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4. ANALYSIS AND DESIGN

4.1 Trial Section (Analysis of Compression Members)

A trial section of structural steel W 10 x 49 shall be checked for adequacy from the actual loading

conditions. Below is a tabulation of the section properties of W 10 x 49 (Fy = 344.75 Mpa).

The section shall be used as uniform section compression member.

units designation timesWeight kg/m Wb 73.10 -

Cross- Sectional Area mm2 A 9.29 10^3

Depth mm d 253.50 -

Web thickness mm tw 8.60 -

Flange Width mm bf 254.30 -

Flange Thickness mm tf 14.20 -

Moment of Inertia - x mm4 Ix 113.22 10^6

Section Modulus - x mm3 Sx 893.2 10^3

Radius of Gyration - x mm rx 110.39 -

Moment of Inertia - y mm4 Iy 38.88 10^6

Section Modulus - y mm3 Sy 306.10 10^3

radius of Gyration - y mm ry 64.69 -

4.2 Investigation of Section Capacity

4.2.1 AISC Specifications for Axially Loaded Columns

4.2.1.1 Short and Long Columns

When KL/r min < Cc = [(2*3.1416^2*200*10^3)/344.75] 1/2 SHORT

When KL/r min > Cc = [(2*3.1416^2*200*10^3)/344.75] 1/2 LONG

Cc = 107.0

4.2.1.2 Axial Load Capacity of Short ColumnsFa = Fy/F.S.*[1 - 0.5*(KL/r*1/Cc)^2]

F.S. = 5/3 + 3/8*(KL/r*1/Cc) - 1/8*(KL/r*1/Cc) 3

4.2.1.3 Axial Load Capacity of Long Columns

Fa = 12*3.1416^2*200*10^3/[23*(KL/r)^2]

4.2.2 AISC Specifications for Columns Under Axial Plus Bending Stresses

4.2.2.1 When fa/Fa < 0.15

Use

fa/Fa + fb/Fb < 1.0

PROJECT TITLE:

Karan Saudi Arabia

DESIGNED: CHECKED: APPROVED: SHEET NO: DATE:

16 of 31 1-Mar-08LSB

CALCULATION SHEET

PIPE T- SUPPORTS AND FOUNDATIONS BI NO:

36" SCRAPER RECEIVER, Q55-D-001, TPKG-1 TRUNKLINEBI-10-00580

ZFP_IND CALCULATION FORMAT C:\Documents and Settings\lbarba.CZFP\Desktop\Design presentation PS-01 KARN OFFSHORE


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4.2.2.2 When fa/Fa > 0.15

Use where

fa/Fa + Cmfb < 1.0 Cm

(1 - fa/F'e)Fb = 0.85 for members with end restraint

= 1.0 for members without end restraints

F'e = 1.03 x 10^6 = 0.6 - 0.4(M1/M2)

(KLb/rb)^2M1 = smaller end moment

M2 = larger end moment

fa = actual axial stress

Fa = allowable axial stress

fb = actual bending stress

Fb = allowable bending stress

Lb = Length about axis of bending

rb = radius of gyration about axis

of bending

4.2.3 AISC Specifications for Beams

4.2.3.1 Flexural Requirements

Compact, Non-Compact and Laterally Unsupported Sections

bf/(2tf) < 170/(Fy^0.5)

d/tw < 1680/(Fy^0.5)

L1 = 200*bf/(Fy^0.5)

L2 = 137,900/(Fy*d*1/Af)

Lc is the smaller between L1 and L2, Lu otherwise.

When Lb < Lc COMPACT Fb = 0.66Fy

When Lc < Lb < Lu NON - COMPACT Fb = 0.6Fy

When Lb > Lu LATERALLY UNSUPPORTED

4.3.3.2 Shear Requirements

Fv = 0.4Fy

4.3.2.3 Deflection Requirements

All. Deflection = L/240

PROJECT TITLE:

Karan Saudi Arabia


17 of 31

CALCULATION SHEET

PIPE T- SUPPORTS AND FOUNDATIONS BI NO:

LSB 1-Mar-08




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4.3 Determination of Axial Load + Bending Capacities

Member 3, which is considered to be a column under axial plus bending stresses, will be

investigated for adequacy.

4.3.1 Bending Stress Capacity (refer to page 16 for section properties)

Check for compactness

bf/2tf 8.94

d/tw 29.5

200bf/(Fy^1/2) 3224 mm

137900/(Fyd/Af) 7904 mm

Lc = 3224 mm

Lu = 7904 mm

Lb = 1200 mm (Type 2) Lb < Lc

Therefore, the Support can be considered compact.Fb is 0.66Fy = 228 Mpa.

4.3.2 Axial Stress Capacities at Length of 1.2 m

4.3.2.1 At a length equal to 1.2 m

Length 1200

KL/r 9.28 (k = 0.5)

KL/r 0.09

Cc

F.S. 1.7

Fa 202 Mpa

Pipe Support Configuration

2 3 4

1 2

3 1.2 m

4

1.5 m

PROJECT TITLE:

Karan Saudi Arabia


18 of 31

CALCULATION SHEET

LSB 1-Mar-08

BI NO:


Compact

PIPE T- SUPPORTS AND FOUNDATIONS



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4.4 Determination of Actual Stresses (Refer to STAAD Output)

The maximum axial force on member 3 is 1,201 KN

P = 1,201 = 129 Mpa

A 9290

4.4.1 Determination of Adequacy; Actual Vs. Allowable values

fa = 129 = 0.64

Fa 202

0.64 < 1.0

The section is adequate.

150

120

ELEVATION

NTS

PIPE SUPPORT ELEVATION

NOTE:

ALL DIMENSIONS ARE IN CENTIMETERS



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Joint A

Member AB BA BC CB CD CE EC

K 6 6 5 5 6 5 5

D.F. 0 6/11 5/11 5/16 3/8 5/16 5/11

F.E.M. 0 0 -26 2/3 26 2/3 0 -26 2/3 26 2/3

1st Dist. 0 14 5/9 12 1/8 0 0 0 -12 1/8C.O. 7 2/7 0 0 6 0 -6 0

2nd Dist. 0 0 0 0 0 0 0

sum 7.27 14.55 -14.55 32.73 0.00 -32.73 14.55

7.27 14.55 -14.55 32.73 0.00 -32.73 14.55

MAB MBA MBC MCB MCD MCE MEC

-22 -5 0 26 2/3

-5 -32 -5 0

0 -5 -22 -26 2/3

B 2I 1 5/22 0 -1 7/33 K = 5

0 -30 19/22 -5 -6 2/33

0 -5 -22 -26 2/3 3I

K = 6

1 0 - 1/27 -1 19/74

0 1 6/37 11/56

0 0 -21 15/79 -25 63/92

A

1 0 0 -1 7/33

0 1 0 0

0 0 1 1 7/33

MAB MBA MBC MCB MCD MCE MEC

7 3/11 14 6/11 -14 6/11 32 8/11 0 -32 8/11 14 6/11

B C

4 m

5m

5m

20 K


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Tuesday, February 12, 2008, 01:0

PAGE NO. 1

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

* *

* STAAD.Pro *

* Version 2006 Bld 1002.US *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= FEB 12, 2008 *

* Time= 13: 3:56 ** *

* USER ID: Clough Zuhair Fayez Partnership *

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

1. STAAD SPACE

NPUT FILE: for SLD and MDM.STD

2. START JOB INFORMATION

3. ENGINEER DATE 11-FEB-08

4. ENGINEER NAME LSB

5. END JOB INFORMATION

6. INPUT WIDTH 79

7. UNIT METER KN

8. JOINT COORDINATES

9. 1 0 5.00001 0; 2 4.00001 5.00001 0; 3 8.00002 5.00001 0; 4 0 0 0

10. 5 4.00001 0 0; 6 8.00002 0 0

11. MEMBER INCIDENCES

12. 1 1 2; 2 2 3; 3 1 4; 4 2 5; 5 3 6

13. DEFINE MATERIAL START

14. ISOTROPIC STEEL

15. E 1.99947E+008

16. POISSON 0.3

17. DENSITY 76.8191

18. ALPHA 6.5E-006

19. DAMP 0.03

20. END DEFINE MATERIAL

21. MEMBER PROPERTY AMERICAN

22. 1 2 TABLE ST WB8X1023. 3 TO 5 TABLE ST W8X15

24. CONSTANTS

25. MATERIAL STEEL ALL

26. SUPPORTS

27. 4 TO 6 FIXED

28. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1 LIVE LOADS

29. MEMBER LOAD

30. 1 2 UNI GY -20

31. PERFORM ANALYSIS PRINT ALL

Page 1 :\SPro2006\STAAD\Plugins\for SLD and MDM.anl


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STAAD SPACE -- PAGE NO. 2

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

-----------------------------------

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 6/ 5/ 3

ORIGINAL/FINAL BAND-WIDTH= 3/ 3/ 12 DOF

TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 18

SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDSREQRD/AVAIL. DISK SPACE = 12.0/ 26582.0 MB



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LOADING 1 LOADTYPE NONE TITLE LOAD CASE 1 LIVE LOADS

-----------

MEMBER LOAD - UNIT KN METE

MEMBER UDL L1 L2 CON L LIN1 LIN2

1 -20.0000 GY 0.00 4.00

2 -20.0000 GY 0.00 4.00

OR LOADING - 1

PPLIED JOINT EQUIVALENT LOADS

JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z

1 0.00000E+00-4.00001E+01 0.00000E+00 0.00000E+00 0.00000E+00-2.66668E+01

2 0.00000E+00-8.00002E+01 0.00000E+00 0.00000E+00 0.00000E+00-1.72401E-06

3 0.00000E+00-4.00001E+01 0.00000E+00 0.00000E+00 0.00000E+00 2.66668E+01

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1

LOADTYPE NONE TITLE LOAD CASE 1 LIVE LOADS

***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 )

SUMMATION FORCE-X = 0.00

SUMMATION FORCE-Y = -160.00

SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-

MX= 0.00 MY= 0.00 MZ= -640.00

***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 )

SUMMATION FORCE-X = 0.00

SUMMATION FORCE-Y = 160.00

SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-

MX= 0.00 MY= 0.00 MZ= 640.00

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1)

MAXIMUMS AT NODE

X = 4.58480E-03 1

Y = -7.74356E-02 2

Z = 0.00000E+00 0

RX= 0.00000E+00 0

RY= 0.00000E+00 0

RZ= -4.71917E-03 1



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EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-

JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/

INT FX INT FY INT FZ INT MX INT MY INT MZ

SUPPORT=1

4 0.00 0.00 0.00 0.00 0.00 0.00

-4.42 -35.65 0.00 0.00 0.00 7.28 111111

5 0.00 0.00 0.00 0.00 0.00 0.00

0.00 -88.70 0.00 0.00 0.00 0.00 111111

6 0.00 0.00 0.00 0.00 0.00 0.00

4.42 -35.65 0.00 0.00 0.00 -7.28 111111

************ END OF DATA FROM INTERNAL STORAGE ************

32. PRINT MEMBER FORCES ALL



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MEMBER END FORCES STRUCTURE TYPE = SPACE

-----------------

ALL UNITS ARE -- KN METE (LOCAL )

MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z

1 1 1 4.42 35.65 0.00 0.00 0.00 14.82

2 -4.42 44.35 0.00 0.00 0.00 -32.23

2 1 2 4.42 44.35 0.00 0.00 0.00 32.23

3 -4.42 35.65 0.00 0.00 0.00 -14.82

3 1 1 35.65 -4.42 0.00 0.00 0.00 -14.82

4 -35.65 4.42 0.00 0.00 0.00 -7.28

4 1 2 88.70 0.00 0.00 0.00 0.00 0.00

5 -88.70 0.00 0.00 0.00 0.00 0.00

5 1 3 35.65 4.42 0.00 0.00 0.00 14.82

6 -35.65 -4.42 0.00 0.00 0.00 7.28

************** END OF LATEST ANALYSIS RESULT **************

33. PRINT SUPPORT REACTION ALL



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SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE

-----------------

JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z

4 1 4.42 35.65 0.00 0.00 0.00 -7.285 1 0.00 88.70 0.00 0.00 0.00 0.00

6 1 -4.42 35.65 0.00 0.00 0.00 7.28

************** END OF LATEST ANALYSIS RESULT **************

34. FINISH

*********** END OF THE STAAD.Pro RUN ***********

**** DATE= FEB 12,2008 TIME= 13: 3:56 ****



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

* 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] *

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* *

* North America [email protected] *

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



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nformation about the key files in the current distribution

odification Date CRC Size (Bytes) File Name

----------------------------------------------------------------------------------------

7/18/2006 0x3881 13000704 SProStaad.exe

7/17/2006 0x100 05738496 SProStaadStl.exe

9/19/2003 0x2fc0 00081970 CMesh.dll

5/30/2006 0x3c0 02486272 dbSectionInterface.dll

1/23/2001 0x9b40 00073728 LoadGen.dll

9/25/2003 0x6340 00704512 MeshEngine.dll9/22/2003 0xce00 00069632 QuadPlateEngine.dll

2/22/2005 0x4181 00094208 SurfMesh.dll

1/03/2006 0x81c1 00493568 aiscsections.mdb

6/13/2006 0xd4c1 01204224 AISCSectionsRCeco.mdb

1/05/2005 0x79c1 00319488 aiscsections_all_editions.mdb

1/05/2005 0x4b81 01810432 aiscsteeljoists.mdb

1/05/2005 0xcac1 03651584 aitctimbersections.mdb

1/27/2005 0xeb01 00552960 aluminumsections.mdb

1/05/2005 0xcd01 00163840 australiansections.mdb

1/05/2005 0x6a41 00229376 britishsections.mdb

7/08/2005 0x9d41 00434176 bscoldformedsections.mdb

6/28/2005 0x8201 00327680 butlercoldformedsections.mdb

1/05/2005 0xabc0 00262144 canadiansections.mdb

5/31/2005 0x9e81 00450560 canadiantimbersections.mdb

6/09/2006 0x1f81 00774144 ChineseSections.mdb

1/05/2005 0xd6c0 00600064 dutchsections.mdb

1/05/2005 0x1a00 00354304 europeansections.mdb

1/05/2005 0xd301 00202752 frenchsections.mdb

1/05/2005 0x11c1 00233472 germansections.mdb

1/05/2005 0x3c40 00264192 indiansections.mdb

1/05/2005 0xd540 00180224 iscoldformedsections.mdb

3/23/2006 0xa080 00200704 japanesesections.mdb

1/08/2005 0x9081 00376832 Kingspancoldformedsections.mdb

1/05/2005 0xb740 00174080 koreansections.mdb

2/03/2005 0xda00 00096256 lysaghtcoldformedsections.mdb

2/07/2005 0x9a00 00243712 mexicansteeltables.mdb

6/13/2006 0x3501 00421888 RCecoColdFormedSections.mdb

2/03/2005 0x9b40 00307200 russiansections.mdb

1/05/2005 0x9081 00206848 southafricansections.mdb1/06/2005 0x9341 00194560 spanishsections.mdb

1/04/2006 0x8680 00223232 uscoldformedsections.mdb

1/05/2005 0xbac0 00149504 usersectionstemplate.mdb

1/19/2006 0x8e40 00159744 venezuelansections.mdb

----------------------------------------------------------------------------------------



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