 0.200

109 110 110

HEA280 IPE300

540 368

0.56 0.1

128 104

IPE400 -Tee IPE400

484 570

0.68 0.372

128 129

L130X130X12 L130X130X12

500 506

0.761 0.56

110 129

Item Columns Columns Main Transverse bent beams @ EL. +5.90m Main beams Main Transverse bent beams @ EL. +10.500m Main Beams at braced bay Anchor beam Main beams Non- braced bay Main Transverse bent beams @ EL. +12.400m Main Beams at braced bay Anchor beam Main beams Non- braced bay Main Transverse bent beams @ EL. +14.0m Main beams Intermediate Transverse beams @ EL. +10.50 Intermediate Transverse beams @ EL. +12.40 Main longitudinal beams @EL. +10.500 Main Longitudinal beams Main Longitudinal beams Main 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 All bracings Bottom bracing Horizontal Bracing Bracing @ EL. 10.500 m Bracing @ EL. 12.500 m

b)

Section

Displacement / Deflection of Structure

Z-direction displacement (For beams) For beams at anchor bays Length Absolute X Displacement Level (m) Node Case Disp. Lvl. 10.50 7 70 253 1.802 Lvl. 12.40 7 22 253 3.215

Disp. 14 14



Rev O1

Y-direction displacement (For beams) Length Absolute Y Displacement Level (m) Node Case Disp. Lvl. 10.50 7 78 230 12 Lvl.12.40 7 92 226 24

Date 17-Nov-06


Ashokan

Disp. 29 29

X-direction displacement (For Columns) Height Absolute Z Displacement Level (m) Node Case Disp Allowable Lvl. 10.50 6.95 19 210 37.00 70 Lvl. 10.50 7.18 28 210 48.00 72 Lvl. 10.50 9.27 37 204 56.00 93 Lvl. 12.4 8.85 21 210 45.00 89 Lvl. 12.4 9.07 30 210 55.00 91 Lvl. 12.4 11.17 39 204 62.50 112

c)

Anchor beam- Interaction ratio check

Beam no

mnz (kNm)

MNZ (kNm)

mny (kNm)

MNY (kNm)

pnt/pnc (kNm)

131 290

109.76 139.72

253.31 253.31

17.58 0.10

115.24 115.24

16.12 18.36

Where mnz MNZ mny MNY pnt PNT pnc PNC

= = = = = = = =

Actual Bending Moment in Z dir. Design Bending Moment in Z dir. Actual Bending Moment in Y dir. Design Bending Moment in Z dir. Actual axial capacity in compression Design compressive force Actual axial capacity in tension Design tensile force

PNT/PN C (kNm) 678.00 493.41

r=(mnz/MNZ)+(mny*2/MNY) +(pnt/PNT) 0.76 0.59

8 of 8 Approver



Rev O1

1 of 2 Sheet No : Date Originator Checker Approver TPR Ashokan 17-Nov-06

APPENDIX - A Typical cross section of the Piperack

CALC. NO:

B36 M BE - 867623

Rev

0



Rev O1

2 of 2 Sheet No : Date Originator Checker Approver TPR Ashokan 17-Nov-06

FOSTER WHEELER SUBJECT :

PIPE RACK AREA, WA15 - DESIGN CALCULATIONS

PROJECT:

RABIGH DEVELOPMENT PROJECT, Saudi Arabia

CONTRACT NO : 1-14-2410/59 SAFETY CALC.

YES

CALC. NO

2411-8320-CA-WA15-0001

Sheet No : Rev

Date

Originator

Checker

O1

17-Nov-06

TPR

Ashokan

Approver

APPENDIX - B Piping stress report ( Received from Stress Dept. on 7th November 2006 )

CALC. NO:

B36 M BE - 867623

Rev

0

Project:Petro-Rabigh Piping Load Data Sheet

Pipe Support Load Data Sheet for Elevation _10.5 m (AREA WA-15) For Non analysed lines along Grid S10-S20 SL. No.

Service

Grid From - To

1

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

2

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

3

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

4

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

5

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

6

8"-G-O000-017-3CC1P01-NI

Between S3 and S20 Between S5 and S20 Between S3 and S20 Between S5 and S20 Between S5 and S20

Operating wt (KN/M) Vertically Down (G)

Hydrotest wt (KN/M) Vertically Down (Q)

0.272

0.272

0.277

0.277

0.111

0.111

3(0.55)

0.111

0.157

3(0.55)

0.111

0.157

Axial Operating support loads Fz at Rack Grids (KN) [ Note-7] S10

S11

S12

S13

S15

S16

Remarks S17

S18

S19

3(0.55) Stress analysed line

NORTH

NOTE : 1. 2. 3. 4. 5. 6. 7. 8.

OVER ALL REPORT FOR WA15.xls

S14

All Forces are in KN until and unless specified. G= Permanent load (Maximum of Sustained and operating) Q= Test load X,Y and Z are the direction of force Combination of above loads are to be carried out by Structural Designer. Horizontal load of 30% of Vertical load to be considered for the non-analysed lines Number in paranthesis indicates the maximum seismic load.(without combination with operating load) . 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.

Page 1 of 1

Z

Y (UP

X

Project: Petro-Rabigh Piping Load Data Sheet

Date: 14/09/2006

SL. No.

Service

Grid From - To

1

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

2

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

3

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

4

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

5

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

6

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

7

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

8

24"-MS-O000-017-3CS1P05-IH

9

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

10

8"-HS-O000-018-6CS1P05-IH

Between Grid S5 and S20 Between Grid S5 and S20 Between Grid S5 and S20 Between Grid S5 and S20 Between Grid S5 and S20 Between Grid S5 and S20 Between Grid S5 and S20

Operating wt (KN/M) Vertically Down (G)

Pipe Support Load Data Sheet for Elevation _12.4 m (AREA WA-15) For Non analysed lines along Grid S10 - S20 Hydrotest Axial Operating support loads Fz at Rack Grids (KN) [ Note-7] wt (KN/M) Vertically S10 S11 S12 S13 S14 S15 S16 S17 Down (Q)

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

S19

Stress analysed line Stress analysed line Stress analysed line

NOTE :

NORTH 1. All Forces are in KN until and unless specified. 2. G= Permanent load (Maximum of Sustained and operating) 3. Q= Test load 4. X,Y and Z are the direction of force 5. 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 lines 7. 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.


Remarks S18

Page 1 of 1

Z

Y (UP)

X

Project: Petro-Rabigh Piping Load Data Sheet CALCULATION No. : CA-C099 Pipe Support Load Data Sheet for 24"-LS-O000-037-1CS1P05-IH (Area WA15) 2 O TOS EL.+12.4m; Design Pressure 6 kg/cm ; Design T emperature200 C

No.

1 2 3 4 5 6 7 8

Rack Column No. / Node Name 10380 10387 19000 19010 19050 19070 20025 20070

Note :

Support Description

Rigid +Y Rigid Z Rigid +Y Rigid X Rigid +Y Rigid +Y Rigid +Y Rigid X Rigid +Y Rigid X Rigid +Y Rigid X RigidY Rigid Z

1. 2. 3. 4. 5. 6.

G (Vertically Down)

Q (Vertically Down)

24.99 28.74 19.84 46.86 19.65 15.23 15.74 4.09

61.45 41.45 48.79 54.19 48.25 37.71 24.27 7.13

Z

1.61 / -9.6 -7.80

-12.03 10.96 1.20 -11.07 -2.54 -2.90 -4.50 27.05

-3.30 6.61 / -1.05 -1.42

Date: 07/11/2006

Occasional Loads (See Note 5)

Operating Horizontal Load X

Rev R3

Wind(X) X

Z

7.26

2.43 -2.05

3.26 7.63 6.65

Wind(Z) Y

X

Z

1.32

4.70

Seismic(X) Y

X

Z

Seismic(Z) Y

X

Remarks

Z

Y

12.01

CA07

11.60 4.04

-2.09 -1.89

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

9.73 3.11

2.05 -4.89 4.60 -1.86

NORTH

-2.21 2.51 -1.24

S10-S11- A S10-S11- B S12 S16 S19 INTERFACE

Y (UP)

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

Z


Page 1 of 1

X

Project: Petro Rabigh Piping Load Data Sheet CALCULATION No. : CA-C102 Pipe Support Load Data Sheet for 24"-MS-O000-017-3CS1P05-IH (Area WA15) 2 O TOS EL.+12.4m; Design Pressure 25 kg/cm ; Design Temperature 295 C

No.

1 2 3 4 5 6 7 8 9 10

Rack Column No. / Node Name 16130 16160 16180 16220 16250 16290 16395 16400 16410 16480

Note :

Support Description

Rigid +Y Rigid +Y Rigid Y Rigid +Y Rigid +Y Rigid +Y Rigid X Rigid +Y Rigid +Y Rigid +Y Rigid X Rigid +Y Rigid Z Rigid Y Rigid X

1. 2. 3. 4. 5. 6.

G (Vertically Down)

Q (Vertically Down)

27.21 18.56 10.07 27.31 27.71 13.10 12.66 6.54 13.59 8.15

47.29 48.58 16.31 53.59 65.67 34.32 33.00 12.80 32.90 12.95

Z

-8.07 -4.06 -5.69 -7.31 3.76 4.35

-1.25

-1.32 1.25

-8.90 3.69 -7.42 -3.32 -1.18 -1.96 -3.72 32.40

Date: 07/11/2006


Operating Horizontal Load X

Rev R4

Wind(X) X

-2.18 18.42

7.42 1.37

Wind(Z)

Z

Y

X

Z

-6.07 4.89 5.82 -9.88 1.05

4.76 -12.27 20.24 -14.51 3.50

1.86

11.27

-2.56

-1.37 8.58

-2.14 1.88

5.28


Seismic(X) Y

3.74 -7.56 3.71 1.22

X

Z

X

4.53 -11.94 17.19 -11.53 2.16

16.07

3.53 1.49

Seismic(Z) Y

1.06

Y

14.45

1.02 -1.51 1.43

15.18

NORTH

Remarks

Z

-1.13

CA07 S10-S11- A S11 S14 S16 S18 INTERFACE

Y (UP)

7. Nodes have been named to match column numbers to simplify reference between the Caesar output and t he 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

Z


Page 1 of 1

X

Project: PETRO-RABIGH Piping Load Data Sheet CALCULATION No. : CA-C097 Pipe Support Load Data Sheet for 8"-G-O000-017-3CC1P01-NI (Area WA15) 2 O TOS EL.+10.5m; Design Pressure 45 kg/cm ; Design Temperature165 C

No.

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

Rack Column No. / Node Name 10 80 90 100 110 120 130 140 150 160 170 200 210 220 230 260 270 280

Support Description

Rigid Z Rigid X Rigid Y Rigid +Y Rigid +Y Rigid +Y Rigid X Rigid +Y Rigid +Y Rigid +Y Rigid +Y Rigid X Rigid +Y Rigid +Y Rigid +Y Rigid X Rigid +Y Rigid +Y Rigid +Y Rigid X Rigid +Y Rigid Z Rigid +Y Rigid +Y Rigid Z Rigid +Y Rigid X

Q (Vertically Down)

5.28 7.07

2.51 6.42

2.08 2.67 2.22 3.48 2.51 1.95

1.89 2.08 2.02 1.94 2.29 1.77

9.62 18.74 3.03 1.51 5.17 8.63

8.74 2.66 2.75 1.38 4.70 6.23

1.05 -3.68 -2.51

1.37

1.25

6.11

X

Z

Wind(X) X

Z

Wind(Z) Y

X

Z

7.54

Seismic(X) Y

X

Z

1. 2. 3. 4. 5. 6.

Seismic(Z) Y

1.24

X

Remarks

Z

Y

5.80

-1.27

1.47

S16

1.80

S16-S14 INTERMEDIATE

S14 -1.05

S14-S12-INTERMEDIATE

1.64

S12 S11

2.35

S11-S10-INTERMEDIATE

S10 5.62

1.36 1.35

-8.82

4.17 1.17

CA-07

4.31

-2.12 1.05

1.12

Y (UP)




INTERFACE S18 S18-S16 INTERMEDIATE

1.73

NORTH Note :

Date: 07/11/2006


Operating Horizontal Load

G (Vertically Down)

Rev R1

Page 1 of 1

Z

X

Project: PETRO-RABIGH Piping Load Data Sheet CALCULATION No. : CA-C101 Pipe Support Load Data Sheet for 8"-HS-O000-018-6CS1P05-IH (Area WA15) 2 O Design Pressure 48 kg/cm ; Design Temperature 400 C

No.

1 2 3 4 5 6 7 8 9 10

Rack Column No. / Node Name 6615 6635 6645 6675 6685 6725 6755 6757 23011 6810

Note :

Support Description

Rigid +Y Rigid Z Rigid +Y Rigid X Rigid +Y Rigid +Y Rigid +Y Rigid X Rigid +Y Rigid +Y Rigid X Rigid +Y Rigid +Y Rigid Z Rigid Y Rigid X

1. 2. 3. 4. 5. 6.

G (Vertically Down)

Q (Vertically Down)

7.70 7.38 15.14 4.23 11.07 7.38 7.73 3.38 9.54 2.11

6.41 9.27 11.14 5.32 13.91 9.28 9.71 4.25 10.55 2.93

Wind(X)

X

Z

X

Z

-2.29 -4.35 -6.03

-9.82 6.35

4.22

1.44 -1.36

-2.30 -1.74

-1.02 5.08

-2.20

Wind(Z) Y

X

Z

1.18

Seismic(X) Y

X

Z

Seismic(Z) Y

X

3.15

Remarks

Z

Y CA07

5.74 3.48

-1.73 3.45 -2.25

1.27

-1.27 4.21

4.46 -2.82 12.03

Date: 07/11/2006


Operating Horizontal Load

3.24 / -1.06 1.45

Rev R2

-1.45 2.99 -1.95

-1.34

10-S11-INTERMEDIAT

2.89 3.17

2.53


7.10

NORTH

S10 S10-S11-A S14 S16 S18 INTERFACE

Y (UP)


Z


Page 1 of 1

X



PROJECT:

PETRO RABIGH, UOU PROJECT


YES

CALC. NO

2411-8320-CA-WA15-0001

Sheet No :

1

Rev

Date

Originator

Checker

O1

17-Nov-06

TPR

Ashokan

B36 M BE - 867623

Rev

of 3 Approver

APPENDIX - C Wind Load Calculation

CALC. NO:

0



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

2

Rev

Date

Originator

Checker

O1

17-Nov-06

TPR

Ashokan

of 3 Approver

Wind Load Analysis Load data and calculation is based on ASCE 7-02 Basic Wind Speed V = 93 mph Exposure Category(A,B,C or D) Building & other structure Category Height of the Structure

Kzt Kz Kd Gf I

Topographic Factor Velocity Exposure Coefficient Wind Directionality Factor Gust Effect Factor Importance Factor

Eqn. 6-1

Velocity Pressure

Eq 6-25

Design Wind Force

= = = h =

where

1) Wind force on Pipes Width of the Pipe Rack Spacing of the Pipe rack Main frame Force Coefficient for pipes 10.5 Force to be applied @ Largest pipe dia In this level Projected Area Wind force

EL.

12.4 Force to be applied @ Largest pipe dia In this level Projected Area Wind force

EL.

qz = = = F= Af = = Cf = W = L = Cf =

Depth of the longitudinal beam Force Coefficient for flexural members Projected Area Wind force

3) Wind force on Longitudinal Beam @ EL. Spacing of the Pipe rack Main frame Depth of the longitudinal beam Force Coefficient for flexural members Projected Area Wind force

m/sec

Ref SAES-A-112 Table 1-Rabigh Plant Site Ref SAES-A-112 Table 1-Rabigh Plant Site Ref SABP-006, Cl.3.6 (EL.20.95-EL.2.600)

m

1 0.99 1 0.85 1.15

Ref SABP-006, Cl.3.6 Ref.Table 6.3-ASCE 7-02 Ref Table 6.4-ASCE 7-02 Ref. SABP-006, Cl.3.7 Ref Table 6.1-ASCE 7-02

0.613 Kz Kzt KdV² I 1207.27 N/m² 1.21 kN/m² qz Gf Cf Af Projected Area for pipes L [ d + 10%(W)] As per SABP-006,Cl. 4.1 orce Coefficient 7 6.125 0.7

m m As per SABP-006,Cl. 4.1.3

F = d = A = F = =

qz Gf Cf Af 0.254 m (Pipe dia = 5.84325 m2 1.21x0.85x0.9x5.84325 4.2 kN

F = d = A = F = =


10.5

2) Wind force on Longitudinal Beam @ EL. Spacing of the Pipe rack Main frame

= = = = =

41.59 C IV 18.35

L

=

d = Cf = A F

= = = =

10" , insulation=

24" , insulation=

m level 7

m

(section: IPE300/IPE450

0.375 1.8

m

14.7 Inch) (Depth: As per SABP-006,Cl. 4.1

0.375 m2 qz G Cf Af 1.21x0.85x1.8x0.38 0.58 kN/m

12.40 m level L

=

d = Cf = A = F = =

7

m

(section: IPE300/IPE450

0.375 1.8

m

14.7 Inch) (Depth: As per SABP-006,Cl. 4.1

0.375 m2 qz G Cf Af 0.58 kN/m

0

mm)

100 mm)



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

4) Wind force on Column Spacing of the Pipe rack Main frame Force Coefficient for columns Width of the column Projected Area Wind force

L = Cf = d = A F

= = = =

7 2 0.300

Rev

Date

Originator

Checker

O1

17-Nov-06

TPR

Ashokan

m (section: HE400A 12 Inch) (Width: As per SABP-006,Cl. 4.1

m

0.300 m2 qz G Cf Af 1.21x0.85x2x0.3 0.55 kN/m

6) Wind force on Vertical Bracings up to EL. 12.40 m level Length of the bracing Force Coefficient for bracing Depth of the bracing member Projected Area Wind force

L = Cf = d = A F

= = = =

6 m 1.8 0.1778 m

(section: IPE400 -Tee 7 (Depth: Inch) As per SABP-006,Cl. 4.1

0.1778 m2 qz G Cf Af 1.207x0.85x1.8x0.178 0.28 kN/m

Note:1) Wind load is not applied in the longitudinal direction 2) Wind loads are applied based on no-sheilding effect

3

of 3 Approver



PROJECT:



YES

CALC. NO

2411-8320-CA-WA15-0001

Sheet No :

1

Rev

Date

Originator

Checker

O1

17-Nov-06

TPR

Ashokan

B36 M BE - 867623

Rev

of 3 Approver

APPENDIX - C Wind Load Calculation

CALC. NO:

0



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

2

Rev

Date

Originator

Checker

O1

17-Nov-06

TPR

Ashokan

of 3 Approver

Wind Load Analysis Load data and calculation is based on ASCE 7-02 Basic Wind Speed V = 93 mph Exposure Category(A,B,C or D) Building & other structure Category Height of the Structure

Kzt Kz Kd Gf I

Topographic Factor Velocity Exposure Coefficient Wind Directionality Factor Gust Effect Factor Importance Factor

Eqn. 6-1

Velocity Pressure

Eq 6-25

Design Wind Force where

1) Wind force on Pipes Width of the Pipe Rack Spacing of the Pipe rack Main frame Force Coefficient for pipes 20.95 EL. Force to be applied @ Largest pipe dia In this level Projected Area Wind force



= = = h = = = = = =

qz = = = F= Af = = Cf = W = L = Cf = F = d = A = F = =

41.59 C IV 18.35

m/sec

Ref SAES-A-112 Table 1-Rabigh Plant Site Ref SAES-A-112 Table 1-Rabigh Plant Site Ref SABP-006, Cl.3.6 (EL.20.95-EL.2.600)

m

1 1.16 1 0.85 1.15

Ref SABP-006, Cl.3.6 Ref.Table 6.3-ASCE 7-02 Ref Table 6.4-ASCE 7-02 Ref. SABP-006, Cl.3.7 Ref Table 6.1-ASCE 7-02

0.613 Kz Kzt KdV² I 1414.58 N/m² 1.41 kN/m² qz Gf Cf Af Projected Area for pipes L [ d + 10%(W)] As per SABP-006,Cl. 4.1 orce Coefficient 0.2 6.125 0.7

m m As per SABP-006,Cl. 4.1.3


6"

, insulation=

14.00 m level L

=

d = Cf = A F

= = = =

7

m

(section: IPE300

0.30 1.8

m

12 Inch) (Depth: As per SABP-006,Cl. 4.1

0.300 m2 qz G Cf Af 1.41x0.85x1.8x0.3 0.54 kN/m

20.95 m level L

=

d = Cf = A = F = =

7

m

(section: IPE300/HE280A

0.300 1.8

m

12 Inch) (Depth: As per SABP-006,Cl. 4.1

0.300 m2 qz G Cf Af 0.54 kN/m

mm)



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

4) Wind force on Column Spacing of the Pipe rack Main frame Force Coefficient for columns Width of the column Projected Area Wind force

L = Cf = d = A F

= = = =

7 2 0.300

Rev

Date

Originator

Checker

O1

17-Nov-06

TPR

Ashokan

m (section: HE400A 12 Inch) (Width: As per SABP-006,Cl. 4.1

m

0.300 m2 qz G Cf Af 1.41x0.85x2x0.3 0.65 kN/m

6) Wind force on Vertical Bracings Above EL. 12.40 m level Length of the bracing Force Coefficient for bracing Depth of the bracing member Projected Area Wind force

L = Cf = d = A F

= = = =

6 m 1.8 0.1778 m

(section: IPE400 -Tee 7 (Depth: Inch) As per SABP-006,Cl. 4.1

0.1778 m2 qz G Cf Af 1.415x0.85x1.8x0.178 0.33 kN/m

Note:1) Wind load is not applied in the longitudinal direction 2) Wind loads are applied based on no-sheilding effect

3

of 3 Approver

FOSTER WHEELER Sheet No :

SUBJECT :


PROJECT:


Rev

Date

Originator

Checker

CONTRACT NO :

1-14-2410/59

O1

17-Nov-06

TPR

Ashokan

SAFETY CALC.

YES

CALC. NO

2411-8320-CA-WA15-0001

1

of 3 Approver

APPENDIX - D Seismic analysis-load data

CALC. NO:

B36 M BE - 867623

Rev

0


SUBJECT :


PROJECT:


Rev

Date

Originator

Checker

CONTRACT NO :

1-14-2410/59

O1

17-Nov-06

TPR

Ashokan

SAFETY CALC.

YES

CALC. NO

2411-8320-CA-WA15-0001

2

of 3 Approver

Seismic Analysis Load data Seismic Load is calculated as per ASCE-7-02 Site Data:Seismic Load data is as per SAES-A-112 Rev. D2 and SAES-M-001-AMD, Rev.D2 D Seismic use group: II soil type : Therefore From ASCE -7-02 Response modification coefficient Response modification coefficient Importance factor

RWX = 3.50 RWZ = 5.00 I = 1.25

Table 9. 5.2.2, ASCE 7-02 Table 9. 5.2.2, ASCE 7-02 SAES-M-001-AMD, Rev.2, Cl. 5.5.4

Response acceleration at short period Response acceleration at one second Height above base

Ss = 0.176 S1 = 0.07 hn = 18.35

SAES-A-112, Rev. D2, Cl. 4.4 SAES-A-112, Rev. D2, Cl. 4.4 m (Max Ht taken)

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

V = Cs = Cs,max = and

Cs,min = or =

where

Cs = Fa = = SMS = = SDS = = R= I= Fv = = SM1 = = SD1 = = T = Tmax Cu Ta Ct x hn W

= = = = = = =

Cs * W SD1 (R/I) SD1 T(R/I) 0.14*SDS*I 0.8*S1*I/R

Eq. 9.5.5.2-1 Eq. 9.5.5.2-1-1 Eq. 9.5.5.2-1-2 Eq. 9.14.5.1-1 Eq. 9.14.5.1-2

Seismic Response coefficient. Function of site class and Ss, From Table 9.4.1.2.4a 1.6 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 = 0.19 Eq. 9.4.1.2.5-1 Response modification factor. Occupancy importance factor. Function of site class and S1, From Table 9.4.1.2.4b 2.4 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 = 0.11 Eq. 9.4.1.2.5-2 Fundamental period of the structure. (As per section 9.5.5.3) (Calculation by Rayleigh Method) Cu*Ta Coefficient for upper limit on calculated period = 1.676 x = Approximate fundamental time period Ct*(hn) 0.028 As per Table 9.5.5.3.2 0.8 As per Table 9.5.5.3.2 Height of the structure above the base to the heighest level in ft. Total Seismic load (sel weight, piping dead load, cable tray dead load, piping opereating load and cable tray live load)

The piperack is designed for earthquake resistance using Staad pro 2004 in accordance with International Building Code -2003 CHECK Calculations Total load Time period

W Ta Tmax T T used

= = = = =

1648.52 0.743 1.245 0.996 0.996

kN s s s (As per Staad result-by Rayleigh Method) s (As per Cl.9.5.5.3)


SUBJECT :


PROJECT:


Rev

Date

Originator

Checker

CONTRACT NO :

1-14-2410/59

O1

17-Nov-06

TPR

Ashokan

SAFETY CALC.

YES

CALC. NO

2411-8320-CA-WA15-0001

In X Direction

So

In Z Direction Time period

So

Load case

V

= =

*W 0.067 110.529 kN

Vmax

= =

0.040 66.206

*W kN

Vmin

= =

0.033 54.159

*W kN

V

= =

0.040 66.206

*W kN

Ta Tmax T T

= = = =

0.743 1.245 0.392 0.392

s s s (As per Staad result-by Rayleigh Method) s (As per Cl.9.5.5.3)

Vz

= =

0.047 77.371

*W kN

Vmax

= =

*W 0.071 117.751 kN

Vmin

= =

0.033 54.159

*W kN

V

= =

0.047 77.371

*W kN

Coefficient By Staad Formulae

Load(W) Staad

DL

Empirical formula (kN)

Staad result

Seismic force (X Dir.)

0.0402

0.039

1648.52

1648.52

66.206

65.03

Seismic force (Z Dir.)

0.047

0.047

1648.52

1648.52

77.371

78.3

3

of 3 Approver



Sheet No :

PROJECT:

PETRORabigh, UOU PROJECT

Originator

CONTRACT NO 1-14-2410/59

Rev. Date O1

17-Nov-06

TPR

SAFETY CALC. YES CALC. NO

2411-8320-CA-WA15-0001

APPENDIX - E Effective Length Factor Calculation

E1 OF E3 Checker

Ashokan

Approver



Sheet No :

PROJECT:


Originator

Rev. Date


O1

17-Nov-06

TPR

E2 OF E3 Checker

Ashokan


2411-8320-CA-WA15-0001

th Calculation is based on AISC-Manual of steel construction- ASD-9 Edition, Part 3, Column Design and ACI 318- 02 Commentary.

For sway frames If Ψm < 2 If

Ψm > 2

k = (20- Ψm)Sqrt(1+Ψm) 20 k = 0.9*Sqrt(1+Ψm) Σ(Ιc /Lc) Ψ = Σ(Ι /L ) b b

where Σ indicates the summation of all members rigidly connected to that joint and lying in the plane in which buckling of the column is being considered. Ιc = Moment of ineria of the column Lc = Unsupported length of first column Ιb = 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:

:

Side sway uninhibited

Support Condition

:

Pinned

FOR 4 LATERAL BEAMS Iz 13670 inch

4

ψ = 3.08

8.55

3 . 2 =

#

13670 5.6

HE280A

Iz 28860 inch

4

z

ψ = 8.04

K 8 . 2

1.9

#

28860 8.7

IPE360

=

z

K

Iz 28860 inch

8 . 2

# #

ψ = 9.29

4.6

= z

K

28860

9

IPE360

Iz 25170 inch

4

ψ = 8.67

#

25170 9.3

HE300B

2.58

9 8 . 2 = z

K

Iz 45070 inch #

45070 HE400A

Support :

Pinned 8

ψ = 10.00

Approver



Sheet No :

PROJECT:


Originator

Rev. Date


O1

17-Nov-06

TPR


2411-8320-CA-WA15-0001

FOR 3 LATERAL BEAMS

ψ = 4.93 4 . 2

1.9

# 28860 # IPE360

6

=

z

K

Iz 28860 inch ψ = 6.97

5 . 2

4.6

=

z

K

#

28860 6.9

IPE360

Iz 25170 inch ψ = 6.91

#

25170 8.5

HE300B

2.35

7 7 . 2 = z

K

Iz 45070 inch # 45070

4

HE400A

Support :

Pinned 6

ψ = 10.00

E3 OF E3 Checker

Ashokan

Approver



Sheet No :

PROJECT:


Originator

Rev. Date


O1

17-Nov-06

TPR


2411-8320-CA-WA15-0001

FOR 4 LATERAL BEAMS

Iz 13670 inch

4

ψ = 3.08

8.6

3 . 2 =

#

13670 5.6

HE280A

Iz 28860 inch

4

z

ψ = 8.04

K 8 . 2

1.9

#

28860 8.7

IPE360

=

z

K

Iz 28860 inch

7 . 2

# #

ψ = 9.29

4.6

= z

K

28860 7.7

IPE360

Iz 25170 inch

4

ψ = 6.18

#

25170 8.1

HE300B

4.68

1 7 . 2 = z

K

Iz 45070 inch # 45070

4

HE400A

Support :

Pinned

ψ = 10.00

8

FOR 3 LATERAL BEAMS

ψ = 10.41 3 . 3

1.9

# 13670 # HE280A

13

=

z

K

Iz 13670 inch ψ = 14.71

1 . 3

4.6

=

z

K

#

13670

11

HE280A

Iz 25170 inch ψ = 6.91

#

25170 8.5

HE300B

2.35

7 7 . 2 = z

K

Iz 45070 inch # 45070 HE400A

Support :

Pinned 6

ψ = 10.00

E1 OF E1 Checker

Ashokan

Approver

FOSTER WHEELER SUBJECT : PIPE RACK AREA, WA15 - DESIGN CALCULATIONS PROJECT: PETRORabigh, UOU PROJECT Rev CONTRACT NO : 1-14-2410/59 O1 SAFETY CALC. YES CALC. NO 2411-8320-CA-WA15-0001

APPENDIX F STAAD MODEL

Sheet No : Date Originator TPR 17-Nov-06

1 OF 3 Checker Ashokan

Approver



Y X Z

Load 31

TYPICAL 3D MODEL

Y

Load 31

X

Y

PLAN AT EL.+10.500 M

Y

Load 31

X

Z

Z

PLAN AT EL +12.40M

Load 31

X

Y

Z

X

PLAN AT EL+14.00M

Load 31

Z

ELEVATION ALONG GRID 1


Approver




Y X

Load 31

Z

ELEVATION ALONG GRID 2

Y Z

Y X

Load 31

CROSS SECTION ON GRIDS A & B

Z

X

Load 31

CROSS SECTION ON GRIDS C & D

Approver


APPENDIX G STAAD INPUT AND OUTPUT FILE

1 Sheet No : Date Originator Checker TPR Ashokan 17-Nov-06

of 51 Approver



**************************************************** * * * 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 SPACE INPUT 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 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 -9.2 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. 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. 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. 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

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3 Sheet No : Date Origi Originat nator or Checke Checkerr TPR Ashokan 17-Nov-06

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 19 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 22 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

of 51 Approver



93. 539 232 234; 540 234 233; 541 235 36; 543 236 27; 544 235 237; 545 237 23 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 24 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 HE140 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 358 358 364 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. 551 551 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 -

of 51 Approver



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 343 343 353 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 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 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"

of 51 Approver


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


of 51 Approver



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 OB L E M S T AT I ST I CS ----------------------------------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 :

*

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* 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-00 308. *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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of 51 Approver

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 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



of 51 Approver

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 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



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 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 0.6 649. *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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of 51 Approver

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



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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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)

of 51 Approver



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

of 51 Approver



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

of 51 Approver



of 51 Approver

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) 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 ++ Adjusting Displacements ++ Adjusting Displacements

18:46:37 18:46:37 18:46:38



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 42 968. 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 49 975. 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 49 998. 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

of 51 Approver



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 54 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 PASS 248.37 C 2 ST HE400A PASS 287.70 C 3 ST HE400A PASS 33.41 C 4 ST HE400A PASS 70.46 C

(EUROPEAN SECTIONS) LRFD-H1-1B-C 0.303 110 40.49 85.13 2.35 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.306 109 39.07 -85.08 2.35 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.144 109 30.78 -22.73 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.123 110 26.80 13.96 0.00

of 51 Approver


14 ST HE400A PASS 394.79 C 15 ST HE400A PASS 429.28 C 16 ST HE400A PASS 154.08 C 17 ST HE400A PASS 177.51 C 27 ST HE400A PASS 936.29 C 28 ST HE400A PASS 867.48 C 29 ST HE400A PASS 188.46 C 30 ST HE400A PASS 191.65 C 40 ST HE400A PASS 261.30 C 41 ST HE400A PASS 276.45 C 42 ST HE400A PASS 105.63 C 43 ST HE400A PASS 120.62 C 297 ST HE400A PASS 15.54 C 298 ST HE400A PASS 55.15 C 299 ST HE400A PASS 77.96 C 300 ST HE400A

(EUROPEAN SECTIONS) LRFD-H1-1B-C 0.344 110 17.26 163.25 2.35 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.350 109 16.08 -165.89 2.35 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.249 110 0.00 189.44 1.90 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.182 128 -33.40 31.89 0.00 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.619 104 37.16 252.09 2.57 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.575 103 26.74 -257.61 2.57 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.189 104 0.76 135.40 1.90 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.201 103 2.00 -141.01 1.90 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.214 109 17.92 -87.80 2.34 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.194 110 13.72 82.07 2.34 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.151 104 -0.74 111.65 1.90 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.144 109 0.74 -104.75 1.90 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.083 110 -2.89 -57.61 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.171 103 8.28 110.28 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.092 109 3.00 59.08 0.00 (EUROPEAN SECTIONS)


of 51 Approver


304 ST

305 ST

306 ST

307 ST

311 ST

312 ST

314 ST

316 ST

364 ST

365 ST

366 ST

367 ST

378 ST

379 ST

385 ST

PASS 62.92 C HE140A PASS 3.50 T HE140A PASS 6.68 T HE140A PASS 1.35 T HE140A PASS 5.66 T HE400A PASS 12.43 C HE400A PASS 22.03 C HE400A PASS 44.85 C HE400A PASS 35.71 C HE400A PASS 333.45 C HE400A PASS 289.42 C HE400A PASS 166.23 C HE400A PASS 120.63 C HE400A PASS 24.01 C HE400A PASS 28.39 C HE400A PASS

LRFD-H1-1B-C 0.091 103 -1.16 65.39 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.121 103 0.01 -6.52 1.60 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.309 103 0.00 -16.74 1.60 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.246 109 0.00 -13.43 1.60 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.212 103 0.00 -11.47 1.60 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.073 103 -1.41 44.52 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.138 103 -1.97 86.02 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.071 103 -1.45 45.48 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.053 103 -0.20 -36.19 3.33 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.356 103 -18.47 -168.09 4.60 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.360 104 -21.25 170.12 4.60 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.267 128 -62.64 3.32 2.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.268 128 -64.03 -7.00 2.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.086 103 0.00 -64.95 3.62 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.106 109 0.00 -80.20 3.62 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.096 110


of 51 Approver


406 ST

407 ST

419 ST

420 ST

432 ST

433 ST

496 ST

497 ST

512 ST

513 ST

528 ST

529 ST

530 ST

40.74 C HE400A PASS 161.22 C HE400A PASS 115.56 C HE400A PASS 116.68 C HE400A PASS 64.63 C HE400A PASS 211.01 C HE400A PASS 210.73 C HE400A PASS 174.27 C HE400A PASS 133.87 C HE200A PASS 28.20 C HE200A PASS 28.20 C HE400A PASS 377.17 C HE400A PASS 596.12 C HE400A PASS 373.49 C

0.94 -60.70 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.266 128 -62.64 3.29 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.266 128 -64.03 -6.97 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.096 125 0.54 -66.62 1.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.130 104 0.00 100.96 1.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.324 110 56.94 68.46 0.15 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.388 109 71.47 -77.51 0.15 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.206 109 16.45 -89.73 1.10 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.207 110 19.51 88.38 1.15 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.015 103 0.00 -0.50 1.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.015 104 0.00 0.50 1.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.284 129 -59.10 -8.50 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.382 103 26.77 153.18 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.383 103 1.21 -260.43 2.50


of 51 Approver



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

of 51 Approver


61 ST IPE360 PASS 11.40 T 62 ST IPE300 PASS 15.76 C 63 ST IPE450 PASS 49.12 C 64 ST IPE360 PASS 81.71 C 89 ST IPE450 PASS 15.39 T 90 ST IPE450 PASS 14.60 T 91 ST IPE450 PASS 14.06 T 92 ST IPE450 PASS 3.54 C 94 ST IPE450 PASS 3.54 C 96 ST IPE450 PASS 3.53 C 102 ST IPE450 PASS 38.03 C 103 ST IPE450 PASS 54.46 C 104 ST IPE450 PASS 55.15 C 105 ST IPE450 PASS 50.05 C 107 ST IPE450 PASS 79.76 C 109 ST IPE450 PASS 80.48 C 132 ST HE100A PASS 1.95 C 150 ST HE100A PASS 144.77 C 152 ST HE100A PASS 148.82 C 154 ST HE100A PASS 150.00 C 156 ST HE100A

(EUROPEAN SECTIONS) LRFD-H1-1B-T 0.062 125 -0.03 17.58 1.90 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.249 109 -2.40 -30.78 2.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.285 129 -0.49 -132.12 2.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.084 129 0.11 16.79 1.75 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.392 129 1.06 -185.16 2.75 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.392 129 1.06 -185.16 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.299 129 -0.18 -144.75 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.595 125 0.07 -291.23 2.75 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.595 125 0.07 -291.23 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.395 125 -0.13 -193.10 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.396 102 1.03 -184.33 2.75 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.400 102 1.03 -184.33 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.305 102 -0.32 -141.87 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.430 129 1.62 -195.99 2.75 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.437 129 1.62 -195.99 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.324 129 -0.50 -147.26 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.008 108 0.00 -0.14 1.12 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.413 102 0.00 -0.16 1.12 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.569 129 0.00 -0.24 1.38 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.574 129 0.00 -0.24 1.37 (EUROPEAN SECTIONS)


of 51 Approver


158 ST

180 ST

182 ST

184 ST

186 ST

187 ST

189 ST

255 ST

256 ST

258 ST

261 ST

262 ST

263 ST

265 ST

267 ST

269 ST

272 ST

273 ST

275 ST

277 ST

PASS 157.23 C HE100A PASS 64.99 C HE100A PASS 2.36 C HE100A PASS 234.62 C HE100A PASS 208.53 C HE100A PASS 209.20 C HE100A PASS 182.52 C HE100A PASS 92.94 C IPE300 PASS 45.26 T HE100A PASS 3.39 C IPE300 PASS 46.90 T IPE300 PASS 145.70 T IPE300 PASS 121.85 T HE100A PASS 44.11 T IPE300 PASS 216.55 T HE100A PASS 1.60 C IPE300 PASS 115.77 T IPE300 PASS 18.43 C HE100A PASS 3.88 C IPE300 PASS 15.88 C IPE360 PASS

LRFD-H1-1A-C 0.601 129 0.00 -0.24 1.37 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.217 129 0.00 -0.20 1.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.009 108 0.00 -0.14 1.12 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.666 129 0.00 -0.16 1.12 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.794 129 0.00 -0.24 1.38 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.796 129 0.00 -0.24 1.37 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.696 129 0.00 -0.24 1.37 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.308 129 0.00 -0.20 1.25 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.240 110 2.26 -30.57 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.010 108 0.00 -0.14 1.13 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.239 109 -2.19 -30.58 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.169 103 -1.31 16.15 1.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.112 110 -0.87 -9.28 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.039 128 0.00 -0.13 1.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.192 104 1.35 16.18 1.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.011 101 0.00 -0.20 1.25 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.110 109 0.90 -9.15 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.250 110 2.30 -30.79 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.011 108 0.00 -0.14 1.13 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.249 109 -2.40 -30.78 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.086 125


of 51 Approver


278 ST

279 ST

281 ST

283 ST

285 ST

301 ST

303 ST

308 ST

309 ST

310 ST

313 ST

315 ST

317 ST

322 ST

323 ST

324 ST

325 ST

327 ST

329 ST

331 ST

35.52 C IPE360 PASS 35.86 C HE100A PASS 51.64 C IPE360 PASS 88.68 C HE100A PASS 1.60 C IPE360 PASS 104.07 C IPE300 PASS 0.20 C IPE360 PASS 0.10 T IPE300 PASS 0.07 T IPE300 PASS 0.15 T IPE300 PASS 66.33 C IPE300 PASS 2.34 C IPE300 PASS 13.95 C IPE300 PASS 32.08 C IPE300 PASS 8.65 C IPE300 PASS 36.31 C IPE300 PASS 40.40 C IPE300 PASS 31.50 C IPE300 PASS 31.50 C IPE300 PASS 66.37 C IPE300 PASS 32.08 C

-0.04 -22.29 0.00 (EUROPEAN SECTIONS) SHEAR-Y 0.083 125 -0.01 13.44 0.60 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.069 129 0.00 -0.13 1.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.076 129 0.07 -14.68 1.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.011 101 0.00 -0.20 1.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.090 129 -0.02 -16.82 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.069 110 2.19 -1.38 2.25 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.180 109 -10.09 2.16 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.076 103 -2.20 -3.43 2.25 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.098 128 0.01 -16.70 2.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.094 128 -0.03 -10.94 2.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.083 103 -2.18 -4.24 2.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.112 110 -0.53 -15.59 2.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.041 110 -0.56 -2.05 2.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.168 129 0.02 -27.74 2.75 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.182 129 0.02 -27.74 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.140 110 -0.62 -17.61 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.154 128 -0.03 -23.31 2.75 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.154 128 -0.03 -23.31 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.147 128 -0.04 -18.97 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.039 110 -0.56 -2.05 0.00


of 51 Approver


332 ST IPE300 PASS 2.15 T 333 ST IPE300 PASS 23.26 C 335 ST IPE300 PASS 23.26 C 337 ST IPE300 PASS 2.34 C 338 ST IPE300 PASS 0.07 T 356 ST IPE360 PASS 0.01 C 368 ST IPE300 PASS 11.93 C 369 ST IPE300 PASS 12.11 C 374 ST HE280A PASS 0.40 C 380 ST IPE360 PASS 3.13 T 381 ST IPE360 PASS 3.94 T 408 ST HE200A PASS 58.96 T 409 ST HE200A PASS 58.98 T 416 ST HE100A PASS 0.05 C 421 ST HE200A PASS 0.02 C 422 ST HE200A PASS 0.01 C 429 ST HE100A PASS 0.02 C 434 ST HE200A PASS 0.00 C 435 ST HE200A PASS 0.00 C 480 ST IPE300 PASS 149.98 T 481 ST IPE300

(EUROPEAN SECTIONS) LRFD-H1-1B-T 0.031 110 -0.55 -2.79 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.073 103 0.42 -9.37 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.070 103 0.41 -8.62 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.083 103 -2.18 -4.24 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.076 103 -2.20 -3.43 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.180 109 -10.09 2.16 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.086 104 2.35 -1.38 2.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.086 103 -2.35 -1.38 2.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.194 110 15.64 -19.93 5.25 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.172 110 9.79 1.38 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.173 110 9.79 1.38 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.039 104 -0.77 -1.25 1.52 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.039 103 0.77 -1.25 1.52 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.008 101 0.00 -0.20 1.25 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.016 109 0.78 -0.46 1.30 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.016 104 -0.78 -0.46 1.30 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.009 125 0.00 -0.21 1.30 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.074 129 -0.07 9.83 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.074 129 0.07 9.82 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.161 109 -1.13 15.34 0.00 (EUROPEAN SECTIONS)


of 51 Approver


486 ST

487 ST

490 ST

493 ST

526 ST

527 ST

532 ST

533 ST

534 ST

535 ST

PASS 164.67 T IPE300 PASS 33.82 C IPE360 PASS 36.05 C IPE360 PASS 25.88 C IPE360 PASS 77.30 C IPE360 PASS 76.82 C IPE360 PASS 17.95 T HE280A PASS 82.46 T HE280A PASS 51.89 T HE280A PASS 256.84 C HE280A PASS

LRFD-H1-1B-T 0.164 110 1.11 15.14 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.044 110 -0.55 -2.80 1.00 (EUROPEAN SECTIONS) SHEAR-Y 0.121 125 -0.02 17.58 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.058 128 -0.07 14.48 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.085 109 0.74 -14.90 1.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.088 109 -0.82 14.67 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.070 104 0.83 15.42 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.331 110 -5.58 -81.86 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.484 125 -0.02 -138.29 2.33 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.362 128 0.86 77.10 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.331 110


of 51 Approver



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

of 51 Approver


485 T

IPE400 PASS 266.93 C 488 T IPE400 PASS 114.40 C 489 T IPE400 PASS 6.61 C 491 T IPE400 PASS 109.61 C 492 T IPE400 PASS 12.64 C 518 T IPE400 PASS 130.66 C 519 T IPE400 PASS 56.94 C 520 T IPE400 PASS 91.57 C 521 T IPE400 PASS 114.66 C 536 T IPE400 PASS 233.15 T 546 T IPE400 PASS 133.10 C 551 T IPE400 PASS 29.36 C 552 T IPE400 PASS 70.02 C 560 T IPE400 PASS 3.53 C 561 T IPE400 PASS 4.26 C 562 T IPE400 PASS 3.84 C 563 T IPE400 PASS 3.70 C 568 T IPE400 PASS 15.57 C 569 T IPE400 PASS 27.13 T 570 ST IPE400 PASS 387.49 C 571 ST IPE400

(EUROPEAN SECTIONS) LRFD-H1-1A-C 0.585 129 0.00 -0.94 2.15 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.091 128 0.00 -0.32 1.34 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.021 110 0.29 -0.19 1.13 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.087 129 0.00 -0.32 1.34 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.025 103 0.29 -0.19 1.13 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.100 128 0.00 -0.28 1.29 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.047 129 0.00 -0.28 1.29 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.072 128 0.00 -0.28 1.29 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.089 129 0.00 -0.28 1.29 (EUROPEAN SECTIONS) LRFD-H1-1A-T 0.227 128 0.00 -0.89 2.04 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.316 109 0.93 -0.77 2.04 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.040 109 0.35 -0.21 1.24 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.055 128 0.00 -0.25 1.24 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.135 103 -2.41 -1.13 3.02 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.137 109 2.41 -1.13 3.02 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.098 110 1.68 -0.94 2.52 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.098 104 -1.68 -0.94 2.52 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.076 104 -0.99 -0.79 2.10 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.072 110 -0.99 -0.79 2.10 (EUROPEAN SECTIONS) LRFD-H1-1A-C 0.372 129 1.71 -0.01 0.00 (EUROPEAN SECTIONS)


of 51 Approver


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


of 51 Approver



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 43 201 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

of 51 Approver



2.44 C 0.00 0.00 0.00 1050. LOAD LIST 101 TO 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

of 51 Approver


162 ST IPE300 PASS 1.16 C 163 ST IPE300 PASS 0.16 T 164 ST IPE300 PASS 1.00 C 181 ST IPE300 PASS 0.98 T 183 ST IPE300 PASS 0.16 T 185 ST IPE300 PASS 0.98 T 257 ST IPE300 PASS 0.05 T 259 ST IPE300 PASS 0.05 T 264 ST IPE300 PASS 65.65 C 266 ST IPE300 PASS 62.98 C 268 ST IPE300 PASS 42.11 C 270 ST IPE300 PASS 39.45 C 274 ST IPE300 PASS 0.04 C 276 ST IPE300 PASS 0.04 C 280 ST IPE300 PASS 0.77 C 282 ST IPE300 PASS 3.84 C 284 ST IPE300 PASS 51.75 C 286 ST IPE300 PASS 29.47 C 289 ST IPE360 PASS 65.03 C 290 ST HE280A PASS 81.68 C 291 ST IPE360

(EUROPEAN SECTIONS) LRFD-H1-1B-C 0.417 129 -0.86 -60.44 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.571 125 0.01 -87.62 2.62 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.405 154 0.51 -59.99 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.416 129 -0.86 -60.44 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.546 125 0.02 -83.78 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.404 154 0.51 -59.99 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.373 129 -0.88 -53.78 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.373 129 -0.88 -53.78 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.440 153 -1.00 -56.54 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.438 153 -1.00 -56.54 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.424 153 -1.03 -56.56 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.422 153 -1.03 -56.56 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.390 128 1.52 -53.78 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.390 128 1.52 -53.78 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.506 125 0.02 -77.48 2.92 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.500 125 0.02 -76.24 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.471 153 -0.62 -64.42 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.456 153 -0.62 -64.42 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.412 110 -0.03 100.96 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.570 110 -0.13 189.43 3.50 (EUROPEAN SECTIONS)


of 51 Approver


292 ST

293 ST

294 ST

295 ST

296 ST

318 ST

319 ST

320 ST

321 ST

326 ST

328 ST

330 ST

334 ST

336 ST

339 ST

384 ST

412 ST

413 ST

414 ST

415 ST

PASS LRFD-H1-1B-C 0.793 104 27.27 C -0.01 205.63 3.50 IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.651 104 37.24 C 0.00 167.17 3.50 IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.198 110 65.02 C -1.18 -48.95 0.00 HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.335 128 20.14 C -37.10 -31.93 1.00 IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.261 104 56.67 C 0.10 -76.72 0.00 IPE360 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.212 104 37.24 C 0.06 -63.67 0.00 HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.382 103 17.39 C 0.01 18.89 0.00 HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.431 109 6.12 T -0.05 21.90 0.00 HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.539 103 7.41 T 0.06 27.36 0.00 HE140A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.243 103 1.71 T 0.13 12.16 0.00 L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.01 T 0.00 -1.93 1.46 L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.01 T 0.00 -1.93 1.46 L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.105 128 0.02 C 0.00 -1.93 1.46 L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.00 T 0.00 -1.93 1.46 L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.00 T 0.00 -1.93 1.46 L130X130X12 (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.105 101 0.00 T 0.00 -1.93 1.46 HE280A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-C 0.233 110 2.58 C 0.00 67.46 7.00 HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.044 101 28.68 T -0.08 -4.36 3.50 HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.447 101 0.00 T -0.19 -56.03 3.50 HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.447 101 0.02 T -0.19 -56.03 0.00 HE200A (EUROPEAN SECTIONS) PASS LRFD-H1-1B-T 0.045 101


of 51 Approver


425 ST

426 ST

427 ST

428 ST

436 ST

522 ST

523 ST

524 ST

525 ST

564 ST

28.68 T HE200A PASS 0.00 C HE200A PASS 12.04 T HE200A PASS 12.04 T HE200A PASS 0.00 T HE200A PASS 0.08 T HE300B PASS 4.71 T HE300B PASS 5.66 T HE300B PASS 4.60 T HE300B PASS 0.51 C HE280A PASS 5.30 C


-0.08 -4.36 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.445 101 -0.02 -56.05 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.039 125 -0.03 -4.43 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.039 125 -0.03 -4.43 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.445 152 -0.02 -56.05 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.336 102 -21.05 0.00 3.50 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.529 104 144.59 0.15 7.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.790 110 -0.06 410.85 7.00 (EUROPEAN SECTIONS) LRFD-H1-1B-T 0.601 103 0.05 312.51 0.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.275 110 -0.09 143.13 7.00 (EUROPEAN SECTIONS) LRFD-H1-1B-C 0.282 104 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

of 51 Approver



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

1 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 151 152 153 154 2 101 102 103 104 105 106 107 108 109

22.39 21.24 -34.60 36.24 -4.85 7.09 1.14 1.11 -34.60 36.24 -4.85 7.09 1.15 1.12 -34.72 35.88 -5.08 6.82 0.89 0.86 -3.29 5.05 0.90 0.87 1.32 -5.27 7.52 22.40 21.24 1.13 1.12 1.14 1.13 23.00 20.63 23.00 20.63 -21.25 -22.40 -36.08 34.43 -7.06 4.81 -1.15 -1.12 -36.08

205.12 202.21 96.97 252.14 160.73 188.39 174.56 174.56 97.04 252.16 160.77 188.43 174.60 174.60 16.33 169.85 85.69 113.11 99.40 99.40 83.51 102.68 93.09 93.09 150.65 115.15 143.10 205.14 202.21 174.57 174.55 174.61 174.60 206.67 200.66 206.68 200.65 248.15 251.08 291.56 136.39 227.80 200.14 213.97 213.97 291.49

14.79 16.95 15.86 15.08 15.48 15.40 15.17 15.71 17.70 16.72 17.25 17.12 16.92 17.45 8.67 7.65 8.87 8.76 8.53 9.10 8.17 8.09 7.93 8.33 3.42 3.04 2.85 14.70 17.00 15.36 15.51 17.12 17.25 14.68 17.06 14.63 17.11 15.30 16.41 15.45 16.14 15.73 15.80 15.49 16.04 16.24

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

MOM-X

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

MOM-Y

MOM Z

of 51 Approver


110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 151 152 153 154 3 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133

34.44 -7.06 4.82 -1.15 -1.12 -35.79 34.62 -6.80 5.07 -0.89 -0.86 -5.03 3.27 -0.90 -0.87 -1.33 -7.49 5.23 -21.24 -22.40 -1.13 -1.14 -1.13 -1.14 -20.65 -23.00 -20.64 -23.00 18.19 17.14 -70.41 67.78 -9.66 10.08 0.64 -0.16 -70.42 66.98 -10.03 9.61 0.23 -0.58 -69.71 67.49 -9.51 10.11 0.74 -0.08 -6.49 7.24 0.68 0.11 -3.06 -15.21 9.84 18.92 16.57 0.77 -0.30 0.38 -0.74

136.37 227.76 200.10 213.92 213.93 192.83 39.31 137.18 109.76 123.47 123.47 125.66 106.48 116.07 116.07 212.12 195.80 167.85 248.14 251.09 213.97 213.98 213.92 213.93 246.59 252.65 246.58 252.66 256.44 261.33 44.54 394.40 194.33 244.65 220.28 218.70 50.17 398.58 199.34 249.46 225.20 223.60 -55.06 288.82 100.39 149.93 125.96 124.36 99.58 134.22 117.46 116.34 281.64 209.65 273.17 261.12 257.90 222.85 216.11 227.80 220.98

17.06 0.00 0.00 0.00 16.58 0.00 0.00 0.00 16.67 0.00 0.00 0.00 16.35 0.00 0.00 0.00 16.90 0.00 0.00 0.00 7.64 0.00 0.00 0.00 8.55 0.00 0.00 0.00 8.70 0.00 0.00 0.00 8.80 0.00 0.00 0.00 8.45 0.00 0.00 0.00 9.05 0.00 0.00 0.00 8.04 0.00 0.00 0.00 8.11 0.00 0.00 0.00 7.86 0.00 0.00 0.00 8.29 0.00 0.00 0.00 3.60 0.00 0.00 0.00 3.03 0.00 0.00 0.00 3.20 0.00 0.00 0.00 14.96 0.00 0.00 0.00 16.65 0.00 0.00 0.00 15.50 0.00 0.00 0.00 16.03 0.00 0.00 0.00 16.36 0.00 0.00 0.00 16.88 0.00 0.00 0.00 15.21 0.00 0.00 0.00 16.50 0.00 0.00 0.00 14.96 0.00 0.00 0.00 16.74 0.00 0.00 0.00 7.17 0.00 0.00 0.00 9.06 0.00 0.00 0.00 5.38 0.00 0.00 0.00 5.43 0.00 0.00 0.00 5.25 0.00 0.00 0.00 5.32 0.00 0.00 0.00 4.88 0.00 0.00 0.00 5.69 0.00 0.00 0.00 7.33 0.00 0.00 0.00 6.55 0.00 0.00 0.00 6.85 0.00 0.00 0.00 6.81 0.00 0.00 0.00 6.42 0.00 0.00 0.00 7.23 0.00 0.00 0.00 3.36 0.00 0.00 0.00 2.95 0.00 0.00 0.00 3.29 0.00 0.00 0.00 3.31 0.00 0.00 0.00 2.87 0.00 0.00 0.00 3.73 0.00 0.00 0.00 3.04 0.00 0.00 0.00 3.05 0.00 0.00 0.00 2.74 0.00 0.00 0.00 3.35 0.00 0.00 0.00 1.37 0.00 0.00 0.00 1.23 0.00 0.00 0.00 1.17 0.00 0.00 0.00 7.15 0.00 0.00 0.00 9.08 0.00 0.00 0.00 5.24 0.00 0.00 0.00 5.32 0.00 0.00 0.00 6.79 0.00 0.00 0.00 6.87 0.00 0.00 0.00


of 51 Approver


151 152 153 154 4 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 151 152 153 154 5 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120

18.50 16.83 19.01 16.26 -17.08 -18.57 -67.35 70.68 -9.70 10.02 0.52 -0.28 -67.81 69.63 -10.41 9.24 -0.21 -1.02 -67.71 69.68 -10.24 9.41 -0.04 -0.85 -7.36 6.39 -0.22 -0.79 -3.41 -15.39 9.63 -16.70 -18.88 0.40 -0.17 -0.31 -0.93 -16.77 -18.88 -16.50 -19.20 12.29 16.20 -98.93 87.58 -13.49 11.02 -1.41 -0.91 -101.06 95.24 -11.44 14.41 1.31 1.82 -99.49 91.71 -12.26 12.90 0.14 0.65

256.89 7.07 260.88 9.16 260.23 7.06 257.45 9.18 307.27 7.73 302.49 8.64 438.71 5.82 88.80 5.76 288.88 5.72 238.56 5.64 262.90 5.27 264.54 6.08 433.07 6.28 84.67 6.73 283.90 6.40 233.77 6.40 258.00 6.00 259.67 6.80 314.32 3.01 -29.56 3.27 176.05 3.31 126.51 3.27 150.46 2.85 152.10 3.73 159.66 3.05 125.03 3.02 141.77 2.73 142.92 3.34 320.25 1.52 306.26 1.32 242.74 1.38 302.57 7.46 305.96 8.82 260.35 5.46 267.12 5.88 255.41 6.19 262.29 6.60 306.79 7.66 302.98 8.71 303.44 7.46 306.46 8.90 706.63 4.93 78.40 -29.67 209.57 0.08 940.44 15.39 529.06 6.70 619.84 8.38 630.13 10.25 518.77 4.84 -263.14 -24.19 466.04 -10.32 55.67 -18.20 146.13 -16.69 156.54 -14.89 45.26 -19.99 -173.07 -9.52 544.32 4.62 151.93 -3.60 241.01 -2.06 252.03 -0.23 140.91 -5.43

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


of 51 Approver


121 122 123 124 125 126 127 128 129 130 131 132 133 151 152 153 154 6 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 151 152 153 154 238 101 102 103 104 105 106 107

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

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


of 51 Approver


108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 151 152 153 154 239 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131

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

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


of 51 Approver


132 133 151 152 153 154

-0.84 -1.27 -2.53 -3.81 -2.36 -3.97

312.74 21.33 517.71 166.38 49.75 -192.85 557.15 168.52 -53.15 -265.99 659.86 241.27

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00


0.00 0.00 0.00 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

1 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 251 252 253 254 2 201 202 203 204 205 206 207 208

16.05 15.20 -21.29 22.93 -3.24 5.11 0.95 0.93 -21.29 22.93 -3.23 5.11 0.95 0.93 -21.21 22.94 -3.29 5.04 0.89 0.87 -2.09 3.86 0.89 0.88 0.95 -5.46 7.33 16.06 15.20 0.94 0.94 0.95 0.94 16.45 14.79 16.46 14.79 -15.20 -16.05 -22.85 21.20 -5.10 3.22 -0.96 -0.93

146.55 144.39 97.15 193.77 135.82 155.11 145.46 145.47 97.20 193.79 135.85 155.14 145.50 145.49 55.40 151.48 89.80 108.99 99.40 99.40 86.25 99.94 93.09 93.09 107.60 93.66 121.54 146.56 144.39 145.47 145.46 145.50 145.49 147.58 143.36 147.59 143.36 177.22 179.39 226.62 130.00 187.96 168.66 178.31 178.31

10.37 12.06 13.11 12.58 12.86 12.80 12.64 13.03 14.68 14.05 14.39 14.31 14.16 14.54 9.36 8.73 8.85 8.78 8.61 9.02 8.16 8.10 7.99 8.28 2.46 2.55 2.36 10.28 12.15 12.74 12.92 14.27 14.43 10.29 12.14 10.20 12.23 10.73 11.63 12.89 13.36 13.09 13.14 12.91 13.31

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

MOM-X

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

MOM-Y

MOM Z

of 51 Approver


209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 251 252 253 254 3 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232

-22.85 21.20 -5.09 3.22 -0.95 -0.93 -22.87 21.14 -5.03 3.28 -0.89 -0.87 -3.85 2.08 -0.89 -0.88 -0.95 -7.30 5.42 -15.20 -16.06 -0.94 -0.95 -0.94 -0.95 -14.80 -16.46 -14.80 -16.46 13.07 12.27 -43.47 42.69 -6.70 7.09 0.49 -0.07 -43.63 42.13 -7.04 6.70 0.13 -0.44 -43.06 42.75 -6.55 7.18 0.62 0.05 -4.52 5.29 0.60 0.19 -2.20 -14.75 10.24 13.60 11.70 0.74 -0.34 0.40

226.58 129.98 187.93 168.63 178.27 178.28 177.00 80.93 133.07 113.87 123.47 123.47 122.92 109.22 116.07 116.07 151.53 165.47 137.59 177.21 179.39 178.31 178.32 178.28 178.28 176.19 180.43 176.18 180.43 183.19 186.63 74.23 291.58 165.41 200.42 183.47 182.36 78.68 295.28 169.54 204.44 187.55 186.43 22.21 237.56 107.82 142.50 125.72 124.60 104.53 129.27 117.30 116.50 201.18 169.62 232.74 186.56 183.21 186.28 179.52 190.39

13.62 14.15 13.84 13.91 13.67 14.07 8.70 9.26 8.72 8.79 8.54 8.96 8.05 8.10 7.92 8.22 2.61 2.53 2.70 10.45 11.91 12.83 13.39 13.60 14.15 10.65 11.70 10.38 11.98 4.98 6.51 4.44 4.41 4.36 4.40 4.09 4.67 6.02 5.56 5.76 5.73 5.45 6.03 3.55 3.30 3.30 3.31 3.00 3.60 3.04 3.05 2.83 3.26 1.02 1.05 0.99 4.93 6.57 4.32 4.44 5.68

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


of 51 Approver


233 251 252 253 254 4 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 251 252 253 254 5 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219

-0.72 13.27 12.06 13.80 11.49 -12.26 -13.30 -42.39 43.77 -6.78 7.01 0.38 -0.18 -42.84 43.01 -7.36 6.38 -0.22 -0.79 -42.92 42.97 -7.31 6.44 -0.16 -0.73 -5.40 4.42 -0.30 -0.70 -2.45 -14.89 10.09 -11.97 -13.63 0.38 -0.20 -0.19 -0.83 -12.05 -13.52 -11.76 -13.84 8.90 11.60 -61.22 55.82 -9.62 7.61 -1.14 -0.79 -61.47 60.63 -7.73 10.27 1.12 1.49 -60.98 58.56 -8.44 9.16 0.22

183.57 5.81 183.49 4.91 186.33 6.59 186.85 4.85 182.90 6.65 219.46 5.39 216.09 6.17 328.47 4.76 111.09 4.76 237.27 4.74 202.26 4.69 219.19 4.42 220.34 5.01 324.02 5.28 107.41 5.55 233.16 5.38 198.25 5.37 215.12 5.08 216.29 5.67 265.86 3.33 50.49 3.49 168.62 3.30 133.94 3.28 150.71 2.98 151.85 3.60 154.71 3.05 129.97 3.03 141.94 2.82 142.75 3.26 228.74 1.16 260.31 1.13 197.18 1.19 216.10 5.15 219.54 6.40 216.39 4.49 223.17 4.95 212.28 5.15 219.16 5.60 219.15 5.33 216.41 6.24 215.79 5.09 219.87 6.46 504.79 3.10 55.28 -21.25 251.90 1.60 705.58 10.98 446.99 5.64 510.07 6.79 517.47 8.09 439.58 4.34 -141.87 -18.77 310.94 -10.13 52.87 -15.04 115.77 -14.00 123.25 -12.73 45.40 -16.30 -18.88 -7.29 430.59 1.58 165.29 -3.37 227.64 -2.30 235.36 -1.01

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


of 51 Approver


220 221 222 223 224 225 226 227 228 229 230 231 232 233 251 252 253 254 6 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 251 252 253 254 238 201 202 203 204 205 206

0.57 -5.86 6.71 0.31 0.57 1.17 -16.38 18.42 7.99 12.55 -1.79 -0.12 0.46 2.17 8.80 11.70 7.90 12.65 -11.02 -8.90 -57.99 59.70 -9.52 7.82 -1.06 -0.71 -57.38 63.39 -7.60 10.21 1.10 1.45 -58.13 61.07 -8.89 8.68 -0.32 0.03 -6.47 6.08 -0.34 -0.09 1.24 -15.90 18.68 -11.42 -8.49 -1.36 -0.40 0.80 1.75 -11.08 -8.83 -11.48 -8.42 3.03 1.21 -24.01 25.33 -2.27 3.93

157.57 -4.65 0.00 0.00 0.00 162.85 -3.02 0.00 0.00 0.00 207.33 -2.25 0.00 0.00 0.00 212.87 -1.33 0.00 0.00 0.00 157.31 -3.93 0.00 0.00 0.00 283.86 -6.84 0.00 0.00 0.00 217.99 -8.14 0.00 0.00 0.00 349.76 -5.53 0.00 0.00 0.00 642.66 9.82 0.00 0.00 0.00 -82.49 -27.52 0.00 0.00 0.00 616.28 12.71 0.00 0.00 0.00 340.84 -0.18 0.00 0.00 0.00 222.07 -8.33 0.00 0.00 0.00 -53.35 -20.61 0.00 0.00 0.00 530.69 4.56 0.00 0.00 0.00 29.39 -22.64 0.00 0.00 0.00 668.57 11.31 0.00 0.00 0.00 -108.36 -28.89 0.00 0.00 0.00 446.16 -0.59 0.00 0.00 0.00 140.44 -16.95 0.00 0.00 0.00 648.53 7.47 0.00 0.00 0.00 194.99 -1.82 0.00 0.00 0.00 453.19 3.32 0.00 0.00 0.00 390.14 2.19 0.00 0.00 0.00 469.28 4.85 0.00 0.00 0.00 374.04 0.66 0.00 0.00 0.00 393.98 -5.95 0.00 0.00 0.00 -59.28 -14.80 0.00 0.00 0.00 198.74 -9.91 0.00 0.00 0.00 135.77 -10.98 0.00 0.00 0.00 214.86 -8.41 0.00 0.00 0.00 119.65 -12.47 0.00 0.00 0.00 442.82 1.83 0.00 0.00 0.00 -6.78 -7.10 0.00 0.00 0.00 238.80 -2.07 0.00 0.00 0.00 176.43 -3.15 0.00 0.00 0.00 255.15 -0.56 0.00 0.00 0.00 160.07 -4.65 0.00 0.00 0.00 218.39 -2.05 0.00 0.00 0.00 173.90 -2.82 0.00 0.00 0.00 230.09 -0.97 0.00 0.00 0.00 162.19 -3.89 0.00 0.00 0.00 328.71 -13.42 0.00 0.00 0.00 394.59 -12.11 0.00 0.00 0.00 262.84 -14.72 0.00 0.00 0.00 552.05 4.85 0.00 0.00 0.00 34.60 -22.13 0.00 0.00 0.00 527.46 8.02 0.00 0.00 0.00 315.82 -2.45 0.00 0.00 0.00 272.96 -5.34 0.00 0.00 0.00 61.50 -15.49 0.00 0.00 0.00 470.21 0.75 0.00 0.00 0.00 116.41 -18.24 0.00 0.00 0.00 576.10 6.20 0.00 0.00 0.00 10.56 -23.41 0.00 0.00 0.00 -46.22 -173.93 0.00 0.00 0.00 397.53 158.14 0.00 0.00 0.00 -24.15 -96.56 0.00 0.00 0.00 -16.73 -226.28 0.00 0.00 0.00 -23.05 -153.29 0.00 0.00 0.00 -17.42 -169.23 0.00 0.00 0.00


of 51 Approver


207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 251 252 253 254 239 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230

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

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


of 51 Approver


231 232 233 251 252 253 254

0.49 -0.68 -1.10 -1.80 -2.80 -1.61 -2.98

188.83 -35.08 243.52 5.68 448.31 150.63 37.25 -136.36 397.18 119.92 -65.38 -209.24 499.68 192.52

0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00

************** END OF LATEST ANALYSIS RESULT ************** 1067. FINISH


of 51 Approver


WA15 PIPERACK- DESIGN CALCULATIONS

PROJECT:



YES

CALC. NO

2411-8320-CA-WA15-0001

APPENDIX H

Sheet No : Rev

Date

O1

16-Nov-06

BASE PLATE DESIGN BP1

H11 OF H13

Originator Checker Approver TPR

Ashokan



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

Rev

Date

O1

16-Nov-06

H12 OF H13


Ashokan

BASE PLATE DESIGN (FOR WA15) BASE PLATE -BP1

E) For WA15- For Column base of HE400A Section GRID:

0

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

Load comb Fx (kN)

5

104

88

Fy (kN)

Fz (kN)

Mx (kNm)

My (kNm)

941

16

0

0

z (kNm 0

MEMBER PROPERTIES Column Size:

HE400A

Area

0.24645 in²

159 mm²

Depth Flange Width

d bf

15.35 11.81

in in

390.00 mm 300.00 mm

Web Thickness

tw

0.43

in

11.00 mm

Flange Thickness

tf

0.75

in

19.00 mm

Clear Web Depth

d'

13.86

in

352.00 mm

Yield Stress

Fy

39.89

ksi

275.0 N/mm²

Comp. Strgth

f'c

5.08

ksi

35.0 N/mm²

Base PL

MATERIAL PROPERTIES

PIER DIMENSIONS Pier Dim

23.62

x

23.62 in

Area of concrete support A2 =

600

x

600

558 in²

mm

360000 mm²

BASE PLATE DIMENSIONS Distance between bolts

d

7.87

in

200

mm

LOADING CONDITION Compression

Pu

211.5 kip

941.00 kN

Tension Shear parallel to Flange

T VF

-59.6 kip 19.8 kip

-265.00 kN 88.00 kN

Shear parallel to Web

VW

3.6 kip

16.00 kN

No of Anchor Bolt Rows

2.0

BASE PLATE DESIGN Base Plate Dimensions The allowable bearing capacity on the concrete Pp

=

0.85 x f'c xA1x √(A2 /A1) 2

A1

=

Area of base plate , in

A2

=

Area of pedestal , in

√(A2 /A1) and The design bearing strength

< =

2 φcxPp

φcxPp

>

Pu

where

φc = 1

Pu

2

0.6

2

A1 Req.

=

A1 Req.

= Pu /(1.7f'c*φ)

=

40.9 in²

26359 mm²

A1 Req.

= bf x d

=

181.4 in²

117000 mm²

Maximum of the above

=

181 in²

117000 mm²

φxA2

0.85f'c

=

7.18 in²

4632 mm²

< 1.7 x f'c xA1

(Specification Sec. J9 AISC-LRFD )



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

Rev

Date

O1

16-Nov-06

H13 OF H13


Ashokan

Δ = 0.5 x (0.95 x d - 0.8 x bf ) N Req. = √A1 + Δ

=

2.57 in

65.25 mm

=

16.0 in

407.303 mm

Provide

------> N =

17.7 in

450 mm

B Req. = A1 / N

=

11.3 in

287.256 mm

Provide

------> B =

13.8 in

350 mm

A1 Req.

=

181.35 in²

1E+05 mm²

A 1 Provided

=

244 in²

2E+05 mm²

= 211.5 kip 941.0 kN Pp = Minimum of (φ x 1.7 x f'c x A1, φ x 0.85 x f'c x A1 x √(A2 / A1))

Act. capacity = Pu Allowable Bearing capacity

= φ x 1.7 x f'c x A1 φ x 0.85 x f'c x A1 x √(A2 / A1) =

1264.0 kip

5622.47 kN

955.528 kip

4250.19 kN

Pp =

956 kip

4250.19 kN

Pp > Pu --> ok

Thickness

Base pate projection from the column face m = (N-0.95xd)/2 n = (B-0.8xb f )/2 Resistance factor for bending

=

1.56 in

39.8 mm

= φb =

2.17 in 0.90

55.0 mm

Actual base pressure at edge, fc"

=

The desi gn bearing press ure,fcm

M

Pu/A

=

5.97

N/mm2

=

0.87

ksi

=

φ x 0.85 x f'c x √(A2 / A1)

=

3.91

ksi

Safe 2

=

26.98

N/mm

=

0.5*(N-0.95*d)

a) Cantilever projection Baseplate projection from column face, lb

= = So Mu

= =

Thk.of base Plate Req.

39.8 55.0

or

0.5*(B-0.8*bf)

mm

or

55

mm

=

21.65

=

0.023 kNm

fc"*(lb) /2 0.203

kip in

=

√(4*Mu / φFy) 0.15 in 1.18 in

a

=

352.00 mm

b

=

169.50 mm

Use Plate Thickness

inch.

2

= =

tp tp

mm

3.8211 mm 30 mm

Safe

b) Middle part

a

b

a*0.5/b =

β So Mu

= = =

Allowable bending stress

Fb = =


tp

= =

Use Plate Thickness

=

1.04 0.270 From Moody's chart 2 β*fc"*(b) 46346.0 Nmm

φ∗Fy 247.50

N/mm²

√(4*Mu / φFy) 27.37 mm 1.18 in

30 mm

Safe

(Maximum)



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

Rev

Date

O1

16-Nov-06

Check for Tension Dist b/n bolts

L

Tension per bolt row

T

7.9

200 mm

-29.8

Kips

76.0

mm

yb'

=

M

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

-132

kN

a

b

T'

T'

yb'

yb'

=

7895402.1 Nmm

0.5

Thk.of base Pl Req. tp = (6M/ φ(Fy*N)

t Use Plate Thickness =

1.18 in

= 0.9

in 30 mm

22.59 mm

H14 OF H13


Ashokan



PROJECT:



YES

CALC. NO

2411-8320-CA-WA15-0001

APPENDIX H

Sheet No : Rev

Date

O1

16-Nov-06

BASE PLATE DESIGN BP2

H11 OF H13


Ashokan



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

Rev

Date

O1

16-Nov-06

H12 OF H13


Ashokan

BASE PLATE DESIGN (FOR WA15) BASE PLATE -BP2

E) For WA15- For Column base of HE400A Section GRID:

0

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

Load comb Fx (kN)

238

129

1.5

Fy (kN)

Fz (kN)

Mx (kNm)

My (kNm)

697

309

0

0

z (kNm 0

MEMBER PROPERTIES Column Size:

HE400A

Area

0.24645 in²

159 mm²

Depth Flange Width

d bf

15.35 11.81

in in

390.00 mm 300.00 mm

Web Thickness

tw

0.43

in

11.00 mm

Flange Thickness

tf

0.75

in

19.00 mm

Clear Web Depth

d'

13.86

in

352.00 mm

Yield Stress

Fy

39.89

ksi

275.0 N/mm²

Comp. Strgth

f'c

5.08

ksi

35.0 N/mm²

Base PL

MATERIAL PROPERTIES

PIER DIMENSIONS Pier Dim

23.62

x

23.62 in

Area of concrete support A2 =

600

x

600

558 in²

mm

360000 mm²

BASE PLATE DIMENSIONS Distance between bolts

d

7.87

in

200

mm

LOADING CONDITION Compression

Pu

156.7 kip

697.00 kN

Tension Shear parallel to Flange

T VF

-58.9 kip 0.3 kip

-262.00 kN 1.50 kN

Shear parallel to Web

VW

69.5 kip

309.00 kN

No of Anchor Bolt Rows

2.0

BASE PLATE DESIGN Base Plate Dimensions The allowable bearing capacity on the concrete Pp

=

0.85 x f'c xA1x √(A2 /A1) 2

A1

=

Area of base plate , in

A2

=

Area of pedestal , in

√(A2 /A1) and The design bearing strength

< =

2 φcxPp

φcxPp

>

Pu

where

φc = 1

Pu

2

0.6

2

A1 Req.

=

A1 Req.

= Pu /(1.7f'c*φ)

=

30.3 in²

19524 mm²

A1 Req.

= bf x d

=

181.4 in²

117000 mm²

Maximum of the above

=

181 in²

117000 mm²

φxA2

0.85f'c

=

3.94 in²

2541 mm²

< 1.7 x f'c xA1

(Specification Sec. J9 AISC-LRFD )



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

Rev

Date

O1

16-Nov-06

H13 OF H13


Ashokan

Δ = 0.5 x (0.95 x d - 0.8 x bf ) N Req. = √A1 + Δ

=

2.57 in

65.25 mm

=

16.0 in

407.303 mm

Provide

------> N =

17.7 in

450 mm

B Req. = A1 / N

=

11.3 in

287.256 mm

Provide

------> B =

13.8 in

350 mm

A1 Req.

=

181.35 in²

1E+05 mm²

A 1 Provided

=

244 in²

2E+05 mm²

= 156.7 kip 697.0 kN Pp = Minimum of (φ x 1.7 x f'c x A1, φ x 0.85 x f'c x A1 x √(A2 / A1))

Act. capacity = Pu Allowable Bearing capacity

= φ x 1.7 x f'c x A1 φ x 0.85 x f'c x A1 x √(A2 / A1) =

1264.0 kip

5622.47 kN

955.528 kip

4250.19 kN

Pp =

956 kip

4250.19 kN

Pp > Pu --> ok

Thickness

Base pate projection from the column face m = (N-0.95xd)/2 n = (B-0.8xb f )/2 Resistance factor for bending

=

1.56 in

39.8 mm

= φb =

2.17 in 0.90

55.0 mm

Actual base pressure at edge, fc"

=

The desi gn bearing press ure,fcm

M

Pu/A

=

4.43

N/mm2

=

0.64

ksi

=

φ x 0.85 x f'c x √(A2 / A1)

=

3.91

ksi

Safe 2

=

26.98

N/mm

=

0.5*(N-0.95*d)

a) Cantilever projection Baseplate projection from column face, lb

= = So Mu

= =


39.8 55.0

or

0.5*(B-0.8*bf)

mm

or

55

mm

=

21.65

=

0.017 kNm

fc"*(lb) /2 0.150

kip in

=

√(4*Mu / φFy) 0.13 in 1.18 in

a

=

352.00 mm

b

=

169.50 mm

Use Plate Thickness

inch.

2

= =

tp tp

mm

3.28859 mm 30 mm

Safe

b) Middle part

a

b

a*0.5/b =

β So Mu

= = =

Allowable bending stress

Fb = =


tp

= =

Use Plate Thickness

=

1.04 0.267 From Moody's chart 2 β*fc"*(b) 33947.1 Nmm

φ∗Fy 247.50

N/mm²

√(4*Mu / φFy) 23.42 mm 1.18 in

30 mm

Safe

(Maximum)



PROJECT:


Sheet No :


YES

CALC. NO

2411-8320-CA-WA15-0001

Rev

Date

O1

16-Nov-06

Check for Tension Dist b/n bolts

L

Tension per bolt row

T

7.9

200 mm

-29.4

Kips

76.0

mm

yb'

=

M

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

-131

kN

a

b

T'

T'

yb'

yb'

=

7806020.2 Nmm

0.5

Thk.of base Pl Req. tp = (6M/ φ(Fy*N)

t Use Plate Thickness =

1.18 in

= 0.9

in 30 mm

22.46 mm

H14 OF H13


Ashokan


ANCHOR BOLT DESIGN-WA15

PROJECT:

PETRORabigh UOU

CONTRACT NO : 1-14-2410/59

Sheet No : Rev

Date

Originator

Checker

O1

24-Nov-06

TPR

Ashokan

SAFETY CALC. YES CALC. N O

1

2411-8320-CA-WA15-0001

APPENDIX J ANCHOR BOLT DESIGN FOR BP1

of 3 Approver

Company

Foster Wheeler

Project

PETRORabigh UOU

Subject

PIPERACK WA15

Name

TPR

Date

Checked by

Ashokan

Check Date

Project # 1-14-2410/59

11/24/2006

DESIGN CONSIDERATIONS ACI 318-02 Appendix

D.

Ductility required?

Nu and V u were factored using factors from ACI 318-02? Factored shear load (kips) = V u =

perpendicular to edge

Is there a built-up grout pad?

Specified concrete strength (psi) = f' c =

5000

23.40

Cracking modification factor, Ψ 7

A36, Fu = 58 1

Effective anchor embedment depth (in.) = hef

CONCRETE FAILURE AREAS Do you want to manually input the value of A n?

No no

An =

Do you want to manually input the value of A v?

No no

c1 1.5hef

1

c 5 . 1

hef 35

o

1

c 5 . 1

35

Av =

515.361

Av=

280.845

o

VU (perpendicular) VU (parallel)

Adequate supplementary reinf. provided to resist tension loads in anchors?

Yes

Adequate reinforcement provided to resist shear loads in anchors?

Yes

SUMMARY OF RESULTS DUCTILITY

Breakout cone for shear

(0=single anchor)

4.9213

TENSION Edge Distance, in.

SHEAR Spacing, in.

Edge Distance, in.

c1 =

7.9

c3 =

7.9

s1 =

7.9

c1 =

7.9

c2 =

7.9

c4 =

7.9

s2 =

7.9

c2 =

7.9

c4 =

7.9

c1 = minimum edge distance c2 = least edge distance perpendicular to c

1

7.9

c2 = least edge distance perpendicular to c 1 c1

c1 s1 c3 4

c 2

s c

INTERACTION OF TENSILE AND SHEAR FORCES φNn = 112.5 kips < Nu = 59.18

φVn = 50.6 kips < Vu = 23.40 Nu /(φNn) + Vu /(φVn) = 0.53 + 0.46 = 0.99 <=1.2 Applied Tension > than Steel Capacity of Anchor, NG Applied Shear > than Steel Capacity of Anchor, NG

Spacing, in. s2 =

c1 = edge distance in direction of V n (perp.)

2

Breakout cone for tension

4.9213

EDGE DISTANCES AND SPACING

418.4283

An= 388.012276

NU

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

3.94 = hef ECCENTRICITY 74.80 = h Eccentricity of tensile force on group of tensile anchors (in.) 4 eN' = 4 Eccentricity of shear force on group of anchors (in.) (Note ev' must be less than s perpendicular to shear) eV'=

Thickness of member in which anchor is anchored, (in.) = h Number of anchors in tension = n (tension) = Number of anchors in shear = n (shear) =

Note: Units for A n and A v are sq. in.

No

Shear

59.18

ANCHOR DATA, EMBEDMENT, AND THICKNESS OF MEMBER

Nominal anchor diameter (in.) =

No No

Yes

Anchor material type =

Tension

Intermediate or high seismic risk?

Appendix C

Factored tensile load (kips) = N u =

1.5hef

3

Total Sheets

LOADING CONDITIONS Note: Calculations are per

2 of 3

Sheet Number

1

4

c 2

s

2

VU

VU

c 5 . 1 r o h

c

c1 c4

s2

RESULTS Using supplemental reinf to carry Tension Using supplemental reinf to carry Shear

ANCHOR OK ! 0.99

c2

Company

Foster Wheeler

Project

PETRORabigh UOU

Subject

PIPERACK WA15

Name

TPR

Checked by

Ashokan

BOLT PARAMETERS Grade Size do

LOAD CONDITIONS LOAD FACTORS TENSILE LOAD, Nu SHEAR LOAD, Vu

3 of 3

Sheet

Project 1-14-2410/59

Date 11/24/2006 Check Date

A36, Fu = 58 1 in. 1.000 in.

36 ksi hef 58 ksi n(tension) 0.606 sq. in. n(shear) 1.501 sq. in.

fy fut Ase Ab

3.94 in. 4 4

REINFORCEMENT Appendix C ADEQUATE SUPPL REINF PROVIDED TO RESIST TENSION 59.18 ADEQUATE REINF PROVIDED TO RESIST SHEAR 23.40

DESIGN CONSIDERATIONS DUCTILITY NOT REQD IN TENSION DUCTILITY NOT REQD FOR SHEAR LOW SEISMIC RISK eN' = 4.92 in. ECCENTRICITIES DESIGN FOR TENSION Ns

Ncb or Ncbg

PULLOUT STRENGTH OF ANCHOR(S) CONCRETE SIDE-FACE BLOWOUT STRENGTH OF HEADED ANCHOR(S)

5000 psi

CRACKING MOD FACTOR, Ψ7 GROUT PAD eV' = 4.92 in.

1.4

DESIGN FOR SHEAR

STEEL STRENGTH CONCRETE BREAKOUT STRENGTH OF ANCHOR(S)

CONCRETE STRENGTH, f' c

140.6 kips

336.3 kips

Nsb or Nsbg (governing)

NA

EDGE DISTANCES, SPACINGS, FAILURE AREAS

c1

TENSION 7.90 in.

c2

7.90 in.

c3

7.90 in.

c4

7.90 in.

s1

7.87 in.

s2

7.90 in.

7.90 in.

An or Av

388.0 sq. in.

280.8 sq. in.

Calculated

CONCRETE BREAKOUT STRENGTH OF ANCHOR, Perpendicular to edge

25.1 kips

nNpn

SHEAR 7.90 in.

67.5 kips

Vcb or Vcbg

12.9 kips

Vcp

92.2 kips

CONCRETE PRYOUT STRENGTH OF ANCHOR

SUMMARY OF RESULTS TENSION Steel Capacity Concrete Capacity

7.90 in.

112.5 kips 21.4 kips

SHEAR

7.90 in.

Calculated

Vs

STEEL STRENGTH

Steel Capacity

50.6 kips

Concrete Capacity

10.9 kips

INTERACTION OF TENSILE AND SHEAR FORCES 112.5 kips

= φNn

*

<

Nu

=

59.18

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


ANCHOR BOLT DESIGN-WA15

PROJECT:

PETRORabigh UOU

CONTRACT NO : 1-14-2410/59

Sheet No : Rev

Date

Originator

Checker

O1

24-Nov-06

TPR

Ashokan


1

2411-8320-CA-WA15-0001

APPENDIX J ANCHOR BOLT DESIGN FOR BP2

of 3 Approver

Company

Foster Wheeler

Project

PETRORabigh UOU

Subject

PIPERACK WA15

Name

TPR

Date

Checked by

Ashokan

Check Date

Project # 1-14-2410/59

11/24/2006

DESIGN CONSIDERATIONS ACI 318-02 Appendix

D.

Ductility required?

Nu and V u were factored using factors from ACI 318-02? Factored shear load (kips) = V u =

perpendicular to edge

Is there a built-up grout pad?

Specified concrete strength (psi) = f' c =

5000

0.00

Cracking modification factor, Ψ 7

A36, Fu = 58 1

Effective anchor embedment depth (in.) = hef

CONCRETE FAILURE AREAS Do you want to manually input the value of A n?

No no

An =

Do you want to manually input the value of A v?

1.5hef

1

c 5 . 1

hef 35

o

1

c 5 . 1

35

Yes Yes

418.4283 No no

c1

Adequate supplementary reinf. provided to resist tension loads in anchors? Adequate reinforcement provided to resist shear loads in anchors?

Av =

515.361

Av=

0

o

VU (perpendicular)

SUMMARY OF RESULTS DUCTILITY

(0=single anchor)

4.9213

TENSION Edge Distance, in.

SHEAR Spacing, in.

Edge Distance, in.

c1 =

7.9

c3 =

7.9

s1 =

7.9

c1 =

7.9

c2 =

7.9

c4 =

7.9

s2 =

7.9

c2 =

7.9

c4 =

7.9

c1 = minimum edge distance c2 = least edge distance perpendicular to c

1

4

c 2

s c

Breakout cone for shear

INTERACTION OF TENSILE AND SHEAR FORCES φNn = 112.5 kips < Nu = 59.18

φVn = Nu /(φNn) + Vu /(φVn) =

0.0 kips

< Vu = 0.00 0.53 + 0.00 = 0.53 <=1.2

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

7.9

c2 = least edge distance perpendicular to c 1 c1

c1 s1 c3

VU (parallel)

Spacing, in. s2 =

c1 = edge distance in direction of V n (perp.)

2

Breakout cone for tension

4.9213

EDGE DISTANCES AND SPACING

An= 388.012276

NU

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

3.94 = hef ECCENTRICITY 71.85 = h Eccentricity of tensile force on group of tensile anchors (in.) 4 eN' = 0 Eccentricity of shear force on group of anchors (in.) (Note ev' must be less than s perpendicular to shear) eV'=

Thickness of member in which anchor is anchored, (in.) = h Number of anchors in tension = n (tension) = Number of anchors in shear = n (shear) =

Note: Units for A n and A v are sq. in.

No

Shear

59.18

ANCHOR DATA, EMBEDMENT, AND THICKNESS OF MEMBER

Nominal anchor diameter (in.) =

No No

Yes

Anchor material type =

Tension

Intermediate or high seismic risk?

Appendix C

Factored tensile load (kips) = N u =

1.5hef

3

Total Sheets

LOADING CONDITIONS Note: Calculations are per

2 of 3

Sheet Number

1

4

c 2

s

2

VU

VU

c 5 . 1 r o h

c

c1 c4

s2

RESULTS Using supplemental reinf to carry Tension Using supplemental reinf to carry Shear

ANCHOR OK ! 0.53

c2

Company

Foster Wheeler

Project

PETRORabigh UOU

Subject

PIPERACK WA15

Name

TPR

Checked by

Ashokan

BOLT PARAMETERS Grade Size do

LOAD CONDITIONS LOAD FACTORS TENSILE LOAD, Nu SHEAR LOAD, Vu

3 of 3

Sheet

Project 1-14-2410/59

Date 11/24/2006 Check Date

A36, Fu = 58 1 in. 1.000 in.

36 ksi hef 58 ksi n(tension) 0.606 sq. in. n(shear) 1.501 sq. in.

fy fut Ase Ab

3.94 in. 4 0

REINFORCEMENT Appendix C ADEQUATE SUPPL REINF PROVIDED TO RESIST TENSION 59.18 ADEQUATE REINF PROVIDED TO RESIST SHEAR 0.00

DESIGN CONSIDERATIONS DUCTILITY NOT REQD IN TENSION DUCTILITY NOT REQD FOR SHEAR LOW SEISMIC RISK eN' = 4.92 in. ECCENTRICITIES DESIGN FOR TENSION Ns

Ncb or Ncbg

PULLOUT STRENGTH OF ANCHOR(S) CONCRETE SIDE-FACE BLOWOUT STRENGTH OF HEADED ANCHOR(S)

5000 psi

CRACKING MOD FACTOR, Ψ7 GROUT PAD eV' = 4.92 in.

1.4

DESIGN FOR SHEAR

STEEL STRENGTH CONCRETE BREAKOUT STRENGTH OF ANCHOR(S)

CONCRETE STRENGTH, f' c

140.6 kips

336.3 kips

Nsb or Nsbg (governing)

NA

EDGE DISTANCES, SPACINGS, FAILURE AREAS

c1

TENSION 7.90 in.

c2

7.90 in.

c3

7.90 in.

c4

7.90 in.

s1

7.87 in.

s2

7.90 in.

7.90 in.

An or Av

388.0 sq. in.

280.8 sq. in.

Calculated

CONCRETE BREAKOUT STRENGTH OF ANCHOR, Perpendicular to edge

25.1 kips

nNpn

SHEAR 7.90 in.

0.0 kips

Vcb or Vcbg

0.0 kips

Vcp

92.2 kips

CONCRETE PRYOUT STRENGTH OF ANCHOR

SUMMARY OF RESULTS TENSION Steel Capacity Concrete Capacity

7.90 in.

112.5 kips 21.4 kips

SHEAR

7.90 in.

Calculated

Vs

STEEL STRENGTH

Steel Capacity

0.0 kips

Concrete Capacity

0.0 kips

INTERACTION OF TENSILE AND SHEAR FORCES 112.5 kips

= φNn

*

<

Nu

=

59.18

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


SHEAR KEY DESIGN-WA15

PROJECT:

PETRORabigh UOU

CONTRACT NO : 1-14-2410/59

Sheet No : Rev

Date

Originator

Checker

O1

24-Nov-06

TPR

Ashokan


2411-8320-CA-WA15-0001

APPENDIX K SHEAR KEY DESIGN FOR BP2

Approver


FOOTING DESIGN FOR WA15-F1 PETRORabigh UOU 1 - 14 - 2410/59

Sheet No :

Date

Originator

Checker

O1

17-Nov-06

TPR

Ashokan

YES 2411-8320-CA-WA15-0001

APPENDIX G FOUNDATION DESIGN - TYPE F1 & CF1 PIPERACK-WA15

1

Rev

OF

5

Approver


FOOTING DESIGN FOR WA15-F1

PROJECT:

PETRORabigh UOU

CONTRACT NO : SAFETY CALC. CALC. NO

Sheet No :

2

Date

Originator

Checker

O1

17-Nov-06

TPR

Ashokan

1 - 14 - 2410/59 YES 2411-8320-CA-WA15-0001

F

I) NOTES

OF

Rev

A

Mz Fx

Mx

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) 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.

5

Approver

x1

X

C

0.9 z 1 0.60

Fz

1.50

II) FOOTING DATA

1.2

0.60

1 2 3 4

STAAD support No's:

0.6

kN/m2 2 0 kN/m

Net safe bearing capacity Surcharge pressure

150

Factor of safety for sliding Factor of safety for overturning Minimum allowable % of contact area

B 3.75

1.5 1.5 70

Final net safe bearing capacity Height of the pedestal above G.L Bottom of footing below G.L Density of soil above the footing γ s Density of footing concrete

Friction coefficient μ Coordinates of the column

%

2 150 kN/m Col. size Footing size 0.925 m soil 1.50 m 3 18 kN/m 3 25 kN/m

D

Z X Dir (m)

Z Dir (m)

Depth (m)

0.60

0.60

1.83

3.75

1.20

0.6

3.75

1.20

0.9

Weight (kN)

16 68 67 < = [1.2*3.75-0.6*0.6]*0.9*18 151.0 kN

0.4

x1

= 1.88

Height of steel support

m

0.000

m

z1 from point "A" = 0.60 m III) CHECK FOR BEARING PRESSURE FOR UNFACTORED LOADS Sl. No

Critical case (LC,node)

Bearing capacity Inc. Factor

Load factor for Dead Load

1

Critical sliding (215,3)

1.0

1.0

2

Critical Overturning (209,1)

1.0

1.0

3

Critical Overturning (215,3)

1.0

1.0

4

Max. Pressure(209,4)

1.0

1.0

Resultant

Fx (kN)

Fy (kN)

Fz (kN)

Mx (kN-m)

My (kN-m)

Mz (kN-m)

43.1 21.3 43.1 42.8

22.2 97.2 22.2 324.0

-3.6 -14.7 -3.6 -5.3

0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0

Horiz. Load(kN)

43 26 43 43

Total Fy (kN)

173 248 173 475

Horiz FOS for Resistant Slide (kN)

69 99 69 190

Check For Slide

1.60 Okay 3.84 Okay 1.60 Okay 4.40 Okay

Total Mx ( kN-m)

8.6 35.6 8.6 12.8

Total Mz (k N-m)

104.4 51.6 104.4 103.9



PROJECT:

PETRORabigh UOU


Sheet No :

1 - 14 - 2410/59 YES 2411-8320-CA-WA15-0001 2

Loss of Contact

Total Pressure (kN/m ) PA PB PC PD

Sl. No

1 2 3

66 34 66

85 113 85

% of Loss of contact area

-8 -3 -8

11 0.10 76 0.04 11 0.10

Checker

Approver

O1

17-Nov-06

TPR

Ashokan

0

2

2.2 0.9 2.2

Check for Gross safe bearing capacity Bearing 2

(kN/m )

85.8 113.4 85.8

Check for Loss of contact Area

pressure

177 Okay 177 Okay 177 Okay

Okay Okay Okay

Overturning FOS X Dir Z Dir X Dir Z Dir Check 325 104 3.1 12.1 Okay 465 149 9.0 4.2 Okay 325 104 3.1 12.1 Okay Restoring Moment

IV) DESIGN OF FOOTING FOR FACTORED LOADS Sl. No

1

Sl. No

1

Load case (node)

Load factor for Dead Load 1.2

109(4)

Total Fx (kN)

Fy (kN)

Fz (kN)

Mx (kN-m)

My (kN-m)

Mz (kN-m)

67.8

433.1

-6.3

0.0

0.0

0.0

Total Pressure (kN/m 2) Pa Pb Pc 178

212

Pd 61

95

141

174

24

Fy

(kN) 614 0

Design Pressure(kN/m 2) Pb Pc Pd

Pa

5

Originator

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

area (m )

OF

Date

% of Contact Area 97.8 99.1 97.8

2

3

Rev

Total Total Total Mx My Mz (kN-m) (kN-m) (kN-m) 15 0.0 164 0 0.0 0

2

Design Pr. at Face of Pedestal side (kN/m )

AB 58

CD 108

AC 90

BD 91

108



PROJECT:

PETRORabigh UOU


Sheet No :

1 - 14 - 2410/59 YES 2411-8320-CA-WA15-0001

Clear cover for bottom reinf.- X Dir Clear cover for bottom reinf. - Z Dir Clear cover to top reinf.- X Dir Clear cover to top reinf.- Z Dir

4989.3 PSI

412.6

N/mm2 =

59842.8 PSI

95 75 85

1

f c-Specified compressive strength of concrete

fy-Specified yield strength of steel Min. ratio of reinforcement for footings

34.4

mm mm mm mm 2 N/mm =

75

Eff. Eff. Eff. Eff.

OF

5

Date

Originator

Checker

Approver

O1

17-Nov-06

TPR

Ashokan

0

depth for bot. reinf. -X Dir (d) = depth for bot reinf. -Z Dir = depth for top reinf. -X Dir = depth for top reinf. - Z Dir =

0.515 0.495 0.517 0.507

m m m m

As per Cl. No:10.5.4 & 7.12.2.1 of ACI-318

0.0018

Hence Ast min =0.0018*600*1000 =

4

Rev

mm /m

1080.0

Bottom X Dir reinf. diameter(Prov)

20

mm @

150

mm c/c @ bot =>

Bottom Z Dir reinf. diameter(Prov)

20

mm @

150

mm c/c @ bot =>

Top X Dir reinf. diameter (Prov)

16

mm @

150

mm c/c @ Top =>

Top Z Dir reinf. diameter (Prov)

16

mm @

150

mm c/c @ Top =>

2

2094 mm /m 2 2094 mm /m

> 1080 Hence okay > 1080 Hence okay

2 1340 mm /m 2 1340 mm /m

> 1080 Hence okay > 1080 Hence okay

IV-A- FLEXURE CHECK Sl. No Bending moment at face of pedestal(kN-m) AB CD 1 175

AC 71

BD 4

Ultimate moments (kN-m) AB CD AC 5 175 71

REINFORCEMENT ARRANGEMENT (Bottom)

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

2

Reqd. reinf. in X dir(mm )

BD 4

Bottom 5

Top 1233

2

Reqd. reinf. In Z dir(mm )

Bottom Top 0 28

Reinforcement check X dir Bot Top Z dir Bot. Top

0 Okay

Okay

Okay

Okay



PROJECT:

PETRORabigh UOU


Sheet No :

1 - 14 - 2410/59 YES 2411-8320-CA-WA15-0001

5

OF

Date

Originator

Checker

Approver

O1

17-Nov-06

TPR

Ashokan

0

IV-B- ONE WAY SHEAR CHECK One way shear check at "d" from Face of Pedestal 1 0.5 φ 2 f c Allowable shear stress = As per Cl No: 11.1.1 and Cl. No: 11.3.1 of ACI-318-2002 N/mm2 = 0.75* 2 * 4989^0.5 * 0.00689 = 0.731 Sl.No

Pressure at "d" distance from face of pedestal (kN/m 2) AB 124.48

1

CD AC BD 73.65 section section out

IV-C-TWO WAY SHEAR CHECK Punching shear check at 0.5 d from face of pedestal Permissible shear stress is minimum of following 1 0.5 1) 0.75* 4* f c

AB 149

Shear force ( kN) CD AC BD 61 No shea No shear

AB

Shear stress( N/mm 2) CD AC 0.29 0.12 0.00

Shear check BD X Dir Z Dir 0.00 Okay Okay

PUNCHING SHEAR PATTERN =

5

Rev

As per Cl:11.12.2.1 of ACI-318-2002 1.461 N/sq.mm

Xc Xa

1 0.5

2) 0.75*[2+ 4/ βc] *f c Hence Permissible shear stress

= 2.192 N/sq.mm = 1.461 N/sq.mm Punching Perimeter = 4.46 m 2 Area of Fdn. under punching = 1.24 m < = (Xc - Xa) * ( Zb- Za) Co-ordinates of punching rectangular corner Xa = 1.3175 M Xc = 2.4325 M Za = 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 punching Punching shear stress = Punching Load / [ Punching perimeter * Effective depth of footing ] Punching Punching shear Shear Sl. NO Pressure at punching corners (kN/sq.m) Shear (kN) stress (N/mm 2) a b c d check 1 101 132 66 97 330 0.14 Okay

a

c

b

d

Za Zb

FOSTER WHEELER 1

Sheet No :

SUBJECT : FOOTING DESIGN FOR PIPERACK WA15 : CF1 PROJECT: PETRORabigh UOU CONTRACT NO : 1-14-2410/59 SAFETY CALC. YES 2411-8320-CA-WA15-0001 CALC. NO

Rev O1

Date

Originator

Checker

16-Nov-06

TPR

Ashokan

of

7 Approver

COMBINED FOOTING FOR COLUMNS AT BRACED BAY LOCATIONS I) 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 STAAD Support Joint Numbers Density of soil Density of concrete Friction coefficient between soil & foundation Factor of safety for sliding Factor of safety for overturning Height of pedestal(H1) Height of soil above footing (H3) Length of pedestal (lx) Width of pedestal (lz) Depth of footing (d) Co-ordinates from Left/Top Pedestal CG. Left-Top of Footing x0 z0 Right-Bot. of Footing x1 z1 2nd Pedestal x2 z2 Length of footing (Lx) Length of footing (Lz) Height of steel column Wt. of footing Wt. of soil over footing Net allowable bearing pressure

Left/Top Right/Bot. 238 239 5 6 3 18 kN/m 3 25 kN/m 0.40 1.5 1.5 3.35 m 0.90 m 0.60 m 0.60 m 0.60 m

-0.50 m -1.00 m 7.50 m 1.00 m 7.00 m 0.00 m 8 m 2.0 m 0 m 240.00 kN 247.54 kN 2 220 kN/m STAAD X AXIS

Longitudinal axis of footing parallel to

FOSTER WHEELER

1

STAAD Z AXIS

F Mz

Mx

Fx Fz H1

H3 d L3 Elevation Along X-Dir. x0

x1

X z0

lz

z1 Z

lx

r i D Z g n o l A n o i t a v e l E

2

Sheet No :

SUBJECT : FOOTING DESIGN FOR PIPERACK WA15 : CF1 PROJECT: PETRORabigh UOU CONTRACT NO : 1-14-2410/59 SAFETY CALC. YES CALC. NO 2411-8320-CA-WA15-0001

Rev O1

7

of

Date

Originator

Checker

16-Nov-06

TPR

Ashokan

Approver

III) CHECK FOR BEARING PRESSURE & SLIDING At Left Pedestal Sl. No. 1 2 3 4 5 6 7 8 9 10

Sl. No.

1 2 3 4 5 6 7 8 9 10

Load Case/Node nos. 209 / 238-5 228 / 238-5 215 / 238-5 204 / 238-5

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

395.3 -157.2 159.4 13.4 27.1 27.1 30.2 30.2 30.2 30.2

-93.5 13.1 -93.6 100.1 0.0 0.0 0.0 0.0 0.0 0.0

Bearing capacity Dead Load inc. factor Factor

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Tot. Mz1 (kN)

-778.6 1037.1 -215.7 893.8 0.0 0.0 0.0 0.0 0.0 0.0

1.00 1.00 1.00 1.00 0.90 0.90 1.00 1.00 1.00 1.00

Tot. Fy2 (kN)

-111.7 672.8 11.3 735.7 27.1 27.1 30.2 30.2 30.2 30.2

Fx1 -197.1 262.6 -54.6 226.3 0.0 0.0 0.0 0.0 0 0

Tot. Mx2 (kN)

-242.8 31.6 -240.9 220.5 0.0 0.0 0.0 0.0 0.0 0.0

Fy1 365.2 -187.3 129.2 -16.7 0.0 0.0 0.0 0.0 0.0 0.0

Tot. Mz2 (kN)

74.1 -38.8 28.8 -43.4 0.0 0.0 0.0 0.0 0.0 0.0

At Right Pedestal Fz1 23.7 -3.3 23.7 -25.3 0.0 0.0 0.0 0.0 0.0 0.0

Resultant Horiz. (kN)

197.6 253.0 97.0 230.1 0.0 0.0 0.0 0.0 0.0 0.0

Mx1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total vertical (kN)

771.2 1003.2 658.2 1236.7 493.1 493.1 547.8 547.8 547.8 547.8

Mz1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Hor. Resist. (kN)

308.5 401.3 263.3 494.7 197.2 197.2 219.1 219.1 219.1 219.1

Fx2 18.8 -9.8 7.3 -11.0 0.0 0.0 0.0 0.0 0.0 0.0

FOS

1.56 1.59 2.71 2.15 No Slide No Slide No Slide No Slide No Slide No Slide

Fy2

Fz2

-141.9 642.7 -18.9 705.6 0.0 0.0 0.0 0.0 0.0 0.0

61.5 -8.0 61.0 -55.8 0.0 0.0 0.0 0.0 0.0 0.0

Check for Slide

Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay

Mx2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Mz2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Eccentricity in Z Dir (m) X Dir (m) Z Dir (m)

CG of Loads from Ped-1

X Dir (m)

-2.76 9.13 0 7 3.50 3.50 4 4 3.50 3.50

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

-6.26 5.63 -3 3 0.00 0.00 0 0 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

FOSTER WHEELER

Total-Mz TotalSl. No. Add. Moment in (kN-m) (kN-m) Mx (kN- ex (m) (Mz) (Mx) m) 1 1775 0.0 1070 -336 1.39 2 -2905 0.0 -1907 45 1.90 3 518 0.0 332 -334 0.50 4 -2528 0.0 -1678 321 1.36 5 0 0.0 0 0 0.00 6 0 0.0 0 0 0.00 7 0 0.0 0 0 0.00 8 0 0.0 0 0 0.00 9 0 0.0 0 0 0.00 10 0 0.0 0 0 0.00 Sl. No.

Overturning Moment (kN-m)

Right 1 2 3 4 6 7 8 9 10

Left 760 1907 187 1678 0 0 0 0 0 0

N.O.T - No Overturning.

1070 1077 332 850 0 0 0 0 0 0

Rev O1

ez (m) 0.44 0.04 0.51 0.26 0.00 0.00 0.00 0.00 0.00 0.00

FOS Right Left Right Left 4915 3085 6.5 2.9 4013 6996 2.1 6.5 3151 2633 16.9 7.9 4947 7475 2.9 8.8 1972 1972 N.O.T N.O.T 1972 1972 N.O.T N.O.T 2191 2191 N.O.T N.O.T 2191 2191 N.O.T N.O.T 2191 2191 N.O.T N.O.T 2191 2191 N.O.T N.O.T

Restoring moment (kN-m)

3

Sheet No :


ex/Lx + ez/Lz 0.392 0.260 0.317 0.299 0.000 0.000 0.000 0.000 0.000 0.000 Check Right Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay

Originator

Checker

16-Nov-06

TPR

Ashokan

Pressure at corners(in kN/m 2) Bottom Top Bottom Top Left Left Right Right 161.4 35.3 61.1 -65.0 -35.1 -18.3 143.7 160.5 119.4 -6.0 88.3 -37.1 -61.5 58.8 95.8 216.0 30.8 30.8 30.8 30.8 30.8 30.8 30.8 30.8 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2 34.2

Top

Bot. 448 157 334 0 0 0 0 0 0 0

Top 112 202 0 321 0 0 0 0 0 0

883 1205 658 1557 493 493 548 548 548 548

Approver

Total gross Net All. Bearing Check Roark's coefficient pr. (kN/m 2) pr.(kN/m2) pr. (kN bearing pr.

4.04 2.73 3.28 2.98 1.00 1.00 1.00 1.00 1.00 1.00

194.9 171.1 134.9 230.4 30.8 30.8 34.2 34.2 34.2 34.2

167.9 144.1 107.9 203.4 3.8 3.8 7.2 7.2 7.2 7.2

Overturning moment ( Restoring moment (kN-FOS

Left Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay

7

of

Date

Bot. 1219 1160 993 1237 493 493 548 548 548 548

Top

Bot. 2.0 10.9 7.7 5.7 2.0 N.O.T N.O.T 3.9 N.O.T N.O.T N.O.T N.O.T N.O.T N.O.T N.O.T N.O.T N.O.T N.O.T N.O.T N.O.T

220 220 220 220 220 220 220 220 220 220 Check Top Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay


Bot. Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay

FOSTER WHEELER

IV) STRENGTH DESIGN OF FOOTING IV-A) INPUTS Clear cover for reinforcement Grade of concrete Grade of steel Eff. depth of footing X Dir -Bot. Eff. depth of footing Z Dir -Bot. Eff. depth of footing X Dir -Top Eff. depth of footing Z Dir -Top Min. ratio of reinf. for footings

Rev O1

= = = = = = =

75 mm 5000 PSI 60000 PSI 0.513 m 0.488 m 0.517 m 0.501 m

=

0.0018

Checker

16-Nov-06

TPR

Ashokan

2

As per Cl. No:10.5.4 & 7.12.2.1 of ACI-318

25

mm @

150

mm c/c @ bot =>

Bottom Z Dir reinf. diameter(Prov)

25

mm @

150

mm c/c @ bot =>

Top X Dir reinf. diameter (Prov)

16

mm @

150

mm c/c @ Top =>

Top Z Dir reinf. diameter (Prov)

16

mm @

150

mm c/c @ Top =>

Allowable one way shear stress

=

φ 2 f1c

=

Dead load 0.90 1.20 0.90 1.20 1.20 0.90 1.20 1.40 1.20 0.90

0.5

2 3272 mm /m 2 3272 mm /m 2 1340 mm /m 2 mm /m 1340

> 1080 Hence okay > 1080 Hence okay > 1080 Hence okay > 1080 Hence okay

Cl No: 11.1.1 and Cl. No: 11.3.1

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

=

1 2 3 4 5 6 7 8 9 10

Originator

34.4 N/mm 2 412.6 N/mm

= =

Bottom X Dir reinf. diameter(Prov)

Load case/node nos 115 (238-5) 109 (238-5) 115 (238-5) 109(238-5)

Date

1080.0 mm /m

Hence Ast min =0.0018*600*1000 =

Sl. No.

4

Sheet No :


Fx1 -93.5 -263.2 -93.5 -263.2 0.0 0.0 0.0 0.0 0.0 0.0

Fy1 113.2 437.3 113.2 437.3 0.0 0.0 0.0 0.0 0.0 0.0

Fz1 38.2 37.2 38.2 37.2 0.0 0.0 0.0 0.0 0.0 0.0

Mx1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Mz1

Fx2

0.0 9.5 0.0 24.2 0.0 9.5 0.0 24.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Fy2

Fz2

-173.1 -263.1 -173.1 -263.1 0.0 0.0 0.0 0.0 0.0 0.0

99.5 101.1 99.5 101.1 0.0 0.0 0.0 0.0 0.0 0.0

Mx2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Mz2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

of

7 Approver



Rev O1

Originator

Checker

16-Nov-06

TPR

Ashokan

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

Sl. No. 1 2 3 4 5 6 7 8 9 10

Tot. Fy1 Tot Mx1 Tot Mz1 Tot. Fy2 Tot. Mx2 Tot Mz2 (kN) (kN-m) (kN) (kN-m) (kN-m) (kN-m) 140.3 -150.9 -369.4 -145.9 -393.0 37.6 473.5 -146.8 -1039.7 -227.0 -399.2 95.6 140.3 -150.9 -369.4 -145.9 -393.0 37.6 473.5 -146.8 -1039.73 -227.0 -399.2 95.6 36.2 0.0 0.00 36.2 0.0 0.0 27.1 0.0 0.0 27.1 0.0 0.0 36.2 0.0 0.00 36.2 0.0 0.0 42.2 0.0 0.00 42.2 0.0 0.0 36.2 0.0 0.00 36.2 0.0 0.0 27.1 0.0 0.00 27.1 0.0 0.0

2

Sl. No. Pr. At Ped. (kN/m ) Left Ped.

1 2 3 4 5 6 7 8 9 10

27.1 77.2 27.1 77.2 4.5 3.4 4.5 5.3 4.5 3.4

Right Ped.

-27.8 -46.4 -27.8 -46.4 4.5 3.4 4.5 5.3 4.5 3.4

Shear Force (kN) At Left Ped.

At Bot. Ped.

Just Left

Just Left

29.1 81.7 29.1 81.7 4.5 3.4 4.5 5.3 4.5 3.4

At centre

-111.2 -391.9 -111.2 -391.9 -31.7 -23.7 -31.7 -36.9 -31.7 -23.7

-116.1 -176.1 -116.1 -176.1 31.7 23.7 31.7 36.9 31.7 23.7

CG of loads from Left ped. (m)

181.526 -6.443 181.526 -6.443 3.500 3.500 3.500 3.500 3.500 3.500

Eccentric Add. Moment Total Moment Pressure at(kN/m2) ity (m) Mz (kN-m) Mz (kN-m) Left Right 178.026 1002 670 31.1 -31.8 -9.943 2452 1507 86.1 -55.3 178.026 1002 670 31.1 -31.8 -9.943 2452 1507 86.1 -55.3 0.000 0.0 0.0 4.5 4.5 0.000 0 0 3.4 3.4 0.000 0.0 0.0 4.5 4.5 0.000 0.0 0.0 5.3 5.3 0.000 0.0 0.0 4.5 4.5 0.000 0.0 0.0 3.4 3.4

Bending Moment (kN-m) At Left pedestal At Right Pedestal

Just Right

29.8 50.8 29.8 50.8 -4.5 -3.4 -4.5 -5.3 -4.5 -3.4

Just Left

7.4 20.8 7.4 20.8 1.1 0.8 1.1 1.3 1.1 0.8

At centre

376.8 1060.5 376.8 1060.5 1.1 0.8 1.1 1.3 1.1 0.8

5

Date

Just Left

30 82 30 82 1 1 1 1 1 1

Just Right

-7.6 -13.1 -7.6 -13.1 1.1 0.8 1.1 1.3 1.1 0.8

of

7 Approver


SUBJECT : FOOTING DESIGN FOR PIPERACK WA15 : CF1 PROJECT: PETRORabigh UOU CONTRACT NO : 1-14-2410/59 SAFETY CALC. YES CALC. NO 2411-8320-CA-WA15-0001 Sl. No. Bot Moment Ast reqd (mm2) Ast (kN-m) pro.(mm2)

1 2 3 4 5 6 7 8 9 10

376.8 1060.5 376.8 1060.5 1.1 0.8 1.1 1.3 1.1 0.8

2007.8 5804.2 2007.8 5804.2 5.9 4.5 5.9 6.9 5.9 4.5

6545 6545 6545 6545 6545 6545 6545 6545 6545 6545

Check


Rev O1

Top Moment (kN)

-7.6 -13.1 -7.6 -13.1 0.0 0.0 0.0 0.0 0.0 0.0

Ast reqd

Ast

(mm2)

pro.(mm2)

39.7 68.1 39.7 68.1 0.0 0.0 0.0 0.0 0.0 0.0

Check

2681 2681 2681 2681 2681 2681 2681 2681 2681 2681


IV-C) DESIGN ALONG TRANSVERSE DIRECTION FOR BM & ONE WAY SHEAR Cantilever Projection of footing 0.7 m Max. Pr due to Pr. Due to Total Ver. Load + Trans.Moment pressure Sl. No. Long. Moment 2

(kN/m )

(kN/m2)

1 2 3 4 5 6 7 8 9 10

Mx 31.1 86.1 31.1 86.1 4.5 3.4 4.5 5.3 4.5 3.4

101.97 102.38 101.97 102.38 0.00 0.00 0.00 0.00 0.00 0.00

(kN/m2)

133.03 188.45 133.03 188.45 4.52 3.39 4.52 5.28 4.52 3.39

BM at face of ped. (kNm)

32.59 46.17 32.59 46.17 1.11 0.83 1.11 1.29 1.11 0.83

Ast reqd (mm2)

180.50 255.98 180.50 255.98 6.12 4.59 6.12 7.14 6.12 4.59

Shear Shear (kN) Stress (N/mm2)

93.12 131.92 93.12 131.92 3.17 2.37 3.17 3.69 3.17 2.37

0.19 0.27 0.19 0.27 0.01 0.00 0.01 0.01 0.01 0.00

Check


6

Date

Originator

Checker

16-Nov-06

TPR

Ashokan

Max. shear (kN)

116.1 391.9 116.1 391.9 31.7 23.7 31.7 36.9 31.7 23.7

Shear stress

Check 2

(N/mm )

0.113 0.382 0.113 0.382 0.031 0.023 0.031 0.036 0.031 0.023


of

7 Approver



Rev O1

7

of

Date

Originator

Checker

16-Nov-06

TPR

Ashokan

7 Approver

III-C) TWO WAY SHEAR CHECK Punching shear check at 0.5 d from face of pedestal Permissible shear stress is minimum of following 1)

0.75* 4* f1c0.5 4/ βc] *f1c0.5

2) 0.75*[2+ Where β - Ratio of long side to short side of the column =

= =

Hence allowable shear stress Length of punching periphery

Sl. No. Max. col. Load (kN) 1 140.3 2 473.5 3 140.3 4 473.5 5 36.2 6 27.1 7 36.2 8 42.2 9 36.2 10 27.1

Pun. Shear

= (0.75*4*5000^0.5)*0.006877 = = (0.75*(2+4/1.000)*5000^0.5)*0.006877 = 1.000 2 1.459 N/mm 3.425 m

2

1.459 N/mm 2 2.195 N/mm

Check

stress (N/mm 2)

0.08 0.27 0.08 0.27 0.02 0.02 0.02 0.02 0.02 0.02

Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay Diagrams of 1st Load Case of Table.

Left Ped. 30

-116.1 140.3

29.1

-

29.8

-31.8

7.4 -7.6

31.1 -111.2 376.8

DESIGN PRESSURE DIAGRAM

SHEAR FORCE DIAGRAM

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


PIPE RACK WA15 - DESIGN CALCULATIONS

PROJECT:



YES

CALC. N O

2411-8320-CA-WA15-0001

Sheet No :

K1 OF K1

Rev

Date

Originator

Checker

O1

16-Nov-06

TPR

ASHOKAN

APPENDIX J DESIGN OF PEDESTAL-PD1

Approver



PROJECT:


Sheet No :


YES

CALC. N O

2411-8320-CA-WA15-0001

1

Rev

Date

Originator

Checker

O1

16-Nov-06

TPR

ASHOKAN

STRENGTH DESIGN OF PEDESTAL (Ref. ACI 318-2005) Critical STAAD file : WA15 3 Critical Node : Critical Load Case : 115 Fx Fy Fz mx (kN) (kN) (kN) (kNm) 69.00 -55.00 4.00 0

mz (kNm) 0

Axial Force (Fy) at Pedestal level, Pu Width of Pedestal, b Depth of Pedestal, h

= = =

-55.0 kN 600.0 mm 600.0 mm

Effective depth, d Area of cross section of Pedestal, Ag

= =

540.0 mm 360000 mm²

(From support reactions, Section 3)

Grade beam is designed as short column with axial force(tension/compression) with bending. Yield Strength of Steel, fy Characteristic strength of Concrete, f'c

= =

Height of pedestal from centre of Grade Beam, H

=

420 N/mm² 35 N/mm²

= =

61073 psi 5089 psi

1.825 m

a) Tension with bending Resultant Shear Force (Fx) at Pedestal level Mu = Fx*H Moment co-efficient, Φ

= = =

69.1 kN 126.14 kNm 0.90

Mn' Pn

= (Mu-Pu(d-h/2))/ Φ = Pu/ Φ

= =

61.88 kNm 61.11 kN

K z/d

= Mn'/(bd²f'c) = 0.5+(0.25-K/1.7)^0.5

= = =

0.01 0.99 0.95

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

=

So longitudinal bars required, Providing reinforcement of Area of steel required, Ast Provide on sides the same reinforcement

: =

Shall not exceed 0.95

433 mm²

5 nos of 20 mm dia. 2 1570.8 mm Safe

So Ast provided

: 16 nos of 2 = 1800 mm 2 = 5027 mm

Ties reqired, 10.0 mm dia. bars Providing Spacing, as per ACI 318, Cl. 7.10.5.2 Minimum of 16 *Longitudinal bars 48*Tie dia. Least lateral dimension

= 320 = 480 = 600

Total no of bars required Minimum reinforcement, 0.5% Ag

Provide

10.0

mm dia. Bars @

150 mm c/c.


mm mm mm

20 Safe

mm dia.

Approver



PROJECT:


Sheet No :


YES

CALC. N O

2411-8320-CA-WA15-0001

Rev

Date

Originator

Checker

O1

16-Nov-06

TPR

ASHOKAN

b) Compression with bending Fx (kN) 70.00

Fy (kN) 440.00

Fz (kN) 6.00

mx (kNm) 0

mz (kNm) 0

Axial Force (Fy) at Pedestal level, Pu Width of Pedestal, b Depth of Pedestal, h Effective depth, d Area of cross section of Pedestal, Ag

= = = = =

440.0 kN 600.0 mm 600.0 mm 540.0 mm 360000 mm²


Resultant Shear Force (Fx) at Pedestal level

=


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

= =

70.3 kN 128.22 kNm 0.83

Mn' Pn

= (Mu+Pu(d-h/2))/ Φ = Pu/ Φ

= =

174.8 kNm 530.02 kN

K

= Mn'/(bd²f'c)

=

0.03

z/d

= 0.5+(0.25-K/1.7)^0.5

= =

0.98 0.95

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

=

So longitudinal bars required, Providing reinforcement of Area of steel required, Ast Provide on sides the same reinforcement Total no of bars required Minimum reinforcement, 0.5% Ag

: =


451 mm²

5 nos of 20 mm dia. 1570.8 mm2 Safe

So Ast provided

: 16 nos of 2 = 1800 mm = 5027 mm2


= 320 = 480 = 600

Provide

10.0

mm dia. Bars @

150 mm c/c.

mm mm mm

20 Safe

mm dia.

Approver



PROJECT:



YES

CALC. N O

2411-8320-CA-WA15-0001

Sheet No :

K1 OF K1

Rev

Date

Originator

Checker

O1

16-Nov-06

TPR

Ashokan

APPENDIX J DESIGN OF PEDESTAL-PD2

Approver



PROJECT:


Sheet No :


YES

CALC. N O

2411-8320-CA-WA15-0001

1

Rev

Date

Originator

Checker

O1

16-Nov-06

TPR

ASHOKAN

STRENGTH DESIGN OF PEDESTAL (Ref. ACI 318-2005) Critical STAAD file : WA15 5 Critical Node : Critical Load Case : 109 Fx Fy Fz mx (kN) (kN) (kN) (kNm) 101.00 -263.00 24.00 0

mz (kNm) 0

Axial Force (Fy) at Pedestal level, Pu Width of Pedestal, b Depth of Pedestal, h

= = =

-263.0 kN 600.0 mm 600.0 mm

Effective depth, d Area of cross section of Pedestal, Ag

= =

537.5 mm 360000 mm²


Grade beam is designed as short column with axial force(tension/compression) with bending. Yield Strength of Steel, fy Characteristic strength of Concrete, f'c

= =

420 N/mm² 35 N/mm²

Height of pedestal from centre of Grade Beam, H

=

3.35 m

Resultant Shear Force (Fx) at Pedestal level Mu = Fx*H Moment co-efficient, Φ

= = =

103.8 kN 347.77 kNm 0.90

Mn' Pn

= (Mu-Pu(d-h/2))/ Φ = Pu/ Φ

= =

85.17 kNm 292.22 kN

K z/d

= Mn'/(bd²f'c) = 0.5+(0.25-K/1.7)^0.5

= = =

0.01 0.99 0.95

=

1093 mm²

= =

61073 psi 5089 psi

a) Tension with bending

z/d Area of steel required Ast = Mn'/(fy*d(z/d)) + (Pn/fy) So longitudinal bars required, Providing reinforcement of Area of steel required, Ast Provide on sides the same reinforcement

: =


5 nos of 25 mm dia. 2 2454.4 mm Safe

So Ast provided

: 16 nos of 2 = 1800 mm 2 = 7854 mm


= 400 = 480 = 600

Total no of bars required Minimum reinforcement, 0.5% Ag

Provide

10.0

mm dia. Bars @

150 mm c/c.


mm mm mm

25 Safe

mm dia.

Approver

Pipe Rack Design

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