Design Calculation for Pipe Supports

(1)

ORIGINATOR:

ORIGINATOR DOC No.:

ADCO DOC No.:

1 10/8/2012

A

REV.

LTWp-JAD1113-XXX-CIV-CAL-XXX-A

CONTRACT NO.:

11-01-83-0602

7359.03

PROJECT NO.:

P11542

DATE:

PAGE

CONTRACT No. 7359.03 (GES)

TASK ORDER No. 92221147

DESIGN CALCULATION OF PIPE SUPPORTS

FOR

PRODUCED WATER RE-INJECTION UPGRADE

AT BAB CL-5, CL-15 & CL-16

THIS DOCUMENT IS INTENDED FOR USE BY ADCO AND IT'S NOMINATED

CONSULTANTS, CONTRACTORS, MANUFACTURERS AND SUPPLIERS

ENGINEERING SERVICES FOR

MISCELLANEOUS PMRFs, BAB BATCH-4

15 OF

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REVISION RECORD

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DESIGN CALCULATION OF PIPE SUPPORTS

11-01-83-0602

10/8/2012

DOC. TITLE:

PROJECT NO:

P11542

REV.

CONTRACT NO.:

7359.03

10.08.2012

PROJECT:

ADCO DOCUMENT NO.

DESCRIPTION

SBU

VBE

AEN

ORIGINATOR

REVIEWED

APPROVED

(3)

Pages

1.0 INTRODUCTION………..………...……… 4

2.0 SCOPE……..……….……...………..4

3.0 REFERENCE CODES & STANDARDS………..

4

4.0 REFERENCE DRAWINGS………..

4

5.0 MATERIAL DATA ………..

4

6.0 SOIL DATA ………….………...………..

5

7.0 DESIGN LOADS FOR PIPE SUPPORTS ……….………..

5

8.0 BASIC LOAD CASES AND LOAD COMBINATIONS………..

7

9.0 STEEL STRUCTURE ANALYSIS & DESIGN ……….

8

10.0 PIPE SUPPORT FOUNDATIONS ……….………..

10

11.0 RESULT ……….……….

10 APPENDIX - I

DRAWINGS (8 sheets)

APPENDIX - II

PIPING INPUT (10 sheets) + ASSUMPTIONS (6 sheets)

APPENDIX - III

STRUCTURAL STEEL STAAD OUTPUT (23 sheets)

APPENDIX - IV

BASE PLATE DESIGN (5 Sheets)

APPENDIX - V

FOUNDATION DESIGN (133 Sheets)

PAGE

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DESIGN CALCULATION OF PIPE SUPPORTS

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DOC. TITLE:

11-01-83-0602

(4)

1.0 INTRODUCTION

2.0 SCOPE

There are 4 types of pipe supports:

- "T" post type steel supports (PS-02 & PS-03) connected with tie-beams and horizontal bracings

3.0 REFERENCE CODES & STANDARDS

BS 8110: 1997 Part-1

-ASCE/SEI 7-05

-BS 5950

-

Structural Use of Steelwork in Building

UBC 1997

-

Uniform Building Code

-34.19.20.31

-

Reinforced Concrete Structures

4.0 REFERENCE DRAWINGS

P11542-11-01-76-0602

-

Pipe Supports

11-01-79-1706 rev. 3

-

GA Civil Section V BCDS Area (NPCC Drawing Project no. P11500)

11-01-76-2630 rev. 2 (sht.3/6)

-11-20-79-0215

-

GA Civil Pipe Support Foundation - WSW Cluster 16

5.0 MATERIAL DATA

a.

Grade of structural steel BS En 10025: Yield strenght

=

250 N/mm

2

b.

Grade of blinding concrete

=

20 N/mm

2

c.

Grade of reinforced concrete

=

40 N/mm

2

d.

Unit weight of concrete, γ

c

=

24 KN/m

3

e.

Grade of reinforcement (BS 4449), f

y

=

460 N/mm

2

PAGE

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P11542

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ADCO DOCUMENT NO.

DOC. TITLE:

DESIGN CALCULATION OF PIPE SUPPORTS

11-01-83-0602

CONTRACT NO.:

PROJECT NO:

- "T" post type steel supports (PS-04).

- Cantilever on existing structure (PS-01)

Structural Design Basis

30.99.75.0067

Company specifications

Layout for paving and pipe supports - Water treatment area BCDS

(NPCC Drawing Project no. P11500)

- PS-33, PS-34, PS-35 - all in Cluster (5, 15, 16) Area.

Minimum Design Loads for Buildings and Other Structures

REV.

The Bab field is located in a desert area approximately 160 km southwest of Abu Dhabi city. The field covers an

area of approximately 45 km by 25 km. The main processing facilities are located around Habshan.

The scope of this calculation note is to design the Pipe support structures & foundations as per piping

requirements.

Oil production from Bab field started in the 1960s. Bab field facilities were built in two phases. Phase-1 was

commissioned in 1993 and included five processing trains, namely Trains 1 to 5, in the Central Degassing

Station (CDS). Phase-1 also included five remote degassing stations, RDS-1, 2, 3, 4, and 5. Phase-2 which

included trains 6 and 7 in the CDS and one remote degassing station, RDS-6 was commissioned in 2004.

Structural Use Of Concrete (Code of practice for design &

construction)

The field is sour, with wells to the northeast exhibiting generally higher H2S content than wells to the southwest.

For the purposes of maintaining continuous improvement for the existing Bab facilities, ADCO Intended carrying

plant modifications as part of Batch-IV to improve the operability and safety of the existing facilities.

- Concrete supports with embedded steel plates and supporting steel beams on top:

- PS-05, PS-06, PS-07, PS-08, PS-09, PS-10, PS-29, PS-30, PS-31 & PS-32 - all in BAB CDS Area

(5)

6.0 SOIL DATA

a.

Net allowable Bearing Pressure

=

150 KN/m

2

b.

Unit weight of soil (γs

1

)

=

18 KN/m

3

c.

Water Table level

=

N/A

d.

Modulus of Subgrade Reaction (ks = 3 kg/cm

3

)

=

29421 kN/m

3

e.

Co-efficient of friction between concrete and soil

=

0.30 f.

Co-efficient of friction between concrete and polythene sheet

=

0.30

7.0 DESIGN LOADS FOR PIPE SUPPORTS

7.1 DEAD LOADS (DL)

For the pipe supports, the selfweight of the members are included in the structural analysis

using STAAD Pro.

7.2 PIPING LOADS

Refer Appendix II for Piping Input.

7.3 WIND LOADS

Wind Loads in X and Z directions are considered for the analysis of pipe supports as follows:

Wind loads are calculated based on ASCE/SEI 7-05.

Wind load is calculated across the direction of Piping.

Basic wind speed

Vb

=

44.7 m/s

Importance factor

I

=

1.15 Exposure category

=

C

Wind Directionality Factor, Kd (Table 6-4 of ASCE 7-05)

=

0.85 Topographic Factor, Kzt (Structural design criteria)

=

1 Velocity pressure

qz=0.613KzKztKdV

2

*I

(N/m

2

)

G - Gust effect factor for all structural members

=

0.85 Cf - for circular members, Diam. > 50mm

=

0.80 Cf - for Flat sided members

₌

2 Cs - Shielling coefficient

₌

1.0 (shielding effect neglected)

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PROJECT NO:

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DESIGN CALCULATION OF PIPE SUPPORTS

11-01-83-0602

(kN/m

2

)

CONTRACT NO.:

0-4.6

Kz

REV.

Velocity Pressure

(m)

6.1

1.078 Height above

G.L.

Exposure

0.85 Soil parameters according to Geo-technical investigation for EPC for BAB THAMAMA G & HABSHAN 2,

1.8/MMBOPD PHASE-I DEVELOPMENT ADCO PROJECT No. P11500,

(6)

(a) Wind force on Structual Members

F=(qzGCfCs)Af

kN

where Af = Projected Area (m

2

)

F=(1.078 * 0.85 * 2 * 1) * Af

F=

1.8326

*Af

(b) Wind force on Pipes

F=(qzGCfCs)D

kN/m

where D = Average Diameter of Pipe (m)

F=(1.078 * 0.85 * 0.8 * 1) * D

D [m]

D[in]

0.273

10.00

0.350

14.00

7.4 SEISMIC LOAD CALCULATION:

Seismic loads are calculated based on UBC 1997

Time period

Ta = Ct*(hn)^0.75

Ct =

0.085 hn =

4.82 m

Ta=

0.277 Design base shear

As per clause 1630.2.1, the total design base shear need not exceed the following:

V = (2.5 * Ca * I / R) * W

, where:

Ca – seismic coefficient, as set forth in Table 16-Q

Ca=

0.12 (considering Z = seismic zone '1', factor = 0.075, soil profile type: Sd = stiff soil profile)

I = importance factor given in table 16-K

I=

1.25 Rx=

2.2 Rz=

2.2 W= Total dead load as per Clause 1630.1.1 of UBC-97

PAGE

6 OF 15

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DATE:

0.201

0.257 UC254x254x89

F [kn/m]

0.263

0.263 PS-02 & PS-03

PS-01

0.251

0.48 UBC load generation is capable to calculate the natural period of vibration, base shear and distribute the lateral

forces for each level automatically.

PROJECT NO:

REV.

(Table 16-P UBC-97 - Factors for cantilevered column type structures)

10/8/2012

7359.03

UB203x133x25

Member

P11542

Width

Sl.No.

11-01-83-0602

ENGG. SERVICES FOR MISCELLANEOUS PMRFs BAB BATCH-4

0.46 UC254x254x89

(occupancy category = 2 "Nonbuilding structures housing, supporting or containing quantities of

toxic or explosive substances that, if contained within a building, would cause that building to

be classified as a Group H, Division 1, 2 or 7 Occupancy")

R= numerical coefficient representative of the inherent overstrength and global ductility capacity of lateral

force-resisting systems, as set forth in Table 16-N

DESIGN CALCULATION OF PIPE SUPPORTS

ADCO DOCUMENT NO.

0.48 Time period of the structure is calculated based on clause 1630.2.2.1 (Method A).

UB254x146x31

PS-04

Wind Load

(kN/m)

PROJECT:

DOC. TITLE:

0.203

0.37 CONTRACT NO.:

(7)

8.0 BASIC LOAD CASES AND LOAD COMBINATIONS

The Following are the Basic loads & Load combinations adopted for the analysis of Pipe Supports

using STAAD Pro. V.8i

Basic Loads:

Load 1

DL

-

Structure selfweight

Load 2

LL

-

Live Load - Instrument cable trays weight considered

Load 3

PE

-

Piping Empty Loads

Load 4

PO

-

Piping Operating loads

Load 5

PT

-

Piping Test Loads

Load 6

FLT

-

Frication loads - Transvers

Load 7

FLL

-

Frication loads - Longitudinal.

Load 8

WLX

-

Wind load in X-DIR

Load 9

WLZ

-

Wind load in Z-DIR

Load 10

EQX

-

Earthquake load in X-DIR

Load 11

EQZ

-

Earthquake load in Z-DIR

Combinations for Bearing capacity and stability check. (STAAD Combinations 201-247)

(For bearing capacity and stability check)

1 - 1.0DL+1.0 Emp

2 - 1.0DL+1.0 Emp ± 1.0 WL

3 - 1.0 DL + 1.0 Live+1.0 Oper

4 - 1.0 DL + 1.0 Live+1.0 Oper ± 1.0 FLT ± 1.0 FLL

5 - 1.0 DL + 1.0 Live+1.0 Oper ± 1.0 FLT ± 1.0 FLL ± 1.0 WL

6 - 1.0 DL + 1.0 Live+1.0 Oper ± 1.0 FLT ± 1.0 FLL ± 0.715 EQ

7 - 1.0 Test + 1.0 DL

8 - 1.0 DL + 1.0 Test ± 0.60 WL

Combinations for Strength Design. (STAAD Combinations 101-147)

1 - 1.4 DL+1.4 Emp

2 - 1.4 DL+1.4 Emp ± 1.4 WL

3 - 1.4 DL + 1.6 Live+1.4 Oper

4 - 1.4 DL + 1.6 Live+1.4 Oper ± 1.6 FLT ± 1.6 FLL

5 - 1.2 DL + 1.2 Live+1.2 Oper ± 1.2 FLT ± 1.2 FLL ± 1.2 WL

6 - 1.2DL + 1.0 Live+1.2 Oper ± 1.2 FLT ± 1.2 FLL ± 1.0EQ

7 - 1.4 Test + 1.4 DL

8 - 1.2 DL + 1.2 Test ± 0.72WL

PAGE

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9.0 STEEL STRUCTURE ANALYSIS & DESIGN

Analysis and checking of pipe supports is carried out using Staad Pro.V8i , based on BS 5950.

The STAAD output is given in Appendix III

Pipe support PS-01

Pipe support PS-02 & PS-03

PAGE

8 OF 15

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Dimensions

3D view

Nodes

Beams

Nodes

Dimensions

3D view

REV.

10/8/2012

7359.03

PROJECT NO:

PROJECT:

CONTRACT NO.:

ADCO DOCUMENT NO.

P11542

Beams

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(9)

Pipe support PS-04

DEFLECTION CHECK

Sway check

Load

Combo

220

223

219 As shown in the table above, the maximum displacements are less than the allowable deflection H/200.

Vertical deflection check

Vertical deflection of beams has been checked as per Structural Design Basis (30-99-75-0067).

Stress ratio is also checked:

PAGE

9 OF 15

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Safe

Load

Combination

Allowable

deflection

L/180

Remarks

24.10 mm

Maximum

deflection (z)

9.088 mm

12.075 mm

10.119 mm

PS-02 & PS-03

0.360 4.17 mm

8.196 mm

1.39 mm

PS-01

211 Safe

Safe

0.192 Safe

<Allowable Ratio

(0.9)

1.394 mm

6.94 mm

Safe

218 Safe

PS-01

Load

Combo

24.10 mm

211

218

211 Nodes

Dimensions

PROJECT NO:

P11542

Pipe supports

Allowable

deflection H/200

PS-01

Remarks

Safe

REV.

10/8/2012

PS-02 & PS-03

Pipe supports

Maximum vertical

deflection (y)

7359.03

PS-04

2.390 mm

5.336 mm

Maximum

deflection (x)

Maximum utility

Ratio

PROJECT:

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PS-04

0.417 mm

PS-02 & PS-03

Pipe supports

Beams

Deflection calculation is being done using STAAD PRO v.8i at top of Pipe Supports with all unfactored load

combinations (201-247)

3D view

PS-04

0.164 DOC. TITLE:

3.376 mm

(10)

10.0 PIPE SUPPORT FOUNDATIONS

Scope of work for Foundation calculation consists of:

- adequacy check of existing foundation for PS-01

- new foundation design for pipe supports PS-02, 03, 04

- new concrete pipe supports design PS-05 to PS-10, PS-29 to PS-32 and PS-33 to PS-35

All Pipe support foundations are checked with the latest loads as per Appendix II.

Isolated and combined foundations are designed in Mat 3D. Refer the Appendix V for details.

11.0 RESULT

As a result of the structural analysis, the current arrangement of the pipe supports is adequate.

The foundation sizes are checked for bearing pressure, sliding & overturning, and found safe for all load

combinations considered.

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(11)

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Appendix - I

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

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P11542

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Appendix - II

(21)

(22)

(23)

(24)

(25)

(26)

(27)

(28)

(29)

Appendix II

CAESAR II 2011 SP3 Ver.5.30.03, (Build 120131) Date: JUN 27, 2012 Time: 15:29

Job: R:\J_AD110013_ADCO_MISC_PMRFS_BAB_BAT...\PW INJECTION PIPING

Licensed To: LITWIN PEL LLC -- ID #14322

RESTRAINT SUMMARY REPORT: Loads On Restraints

Various Load Cases

LOAD CASE DEFINITION KEY

CASE 1 (HYD) WW+HP

1(HYD)

Hydro test

CASE 2 (OPE) W+T1+P1

2(OPE)

Max design

CASE 3 (OPE) W+T2+P1

3(OPE)

Min design

CASE 4 (SUS) W+P1

4(SUS)

Sustained

NODE Load Case

FX N.

FY N.

FZ N. MX N.m. MY N.m. MZ N.m.

PS-01/60

Rigid +Y; Rigid GUI w/gap

STEEL SUPP

1(HYD)

-248

-13883

306

0

0 2(OPE)

-3144

-10496

175

0

0 3(OPE)

4612

-15434

413

0

0 4(SUS)

-282

-14603

339

0

0 MAX

4612/L3 -15434/L3

413/L3

PS-02/70

Rigid +Y

STEEL SUPP

1(HYD)

80 -1836

1

0

0 2(OPE)

928 -3102

75

0

0 3(OPE)

-544

-1814

7

0

0 4(SUS)

81 -2043

-7

0

0 MAX

928/L2 -3102/L2 75/L2

PS-03/80

Rigid +Y; Rigid GUI w/gap

STEEL SUPP

1(HYD)

232 -6870

-12

0

0 2(OPE)

1959

-6730

488

0

0 3(OPE)

-2217

-7420

-204

0

0 4(SUS)

245 -7294

-9

0

0 MAX

-2217/L3 -7420/L3 488/L2

PS-04/110

Rigid +Y

STEEL SUPP

1(HYD)

-879

-6184

0

0 2(OPE)

1618

-5606

458

0

0 3(OPE)

-2075

-6929

-130

0

0 4(SUS)

-942

-6607

0

(30)

Appendix II

PS-05/130

Rigid +Y; Rigid X

RC SUPP

1(HYD)

290 -9277

128

0

0 2(OPE)

-2088

-9726

2918

0

0 3(OPE)

3401

-9406

-2822

0

0 4(SUS)

311 -9651

137

0

0 MAX

3401/L3 -9726/L2 2918/L2

PS-06/185

Rigid +Y

RC SUPP

1(HYD)

36 -5076

-8

0

0 2(OPE)

1879

-8588

1762

0

0 3(OPE)

-700

-3589

-818

0

0 4(SUS)

39 -5131

-8

0

0 MAX

1879/L2 -8588/L2 1762/L2

PS-07/230

Rigid +Y; Rigid Z

RC SUPP

1(HYD)

115 -8695

-405

0

0 2(OPE)

552 -1840

7050

0

0 3(OPE)

-3627

-12090

-127

0

0 4(SUS)

122 -8882

-430

0

0 MAX

-3627/L3 -12090/L3

7050/L2

PS-08/335

Rigid +Y

RC SUPP

1(HYD)

-393

-9580

-74

0

0 2(OPE)

1648

-22031

-6401

0

0 3(OPE)

-456

-4529

1280

0

0 4(SUS)

-419

-9807

-78

0

0 MAX

1648/L2 -22031/L2

-6401/L2

PS-29/670

Rigid +Y; Rigid X w/gap; Rigid Z w/gap

RC SUPP

1(HYD)

-144

-2198

28

0

0 2(OPE)

1062

-5982

300

0

0 3(OPE)

-449

-1509

-60

0

0 4(SUS)

-153

-2313

30

0

0 MAX

1062/L2 -5982/L2 300/L2

PS-10/1057

Rigid +Y

RC SUPP

1(HYD)

36 -18903

430

0

0 2(OPE)

-1405

-26688

-7882

0

0 3(OPE)

930 -8388

2338

0

0 4(SUS)

39 -19663

458

0

0 MAX

-1405/L2 -26688/L2

-7882/L2

PS-09/1060

Rigid +Y

RC SUPP

1(HYD)

-20

-3972

-38

0

0 2(OPE)

16 -3445

1034

0

0 3(OPE)

953 -5096

-266

0

0 4(SUS)

-22

-4109

-41

0

0 MAX

953/L3 -5096/L3 1034/L2

(31)

EXISTING LOADS ON PS-01_ASSUMPTIONS

X

Z

X

Z

A

105.000

10

0.273

3.00

0.00

0.60

0.00

2.9

4.27 B

104.400

12

0.324

2.85

1.80

0.68

0.43

3.8

5.63

100.300

12

0.324

3.00

0.00

0.71

0.00

4.0

5.93

11.2

13.13 *C = EXISTING PS-0227

Wind force on Pipes

F=(qzGCfCs)D=

0.73304

D

kN/m

where D = Average Diameter of Pipe (m)

qz = 1.078

kN/m

2

G = 0.85

Cf = 0.8

Cs = 1

Empty

including

Water

2"

7.47

9.37 3"

15.26

19.52 8"

64.57

94.03 10"

95.85

142.19 12"

131.95

197.50 20"

310.91

473.95 24"

441.26

676.86 Pipe Dia

Pipe Weight (kg/m)

C

E

X

IS

T

IN

G

O

N

P

S

-0

1 TOTAL ( +12" FLANGE GLOBE VALVE CLASS 300 = 720.21KG)

EMPTY

(kN)

OPE

(kN)

LENGTH (m)

WIND LOAD (kN/m)

SUPPOR

T

TOS EL

(m)

DIAMETE

R (")

DIAMETE

R (m)

(32)

(33)

(34)

(35)

(36)

(37)

PAGE

13 OF

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DATE:

CONTRACT NO.:

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11-01-83-0602

P11542

REV.

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DOC. TITLE:

DESIGN CALCULATION OF PIPE SUPPORTS

Appendix - III

STRUCTURAL STEEL STAAD

OUTPUT

(38)

****************************************************

* *

* STAAD.Pro *

* Version 2007 Build 04 *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUL 20, 2012 *

* Time= 13:51:56 *

* *

* USER ID: *

****************************************************

1. STAAD SPACE

INPUT FILE: PS-01.STD

2. START JOB INFORMATION

3. ENGINEER DATE 9 JUL 2012

4. JOB NAME P11542 - PIPE SUPPORT 01

5. JOB CLIENT ADCO

6. ENGINEER NAME SBU

7. END JOB INFORMATION

8. ****************************************************************

9. INPUT WIDTH 79

10. ****************************************************************

11. UNIT METER KN

12. JOINT COORDINATES

13. 25 0 100.3 4.5; 26 0 105.124 4.5; 27 0.900002 100.3 4.5

14. 28 0.900002 105.124 4.5; 29 0 104.4 4.5; 30 0.900002 104.4 4.5

15. 31 0 103.441 4.5; 32 0.900002 103.441 4.5; 33 0 102.429 4.5

16. 34 0.900002 102.429 4.5; 35 0 101.415 4.5; 36 0.900002 101.415 4.5

17. 37 1.646 105.124 4.5

18. MEMBER INCIDENCES

19. 24 26 29; 25 28 30; 26 26 28; 27 29 31; 28 30 32; 29 29 30; 30 31 33; 31 32 34

20. 32 31 32; 33 33 35; 34 34 36; 35 33 34; 36 35 25; 37 36 27; 38 35 36; 39 25 36

21. 40 35 34; 41 33 32; 42 31 30; 43 28 37

22. ****************************************************************

23. DEFINE MATERIAL START

24. ISOTROPIC STEEL

25. E 2.05E+008

26. POISSON 0.3

27. DENSITY 78.5

28. ALPHA 1.2E-005

29. DAMP 0.03

30. END DEFINE MATERIAL

31. ****************************************************************

32. ****************************************************************

33. MEMBER PROPERTY BRITISH

34. 24 25 27 28 30 31 33 34 36 37 TABLE ST UB254X146X31

35. 26 29 32 43 TABLE ST UB203X133X25

36. 35 38 TO 42 TABLE ST UA70X70X8

37. CONSTANTS

38. BETA 90 MEMB 24 25 27 28 30 31 33 34 36 37

39. BETA 45 MEMB 35 38 TO 42

40. *BETA 90 MEMB 2

41. MATERIAL STEEL ALL

42. ****************************************************************

43. SUPPORTS

44. 25 27 FIXED

45. ****************************************************************

46. MEMBER RELEASE

47. 39 TO 42 START MY MZ

48. 39 TO 42 END MY MZ

49. DEFINE UBC LOAD

50. ****************************************************************

51. ZONE 0.075 I 1.25 RWX 2.2 RWZ 2.2 STYP 4

52. SELFWEIGHT 1

53. **

54. JOINT WEIGHT

55. 26 WEIGHT 2.5

(39)

56. MEMBER WEIGHT

57. ****************************************************************

58. LOAD 10 EARTHQUAKE LOAD (EX)

59. ****************************************************************

60. UBC LOAD X 1

61. PERFORM ANALYSIS

P R O B L E M S T A T I S T I C S

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 13/ 20/ 2

SOLVER USED IS THE IN-CORE ADVANCED SOLVER

TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 66

***********************************************************

* *

* X DIRECTION : Ta = 0.278 Tb = 0.057 Tuser = 0.000 *

* T = 0.057, LOAD FACTOR = 1.000 *

* UBC TYPE = 97 *

* UBC FACTOR V = 0.1705 x 6.98 = 1.19 KN *

* *

***********************************************************

62. CHANGE

63. ****************************************************************

64. LOAD 11 EARTHQUAKE LOAD (EZ)

65. ****************************************************************

66. UBC LOAD Z 1

67. PERFORM ANALYSIS

***********************************************************

* *

* Z DIRECTION : Ta = 0.278 Tb = 0.216 Tuser = 0.000 *

* T = 0.216, LOAD FACTOR = 1.000 *

* UBC TYPE = 97 *

* UBC FACTOR V = 0.1705 x 6.98 = 1.19 KN *

* *

***********************************************************

68. CHANGE

69. ****************************************************************

70. LOAD 1 LOADTYPE NONE TITLE DEAD LOADS - (DL)

71. SELFWEIGHT Y -1

72. ****************************************************************

73. ****************************************************************

74. LOAD 2 LOADTYPE NONE TITLE LIVE LOADS (LL)

75. JOINT LOAD

76. 26 28 TO 37 FX 0.0001

77. ****************************************************************

78. ****************************************************************

79. LOAD 3 LOADTYPE NONE TITLE PIPING EMPTY LOADS (PE)

80. MEMBER LOAD

81. 43 CON GX 0.282 0.496

82. 43 CON GY -14.603 0.496

83. 43 CON GZ 0.339 0.496

84. 26 CON GY -2.9 0.4

85. 29 CON GY -3.8 0.4

86. ****************************************************************

87. ****************************************************************

88. LOAD 4 LOADTYPE NONE TITLE PIPING OPERATING LOADS (PO)

89. MEMBER LOAD

90. 43 CON GX 4.612 0.496

91. 43 CON GY -15.434 0.496

(40)

92. 43 CON GZ 0.413 0.496

93. 26 CON GY -4.3 0.4

94. 29 CON GY -5.6 0.4

95. ****************************************************************

96. ****************************************************************

97. LOAD 5 LOADTYPE NONE TITLE PIPING TEST LOADS (PT)

98. MEMBER LOAD

99. 43 CON GX -0.248 0.496

100. 43 CON GY -13.883 0.496

101. 43 CON GZ 0.306 0.496

102. ****************************************************************

103. ****************************************************************

104. LOAD 6 LOADTYPE NONE TITLE FRICTION LOADS - TRANSVERSE (FLT)

105. ****************************************************************

106. JOINT LOAD

107. 26 28 TO 37 FX 0.0001

108. ****************************************************************

109. LOAD 7 LOADTYPE NONE TITLE FRICTION LOADS - LONG.(FLL)

110. ****************************************************************

111. JOINT LOAD

112. 26 28 TO 37 FX 0.0001

113. ****************************************************************

114. LOAD 8 LOADTYPE NONE TITLE WIND LOAD X

115. ****************************************************************

116. MEMBER LOAD

117. 24 25 27 28 30 31 33 34 36 37 UNI GX 0.46

118. 43 CON GX 1 0.496

119. 26 CON GX 0.6 0.4

120. 29 CON GX 0.68 0.4

121. * 14 TO 16 18 TO 20 25 TO 27 UNI GX 0.70 FROM STEEL AND PIPES/TRAYS

122. ****************************************************************

123. LOAD 9 LOADTYPE NONE TITLE WIND LOAD Z

124. ****************************************************************

125. MEMBER LOAD

126. 24 25 27 28 30 31 33 34 36 37 UNI GZ 0.27

127. 26 29 32 43 UNI GZ 0.37

128. 35 38 TO 42 UNI GZ 0.13

129. 29 CON GZ 0.43 0.4

130. *WIND FROM VERTICAL TRAY 2.0M X 0.5 X0. 2.2 = 2.2KN

131. *2.2/2 = 1.1KN AT JOINT 15 21

132. *FACTORED LOAD COMBINATIONS FOR COLUMN, BEAMS FOUNDATION DESIGN

133. ****************************************************************

134. *LOAD COMBINATIONS **

135. ****************************************************************

136. ERECTION CONDITION

137. ****************************************************************

138. LOAD COMB 101 (DL+PE)

139. 1 1.4 3 1.4

140. LOAD COMB 102 (DL+PE+WINDX)

141. 1 1.4 3 1.4 8 1.4

142. LOAD COMB 103 (DL+PE-WINDX)

143. 1 1.4 3 1.4 8 -1.4

144. LOAD COMB 104 (DL+PE+WINDZ)

145. 1 1.4 3 1.4 9 1.4

146. LOAD COMB 105 (DL+PE-WINDZ)

147. 1 1.4 3 1.4 9 -1.4

148. ****************************************************************

149. OPERATION CONDITION

150. ****************************************************************

151. LOAD COMB 106 (DL+PO+LL)

152. 1 1.4 4 1.4 2 1.6

153. LOAD COMB 107 (DL+PO+LL+FLT+FLL)

154. 1 1.4 4 1.4 2 1.6 6 1.6 7 1.6

155. LOAD COMB 108 (DL+PO+LL-FLT+FLL)

156. 1 1.4 4 1.4 2 1.6 6 -1.6 7 1.6

157. LOAD COMB 109 (DL+PO+LL+FLT-FLL)

158. 1 1.4 4 1.4 2 1.6 6 1.6 7 -1.6

159. LOAD COMB 110 (DL+PO+LL-FLT-FLL)

160. 1 1.4 4 1.4 2 1.6 6 -1.6 7 -1.6

161. ***OPERATION CONDITION + WINDX

(41)

164. LOAD COMB 112 (DL+PO+LL-FLT+FLL+WINDX)

165. 1 1.2 4 1.2 2 1.2 6 -1.2 7 1.2 8 1.2

166. LOAD COMB 113 (DL+PO+LL+FLT-FLL+WINDX)

167. 1 1.2 4 1.2 2 1.2 6 1.2 7 -1.2 8 1.2

168. LOAD COMB 114 (DL+PO+LL-FLT-FLL+WINDX)

169. 1 1.2 4 1.2 2 1.2 6 -1.2 7 -1.2 8 1.2

170. ***

171. ***OPERATION CONDITION - WINDX

172. LOAD COMB 115 (DL+PO+LL+FLT+FLL-WINDX)

173. 1 1.2 4 1.2 2 1.2 6 1.2 7 1.2 8 -1.2

174. LOAD COMB 116 (DL+PO+LL-FLT+FLL-WINDX)

175. 1 1.2 4 1.2 2 1.2 6 -1.2 7 1.2 8 -1.2

176. LOAD COMB 117 (DL+PO+LL+FLT-FLL-WINDX)

177. 1 1.2 4 1.2 2 1.2 6 1.2 7 -1.2 8 -1.2

178. LOAD COMB 118 (DL+PO+LL-FLT-FLL-WINDX)

179. 1 1.2 4 1.2 2 1.2 6 -1.2 7 -1.2 8 -1.2

180. ***OPERATION CONDITION + WINDZ

181. LOAD COMB 119 (DL+PO+LL+FLT+FLL+WINDZ)

182. 1 1.2 4 1.2 2 1.2 6 1.2 7 1.2 9 1.2

183. LOAD COMB 120 (DL+PO+LL-FLT+FLL+WINDZ)

184. 1 1.2 4 1.2 2 1.2 6 -1.2 7 1.2 9 1.2

185. LOAD COMB 121 (DL+PO+LL+FLT-FLL+WINDZ)

186. 1 1.2 4 1.2 2 1.2 6 1.2 7 -1.2 9 1.2

187. LOAD COMB 122 (DL+PO+LL-FLT-FLL+WINDZ)

188. 1 1.2 4 1.2 2 1.2 6 -1.2 7 -1.2 9 1.2

189. ***

190. ***OPERATION CONDITION - WINDZ

191. LOAD COMB 123 (DL+PO+LL+FLT+FLL-WINDZ)

192. 1 1.2 4 1.2 2 1.2 6 1.2 7 1.2 9 -1.2

193. LOAD COMB 124 (DL+PO+LL-FLT+FLL-WINDZ)

194. 1 1.2 4 1.2 2 1.2 6 -1.2 7 1.2 9 -1.2

195. LOAD COMB 125 (DL+PO+LL+FLT-FLL-WINDZ)

196. 1 1.2 4 1.2 2 1.2 6 1.2 7 -1.2 9 -1.2

197. LOAD COMB 126 (DL+PO+LL-FLT-FLL-WINDZ)

198. 1 1.2 4 1.2 2 1.2 6 -1.2 7 -1.2 9 -1.2

199. ***OPERATION CONDITION + EX

200. LOAD COMB 127 (DL+PO+LL+FLT+FLL+EX)

201. 1 1.2 4 1.2 2 1.0 6 1.2 7 1.2 10 1.0

202. LOAD COMB 128 (DL+PO+LL-FLT+FLL+EX)

203. 1 1.2 4 1.2 2 1.0 6 -1.2 7 1.2 10 1.0

204. LOAD COMB 129 (DL+PO+LL+FLT-FLL+EX)

205. 1 1.2 4 1.2 2 1.0 6 1.2 7 -1.2 10 1.0

206. LOAD COMB 130 (DL+PO+LL-FLT-FLL+EX)

207. 1 1.2 4 1.2 2 1.0 6 -1.2 7 -1.2 10 1.0

208. ***

209. ***OPERATION CONDITION - EX

210. LOAD COMB 131 (DL+PO+LL+FLT+FLL+EX)

211. 1 1.2 4 1.2 2 1.0 6 1.2 7 1.2 10 -1.0

212. LOAD COMB 132 (DL+PO+LL-FLT+FLL+EX)

213. 1 1.2 4 1.2 2 1.0 6 -1.2 7 1.2 10 -1.0

214. LOAD COMB 133 (DL+PO+LL+FLT-FLL+EX)

215. 1 1.2 4 1.2 2 1.0 6 1.2 7 -1.2 10 -1.0

216. LOAD COMB 134 (DL+PO+LL-FLT-FLL+EX)

217. 1 1.2 4 1.2 2 1.0 6 -1.2 7 -1.2 10 -1.0

218. ***OPERATION CONDITION + EZ

219. LOAD COMB 135 (DL+PO+LL+FLT+FLL+EZ)

220. 1 1.2 4 1.2 2 1.0 6 1.2 7 1.2 11 1.0

221. LOAD COMB 136 (DL+PO+LL-FLT+FLL+EZ)

222. 1 1.2 4 1.2 2 1.0 6 -1.2 7 1.2 11 1.0

223. LOAD COMB 137 (DL+PO+LL+FLT-FLL+EZ)

224. 1 1.2 4 1.2 2 1.0 6 1.2 7 -1.2 11 1.0

225. LOAD COMB 138 (DL+PO+LL-FLT-FLL+EZ)

226. 1 1.2 4 1.2 2 1.0 6 -1.2 7 -1.2 11 1.0

227. ***

228. ***OPERATION CONDITION - EZ

229. LOAD COMB 139 (DL+PO+LL+FLT+FLL-EZ)

230. 1 1.2 4 1.2 2 1.0 6 1.2 7 1.2 11 -1.0

231. LOAD COMB 140 (DL+PO+LL-FLT+FLL+EX)

232. 1 1.2 4 1.2 2 1.0 6 -1.2 7 1.2 11 -1.0

233. LOAD COMB 141 (DL+PO+LL+FLT-FLL+EX)

234. 1 1.2 4 1.2 2 1.0 6 1.2 7 -1.2 11 -1.0

235. LOAD COMB 142 (DL+PO+LL-FLT-FLL+EX)

(42)

236. 1 1.2 4 1.2 2 1.0 6 -1.2 7 -1.2 11 -1.0

237. ****************************************************************

238. TEST CONDITION

239. ****************************************************************

240. LOAD COMB 143 (DL+TEST)

241. 1 1.4 5 1.4

242. ***TEST + WINDX

243. LOAD COMB 144 (DL+TEST+0.72 WINDX)

244. 1 1.2 5 1.2 8 0.72

245. LOAD COMB 145 (DL+TEST-0.72 WINDX)

246. 1 1.2 5 1.2 8 -0.72

247. ***TEST + WINDZ

248. LOAD COMB 146 (DL+TEST+0.72 WINDX)

249. 1 1.2 5 1.2 9 0.72

250. LOAD COMB 147 (DL+TEST-0.72 WINDX)

251. 1 1.2 5 1.2 9 -0.72

252. *SERVICE LOAD COMBINATIONS

253. ****************************************************************

254. ERECTION CONDITION

255. ****************************************************************

256. LOAD COMB 201 (DL+PE)

257. 1 1.0 3 1.0

258. LOAD COMB 202 (DL+PE+WINDX)

259. 1 1.0 3 1.0 8 1.0

260. LOAD COMB 203 (DL+PE-WINDX)

261. 1 1.0 3 1.0 8 -1.0

262. LOAD COMB 204 (DL+PE+WINDZ)

263. 1 1.0 3 1.0 9 1.0

264. LOAD COMB 205 (DL+PE-WINDZ)

265. 1 1.0 3 1.0 9 -1.0

266. ****************************************************************

267. OPERATION CONDITION

268. ****************************************************************

269. LOAD COMB 206 (DL+PO+LL)

270. 1 1.0 4 1.0 2 1.0

271. LOAD COMB 207 (DL+PO+LL+FLT+FLL)

272. 1 1.0 4 1.0 2 1.0 6 1.0 7 1.0

273. LOAD COMB 208 (DL+PO+LL-FLT+FLL)

274. 1 1.0 4 1.0 2 1.0 6 -1.0 7 1.0

275. LOAD COMB 209 (DL+PO+LL+FLT-FLL)

276. 1 1.0 4 1.0 2 1.0 6 1.0 7 -1.0

277. LOAD COMB 210 (DL+PO+LL-FLT-FLL)

278. 1 1.0 4 1.0 2 1.0 6 -1.0 7 -1.0

279. ***OPERATION CONDITION + WINDX

280. LOAD COMB 211 (DL+PO+LL+FLT+FLL+WINDX)

281. 1 1.0 4 1.0 2 1.0 6 1.0 7 1.0 8 1.0

282. LOAD COMB 212 (DL+PO+LL-FLT+FLL+WINDX)

283. 1 1.0 4 1.0 2 1.0 6 -1.0 7 1.0 8 1.0

284. LOAD COMB 213 (DL+PO+LL+FLT-FLL+WINDX)

285. 1 1.0 4 1.0 2 1.0 6 1.0 7 -1.0 8 1.0

286. LOAD COMB 214 (DL+PO+LL-FLT-FLL+WINDX)

287. 1 1.0 4 1.0 2 1.0 6 -1.0 7 -1.0 8 1.0

288. ***

289. ***OPERATION CONDITION - WINDX

290. LOAD COMB 215 (DL+PO+LL+FLT+FLL-WINDX)

291. 1 1.0 4 1.0 2 1.0 6 1.0 7 1.0 8 -1.0

292. LOAD COMB 216 (DL+PO+LL-FLT+FLL-WINDX)

293. 1 1.0 4 1.0 2 1.0 6 -1.0 7 1.0 8 -1.0

294. LOAD COMB 217 (DL+PO+LL+FLT-FLL-WINDX)

295. 1 1.0 4 1.0 2 1.0 6 1.0 7 -1.0 8 -1.0

296. LOAD COMB 218 (DL+PO+LL-FLT-FLL-WINDX)

297. 1 1.0 4 1.0 2 1.0 6 -1.0 7 -1.0 8 -1.0

298. ***OPERATION CONDITION + WINDZ

299. LOAD COMB 219 (DL+PO+LL+FLT+FLL+WINDZ)

300. 1 1.0 4 1.0 2 1.0 6 1.0 7 1.0 9 1.0

301. LOAD COMB 220 (DL+PO+LL-FLT+FLL+WINDZ)

302. 1 1.0 4 1.0 2 1.0 6 -1.0 7 1.0 9 1.0

303. LOAD COMB 221 (DL+PO+LL+FLT-FLL+WINDZ)

304. 1 1.0 4 1.0 2 1.0 6 1.0 7 -1.0 9 1.0

305. LOAD COMB 222 (DL+PO+LL-FLT-FLL+WINDZ)

306. 1 1.0 4 1.0 2 1.0 6 -1.0 7 -1.0 9 1.0

307. ***

(43)

308. ***OPERATION CONDITION - WINDZ

309. LOAD COMB 223 (DL+PO+LL+FLT+FLL-WINDZ)

310. 1 1.0 4 1.0 2 1.0 6 1.0 7 1.0 9 -1.0

311. LOAD COMB 224 (DL+PO+LL-FLT+FLL-WINDZ)

312. 1 1.0 4 1.0 2 1.0 6 -1.0 7 1.0 9 -1.0

313. LOAD COMB 225 (DL+PO+LL+FLT-FLL-WINDZ)

314. 1 1.0 4 1.0 2 1.0 6 1.0 7 -1.0 9 -1.0

315. LOAD COMB 226 (DL+PO+LL-FLT-FLL-WINDZ)

316. 1 1.0 4 1.0 2 1.0 6 -1.0 7 -1.0 9 -1.0

317. ***OPERATION CONDITION + EX

318. LOAD COMB 227 (DL+PO+LL+FLT+FLL+EX)

319. 1 1.0 4 1.0 2 1.0 6 1.0 7 1.0 10 0.715

320. LOAD COMB 228 (DL+PO+LL-FLT+FLL+EX)

321. 1 1.0 4 1.0 2 1.0 6 -1.0 7 1.0 10 0.715

322. LOAD COMB 229 (DL+PO+LL+FLT-FLL+EX)

323. 1 1.0 4 1.0 2 1.0 6 1.0 7 -1.0 10 0.715

324. LOAD COMB 230 (DL+PO+LL-FLT-FLL+EX)

325. 1 1.0 4 1.0 2 1.0 6 -1.0 7 -1.0 10 0.715

326. ***

327. ***OPERATION CONDITION - EX

328. LOAD COMB 231 (DL+PO+LL+FLT+FLL+EX)

329. 1 1.0 4 1.0 2 1.0 6 1.0 7 1.0 10 -0.715

330. LOAD COMB 232 (DL+PO+LL-FLT+FLL+EX)

331. 1 1.0 4 1.0 2 1.0 6 -1.0 7 1.0 10 -0.715

332. LOAD COMB 233 (DL+PO+LL+FLT-FLL+EX)

333. 1 1.0 4 1.0 2 1.0 6 1.0 7 -1.0 10 -0.715

334. LOAD COMB 234 (DL+PO+LL-FLT-FLL+EX)

335. 1 1.0 4 1.0 2 1.0 6 -1.0 7 -1.0 10 -0.715

336. ***OPERATION CONDITION + EZ

337. LOAD COMB 235 (DL+PO+LL+FLT+FLL+EZ)

338. 1 1.0 4 1.0 2 1.0 6 1.0 7 1.0 11 0.715

339. LOAD COMB 236 (DL+PO+LL-FLT+FLL+EZ)

340. 1 1.0 4 1.0 2 1.0 6 -1.0 7 1.0 11 0.715

341. LOAD COMB 237 (DL+PO+LL+FLT-FLL+EZ)

342. 1 1.0 4 1.0 2 1.0 6 1.0 7 -1.0 11 0.715

343. LOAD COMB 238 (DL+PO+LL-FLT-FLL+EZ)

344. 1 1.0 4 1.0 2 1.0 6 -1.0 7 -1.0 11 0.715

345. ***

346. ***OPERATION CONDITION - EZ

347. LOAD COMB 239 (DL+PO+LL+FLT+FLL-EZ)

348. 1 1.0 4 1.0 2 1.0 6 1.0 7 1.0 11 -0.715

349. LOAD COMB 240 (DL+PO+LL-FLT+FLL+EX)

350. 1 1.0 4 1.0 2 1.0 6 -1.0 7 1.0 11 -0.715

351. LOAD COMB 241 (DL+PO+LL+FLT-FLL+EX)

352. 1 1.0 4 1.0 2 1.0 6 1.0 7 -1.0 11 -0.715

353. LOAD COMB 242 (DL+PO+LL-FLT-FLL+EX)

354. 1 1.0 4 1.0 2 1.0 6 -1.0 7 -1.0 11 -0.715

355. ****************************************************************

356. TEST CONDITION

357. ****************************************************************

358. LOAD COMB 243 (DL+TEST)

359. 1 1.0 5 1.0

360. ***TEST + WINDX

361. LOAD COMB 244 (DL+TEST+0.6 WINDX)

362. 1 1.0 5 1.0 8 0.6

363. LOAD COMB 245 (DL+TEST-0.6 WINDX)

364. 1 1.0 5 1.0 8 -0.6

365. ***TEST + WINDZ

366. LOAD COMB 246 (DL+TEST+0.6 WINDX)

367. 1 1.0 5 1.0 9 0.6

368. LOAD COMB 247 (DL+TEST-0.6 WINDX)

369. 1 1.0 5 1.0 9 -0.6

370. ******************************************************

371. PERFORM ANALYSIS

372. DEFINE ENVELOP

373. 201 TO 247 ENVELOP 1 TYPE SERVICEABILITY

374. 101 TO 147 ENVELOP 2 TYPE STRESS

375. 1 TO 11 ENVELOP 3 TYPE CONNECTION

376. END DEFINE ENVELOP

(44)

378. PARAMETER 1

379. CODE BS5950

380. PY 250000 ALL

381. DFF 180 MEMB 43

382. DFF 300 MEMB 26 29 32 35 38

383. LOAD LIST 201 TO 247

384. LOAD LIST 101 TO 147

385. CHECK CODE ALL

STAAD.Pro CODE CHECKING - (BSI )

***********************

PROGRAM CODE REVISION V2.12_5950-1_2000

ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

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

24 ST UB254X146X31 PASS BS-4.8.2.2 0.104 111

9.69 T 2.16 -0.01 0.00

25 ST UB254X146X31 PASS BS-4.8.3.3.2 0.111 111

32.35 C 2.06 0.51

26 ST UB203X133X25 PASS BS-4.8.2.2 0.183 107

5.32 T -0.27 -10.33 0.90

27 ST UB254X146X31 PASS BS-4.8.2.2 0.033 111

9.51 T 0.45 -0.41 0.96

28 ST UB254X146X31 PASS BS-4.7 (C) 0.055 107

52.41 C 0.49 1.45 0.96

29 ST UB203X133X25 PASS BS-4.2.3-(Y) 0.043 111

6.58 C 0.00 -1.98 0.90

30 ST UB254X146X31 PASS BS-4.8.2.2 0.053 123

12.95 T 0.14 -3.32 1.01

31 ST UB254X146X31 PASS ANNEX I.1 0.074 104

39.07 C 0.07 6.92

32 ST UB203X133X25 PASS ANNEX I.1 0.015 111

8.55 C 0.00 0.95

33 ST UB254X146X31 PASS BS-4.8.2.2 0.078 123

18.07 T 0.05 -5.68 1.01

34 ST UB254X146X31 PASS ANNEX I.1 0.113 104

40.16 C 0.06 10.86

35 ST UA70X70X8 PASS BS-4.8.3.3.1 0.118 111

10.74 C 0.08 0.07

36 ST UB254X146X31 PASS BS-4.8.2.2 0.135 123

23.98 T 0.46 -8.87 1.12

37 ST UB254X146X31 PASS ANNEX I.1 0.169 104

41.05 C 0.14 15.89

38 ST UA70X70X8 PASS BS-4.8.3.3.1 0.130 111

11.51 C 0.09 0.08

39 ST UA70X70X8 PASS BS-4.8.3.3.1 0.112 103

12.05 C 0.01 0.01

40 ST UA70X70X8 PASS BS-4.8.3.3.1 0.093 103

10.48 C 0.01 0.01

41 ST UA70X70X8 PASS BS-4.8.3.3.1 0.073 103

7.96 C 0.01 0.01

42 ST UA70X70X8 PASS BS-4.8.2.2 0.053 111

11.85 T -0.01 -0.01 0.66

43 ST UB203X133X25 PASS BS-4.8.2.2 0.192 107

6.46 T 0.29 10.82 0.00

END OF TABULATED RESULT OF DESIGN

386. *****************************************************

387. LOAD LIST 1 TO 11

(45)

STEEL TAKE-OFF

PROFILE LENGTH(METE) WEIGHT(KN )

ST UB254X146X31 9.65 3.007

ST UB203X133X25 3.45 0.866

ST UA70X70X8 7.26 0.610

TOTAL = 4.482

END OF DATA FROM INTERNAL STORAGE

389. PARAMETER 2

390. CODE BS5950

391. LZ 4.82 MEMB 24 25 27 28 30 31 33 34 36 37

392. KZ 2.1 MEMB 24 25 27 28 30 31 33 34 36 37

393. FINISH

* END OF THE STAAD.Pro RUN *

DATE= JUL 20,2012 TIME= 13:51:59

************************************************************

* For questions on STAAD.Pro, please contact *

* Research Engineers Offices at the following locations *

* *

* Telephone Email *

* USA: +1 (714)974-2500 [email protected] *

* CANADA +1 (905)632-4771 [email protected] *

* UK +44(1454)207-000 [email protected] *

* NORWAY +47 67 57 21 30 [email protected] *

* SINGAPORE +65 6225-6158 [email protected] *

* INDIA +91(033)4006-2021 [email protected] *

* JAPAN +81(03)5952-6500 [email protected] *

* CHINA +86(411)8479-1166 [email protected] *

* THAILAND +66(0)2645-1018/19 [email protected] *

* *

* North America [email protected] *

* Europe [email protected] *

* Asia [email protected] *

************************************************************

(46)

****************************************************

* *

* STAAD.Pro *

* Version 2007 Build 04 *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUL 20, 2012 *

* Time= 13:54:36 *

* *

* USER ID: *

****************************************************

1. STAAD SPACE

INPUT FILE: PS-02 PS-03.STD

2. START JOB INFORMATION

3. ENGINEER DATE 17JUL2012

4. JOB NAME P11542 - PIPE SUPPORT 02 03

5. JOB CLIENT ADCO

6. ENGINEER NAME SBU

7. END JOB INFORMATION

8. ****************************************************************

9. INPUT WIDTH 79

10. ****************************************************************

11. UNIT METER KN

12. JOINT COORDINATES

13. 25 0 100.3 4.5; 26 0 105.124 4.5; 27 1.25 105.124 4.5; 28 0 100.3 7.30001

14. 29 0 105.124 7.30001; 30 1.25 105.124 7.30001; 31 0 105.124 5.9

15. 32 1.25 105.124 5.9; 33 0 103.874 4.5; 34 0 103.874 7.30001

16. MEMBER INCIDENCES

17. 24 26 33; 25 26 27; 26 29 34; 27 29 30; 28 26 31; 29 27 32; 30 31 29; 31 32 30

18. 32 31 32; 33 26 32; 34 32 29; 35 33 25; 36 34 28; 37 33 27; 38 34 30

19. ****************************************************************

20. DEFINE MATERIAL START

21. ISOTROPIC STEEL

22. E 2.05E+008

23. POISSON 0.3

24. DENSITY 78.5

25. ALPHA 1.2E-005

26. DAMP 0.03

27. END DEFINE MATERIAL

28. ****************************************************************

29. MEMBER PROPERTY BRITISH

30. 24 TO 27 35 36 TABLE ST UC254X254X89

31. 28 TO 31 TABLE ST UC203X203X46

32. 32 TO 34 37 38 TABLE ST UA80X80X8

33. ****************************************************************

34. CONSTANTS

35. BETA 45 MEMB 33 34

36. *BETA 90 MEMB 2

37. MATERIAL STEEL ALL

38. ****************************************************************

39. SUPPORTS

40. 25 28 FIXED

41. ****************************************************************

42. MEMBER RELEASE

43. 28 29 32 TO 34 37 38 START MY MZ

44. 30 TO 33 37 38 END MY MZ

45. DEFINE UBC LOAD

46. ****************************************************************

47. ZONE 0.075 I 1.25 RWX 2.2 RWZ 2.2 STYP 4

48. SELFWEIGHT 1

49. **

50. JOINT WEIGHT

51. 26 WEIGHT 2.5

52. MEMBER WEIGHT

53. ****************************************************************

54. LOAD 10 EARTHQUAKE LOAD (EX)

(47)

56. UBC LOAD X 1

57. PERFORM ANALYSIS

P R O B L E M S T A T I S T I C S

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 10/ 15/ 2

SOLVER USED IS THE IN-CORE ADVANCED SOLVER

TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 48

***********************************************************

* *

* X DIRECTION : Ta = 0.278 Tb = 0.175 Tuser = 0.000 *

* T = 0.175, LOAD FACTOR = 1.000 *

* UBC TYPE = 97 *

* UBC FACTOR V = 0.1705 x 16.68 = 2.84 KN *

* *

***********************************************************

58. CHANGE

59. ****************************************************************

60. LOAD 11 EARTHQUAKE LOAD (EZ)

61. ****************************************************************

62. UBC LOAD Z 1

63. PERFORM ANALYSIS

***********************************************************

* *

* Z DIRECTION : Ta = 0.278 Tb = 0.285 Tuser = 0.000 *

* T = 0.285, LOAD FACTOR = 1.000 *

* UBC TYPE = 97 *

* UBC FACTOR V = 0.1705 x 16.68 = 2.84 KN *

* *

***********************************************************

64. CHANGE

65. ****************************************************************

66. LOAD 1 LOADTYPE NONE TITLE DEAD LOADS - (DL)

67. SELFWEIGHT Y -1

68. ****************************************************************

69. ****************************************************************

70. LOAD 2 LOADTYPE NONE TITLE LIVE LOADS (LL)

71. JOINT LOAD

72. 26 29 31 33 34 FX 0.0001

73. ****************************************************************

74. ****************************************************************

75. LOAD 3 LOADTYPE NONE TITLE PIPING EMPTY LOADS (PE)

76. ****************************************************************

77. MEMBER LOAD

78. 27 CON GZ 0.245 1

79. 27 CON GY -7.294 1

80. 27 CON GX 0.009 1

81. 25 CON GY -2.043 1

82. 25 CON GZ 0.081 1

83. 25 CON GX 0.007 1

84. ****************************************************************

85. LOAD 4 LOADTYPE NONE TITLE PIPING OPERATING LOADS (PO)

86. ****************************************************************

87. MEMBER LOAD

88. 27 CON GZ -2.217 1

89. 27 CON GY -7.42 1

90. 27 CON GX -0.488 1

91. 25 CON GY -3.102 1

(48)

92. 25 CON GZ 0.928 1

93. 25 CON GX -0.075 1

94. ****************************************************************

95. LOAD 5 LOADTYPE NONE TITLE PIPING TEST LOADS (PT)

96. ****************************************************************

97. MEMBER LOAD

98. 27 CON GZ 0.232 1

99. 27 CON GY -6.87 1

100. 27 CON GX 0.012 1

101. 25 CON GY -1.84 1

102. 25 CON GZ 0.08 1

103. 25 CON GX -0.001 1

104. ****************************************************************

105. LOAD 6 LOADTYPE NONE TITLE FRICTION LOADS - TRANSVERSE (FLT)

106. ****************************************************************

107. MEMBER LOAD

108. 25 27 32 CON GX 1E-005 1

109. ****************************************************************

110. LOAD 7 LOADTYPE NONE TITLE FRICTION LOADS - LONG.(FLL)

111. ****************************************************************

112. MEMBER LOAD

113. 25 27 32 CON GX 1E-005 1

114. ****************************************************************

115. LOAD 8 LOADTYPE NONE TITLE WIND LOAD X

116. ****************************************************************

117. MEMBER LOAD

118. 24 26 35 36 UNI GX 0.48

119. JOINT LOAD

120. 29 34 FX 0.99

121. MEMBER LOAD

122. 28 TO 31 UNI GX 0.39

123. JOINT LOAD

124. 26 33 FX 1.06

125. * 14 TO 16 18 TO 20 25 TO 27 UNI GX 0.70 FROM STEEL AND PIPES/TRAYS

126. ****************************************************************

127. LOAD 9 LOADTYPE NONE TITLE WIND LOAD Z

128. ****************************************************************

129. MEMBER LOAD

130. 24 TO 27 32 35 36 UNI GZ 0.48

131. 24 26 35 36 UNI GZ 0.48

132. *WIND FROM VERTICAL TRAY 2.0M X 0.5 X0. 2.2 = 2.2KN

133. *2.2/2 = 1.1KN AT JOINT 15 21

134. *FACTORED LOAD COMBINATIONS FOR COLUMN, BEAMS FOUNDATION DESIGN

135. ****************************************************************

136. *LOAD COMBINATIONS **

137. ****************************************************************

138. ERECTION CONDITION

139. ****************************************************************

140. LOAD COMB 101 (DL+PE)

141. 1 1.4 3 1.4

142. LOAD COMB 102 (DL+PE+WINDX)

143. 1 1.4 3 1.4 8 1.4

144. LOAD COMB 103 (DL+PE-WINDX)

145. 1 1.4 3 1.4 8 -1.4

146. LOAD COMB 104 (DL+PE+WINDZ)

147. 1 1.4 3 1.4 9 1.4

148. LOAD COMB 105 (DL+PE-WINDZ)

149. 1 1.4 3 1.4 9 -1.4

150. ****************************************************************

151. OPERATION CONDITION

152. ****************************************************************

153. LOAD COMB 106 (DL+PO+LL)

154. 1 1.4 4 1.4 2 1.6

155. LOAD COMB 107 (DL+PO+LL+FLT+FLL)

156. 1 1.4 4 1.4 2 1.6 6 1.6 7 1.6

157. LOAD COMB 108 (DL+PO+LL-FLT+FLL)

158. 1 1.4 4 1.4 2 1.6 6 -1.6 7 1.6

159. LOAD COMB 109 (DL+PO+LL+FLT-FLL)

160. 1 1.4 4 1.4 2 1.6 6 1.6 7 -1.6

161. LOAD COMB 110 (DL+PO+LL-FLT-FLL)

162. 1 1.4 4 1.4 2 1.6 6 -1.6 7 -1.6

(49)

164. LOAD COMB 111 (DL+PO+LL+FLT+FLL+WINDX)

165. 1 1.2 4 1.2 2 1.2 6 1.2 7 1.2 8 1.2

166. LOAD COMB 112 (DL+PO+LL-FLT+FLL+WINDX)

167. 1 1.2 4 1.2 2 1.2 6 -1.2 7 1.2 8 1.2

168. LOAD COMB 113 (DL+PO+LL+FLT-FLL+WINDX)

169. 1 1.2 4 1.2 2 1.2 6 1.2 7 -1.2 8 1.2

170. LOAD COMB 114 (DL+PO+LL-FLT-FLL+WINDX)

171. 1 1.2 4 1.2 2 1.2 6 -1.2 7 -1.2 8 1.2

172. ***

173. ***OPERATION CONDITION - WINDX

174. LOAD COMB 115 (DL+PO+LL+FLT+FLL-WINDX)

175. 1 1.2 4 1.2 2 1.2 6 1.2 7 1.2 8 -1.2

176. LOAD COMB 116 (DL+PO+LL-FLT+FLL-WINDX)

177. 1 1.2 4 1.2 2 1.2 6 -1.2 7 1.2 8 -1.2

178. LOAD COMB 117 (DL+PO+LL+FLT-FLL-WINDX)

179. 1 1.2 4 1.2 2 1.2 6 1.2 7 -1.2 8 -1.2

180. LOAD COMB 118 (DL+PO+LL-FLT-FLL-WINDX)

181. 1 1.2 4 1.2 2 1.2 6 -1.2 7 -1.2 8 -1.2

182. ***OPERATION CONDITION + WINDZ

183. LOAD COMB 119 (DL+PO+LL+FLT+FLL+WINDZ)

184. 1 1.2 4 1.2 2 1.2 6 1.2 7 1.2 9 1.2

185. LOAD COMB 120 (DL+PO+LL-FLT+FLL+WINDZ)

186. 1 1.2 4 1.2 2 1.2 6 -1.2 7 1.2 9 1.2

187. LOAD COMB 121 (DL+PO+LL+FLT-FLL+WINDZ)

188. 1 1.2 4 1.2 2 1.2 6 1.2 7 -1.2 9 1.2

189. LOAD COMB 122 (DL+PO+LL-FLT-FLL+WINDZ)

190. 1 1.2 4 1.2 2 1.2 6 -1.2 7 -1.2 9 1.2

191. ***

192. ***OPERATION CONDITION - WINDZ

193. LOAD COMB 123 (DL+PO+LL+FLT+FLL-WINDZ)

194. 1 1.2 4 1.2 2 1.2 6 1.2 7 1.2 9 -1.2

195. LOAD COMB 124 (DL+PO+LL-FLT+FLL-WINDZ)

196. 1 1.2 4 1.2 2 1.2 6 -1.2 7 1.2 9 -1.2

197. LOAD COMB 125 (DL+PO+LL+FLT-FLL-WINDZ)

198. 1 1.2 4 1.2 2 1.2 6 1.2 7 -1.2 9 -1.2

199. LOAD COMB 126 (DL+PO+LL-FLT-FLL-WINDZ)

200. 1 1.2 4 1.2 2 1.2 6 -1.2 7 -1.2 9 -1.2

201. ***OPERATION CONDITION + EX

202. LOAD COMB 127 (DL+PO+LL+FLT+FLL+EX)

203. 1 1.2 4 1.2 2 1.0 6 1.2 7 1.2 10 1.0

204. LOAD COMB 128 (DL+PO+LL-FLT+FLL+EX)

205. 1 1.2 4 1.2 2 1.0 6 -1.2 7 1.2 10 1.0

206. LOAD COMB 129 (DL+PO+LL+FLT-FLL+EX)

207. 1 1.2 4 1.2 2 1.0 6 1.2 7 -1.2 10 1.0

208. LOAD COMB 130 (DL+PO+LL-FLT-FLL+EX)

209. 1 1.2 4 1.2 2 1.0 6 -1.2 7 -1.2 10 1.0

210. ***

211. ***OPERATION CONDITION - EX

212. LOAD COMB 131 (DL+PO+LL+FLT+FLL+EX)

213. 1 1.2 4 1.2 2 1.0 6 1.2 7 1.2 10 -1.0

214. LOAD COMB 132 (DL+PO+LL-FLT+FLL+EX)

215. 1 1.2 4 1.2 2 1.0 6 -1.2 7 1.2 10 -1.0

216. LOAD COMB 133 (DL+PO+LL+FLT-FLL+EX)

217. 1 1.2 4 1.2 2 1.0 6 1.2 7 -1.2 10 -1.0

218. LOAD COMB 134 (DL+PO+LL-FLT-FLL+EX)

219. 1 1.2 4 1.2 2 1.0 6 -1.2 7 -1.2 10 -1.0

220. ***OPERATION CONDITION + EZ

221. LOAD COMB 135 (DL+PO+LL+FLT+FLL+EZ)

222. 1 1.2 4 1.2 2 1.0 6 1.2 7 1.2 11 1.0

223. LOAD COMB 136 (DL+PO+LL-FLT+FLL+EZ)

224. 1 1.2 4 1.2 2 1.0 6 -1.2 7 1.2 11 1.0

225. LOAD COMB 137 (DL+PO+LL+FLT-FLL+EZ)

226. 1 1.2 4 1.2 2 1.0 6 1.2 7 -1.2 11 1.0

227. LOAD COMB 138 (DL+PO+LL-FLT-FLL+EZ)

228. 1 1.2 4 1.2 2 1.0 6 -1.2 7 -1.2 11 1.0

229. ***

230. ***OPERATION CONDITION - EZ

231. LOAD COMB 139 (DL+PO+LL+FLT+FLL-EZ)

232. 1 1.2 4 1.2 2 1.0 6 1.2 7 1.2 11 -1.0

233. LOAD COMB 140 (DL+PO+LL-FLT+FLL+EX)

234. 1 1.2 4 1.2 2 1.0 6 -1.2 7 1.2 11 -1.0

235. LOAD COMB 141 (DL+PO+LL+FLT-FLL+EX)