design calculations.pdf

P.O. Box 123, P.C. 124, Rusayl Industrial Estate, Sultanate of Oman.Ph:24446692, Fax: 24446693

SULTAN QABOOS UNIVERSITY

METOBLOMIC LABFOR

North West Engineering Works LLC

JOB NO:

Client : M/s. Sultan qaboos universityConsultant : M/s National engg. officeSteel Contractor : M/S North West Engineering Works LLC

JOB NO: REV NO: 00

NORTH WEST ENGINEERING WORKS LLC.

S.NO TITLE PG NO

1 Introduction A2 Design Loads

TABLE OF CONTENTSSTRUCTURAL STEEL DESIGN CALCULATIONS

FACTORY SHED

2 Design Loads3 Design Codes4 Material Specifications5 Design Assumptions6 Load Combinations 7 Software8 Load Calculations for Frames B9 DESIGN REPORT : Design of Gable Frames @N TO D C

Frame Structure Diagram - NodesFrame Structure Diagram - Members

Design Calculation10 DESIGN REPORT D i f M i F @ G id 1 TO 18 D10 DESIGN REPORT : Design of Main Frames @ Grid 1 TO 18 D

Frame Structure Diagram - NodesFrame Structure Diagram - Members

Design Calculation11 DESIGN REPORT : Design of Main Frames @ B TO R E

Frame Structure Diagram - NodesgFrame Structure Diagram - Members

Design Calculation12 Design of Base plate13 Design of Connection plate14 Design of Purlin 1515 Design of X- Bracing

NORTH WEST ENGINEERING WORKS LLC.

PROJECT: Metoblomic Lab

JOB NO:NORTH WEST STEEL BUILDINGS L.L.C DES BY: PG NO: 1 OF 2

CHK BY: REV NO: 0

1.0 IntroductionBuilding Geometry:

Width = 16m O/O of steel lineLength = 39.4 m O/O of steel line

Clear Height = 7.00 mFrame Type = Rafter system ( Tapered Shape)Roof Slope = 1:10

2.0 Design Loads:Roof Dead Load = 0.15 kN/m2Roof Live Load = 0.57 kN/m2 ( + Self Weight)Collateral Load = 0.15 kN/m2

Wind Load = 1.20 kN/m2 (160kmph)

Velocity Pressure, q = 0.613 Kt Kz Kd V2 I (kN/ m2),Kt = Topographic Factor = 1 00 (as per ASCE 7 -05)Kt = Topographic Factor = 1.00 (as per ASCE 7 -05)Kz = Velocity pressure exposure coefficient = 1.021 ( for 11.0m Eave Height)Kd = Wind directionality Factor = 0.85V = Basic Wind Speed 45m/s 160kmphI = Importance Factor 1.00

3.0 Design Codes:

The proposed structure has been analysed and designed based on following Design Codes.

AISC "American Institute of Steel Construction"Manual of Steel Construction Allowable Stress Design, 1989 Edition.1 East Wacker Drive, Suite 3100, Chicago, Illinois 60601-2001

AISI "American Iron and Steel Institute"Cold Formed Steel Design Manual, 1996 Edition1000 16th Street, NW, Washington DC 20036

AWS D1.1.96 "American Welding Society"Structural Welding Code - Steel Manual, 1996 Edition550 N.W. Lejeune Road, P.O. Box 351040, Miami, F1 33135

Velocity Pressure, q = 1.2 kN/m2

PROJECT: Metoblomic Lab0

JOB NO: 0NORTH WEST STEEL BUILDINGS L.L.C DES BY: 0 PG NO: 2 OF 2

CHK BY: REV NO: 0

4.0 Material Specification:

Built Up Section : Conforming to BSEN 10025 or EquivalentGrade S275 for Web & S345 for Flanges

Hot Rolled Section : Conforming to BSEN 10025 or Equivalent Grade S275

High Strength Bolts : Conforming to BS 4190, Grade 8.8 or ASTM 325

Anchor bolts : Confirming to ASTM A615, A36

5.0 Design Assumptions :

1. The Rafte bases are assumed as a Pinned Base & roller support on other side.2. The Lateral stabilty is achieved by the rigid frame action of the main frames.3. The longitudinal stability is achieved by the truss action of roof and wall bracing.

6.0 Load Combinations:

1.0 DL + 1.0 CL DL = Dead Load1.0 DL + 1.0 CL + 1.0 LL CL = Collateral Load0.6 DL + 1.0 WL LL = Live Load1.0 DL + 0.75 WL + 0.75 LL WL = All Wind Load Cases

For Deflection Check:1.0 DL + 1.0 LL for Vertical Deflection = L/2401.0 DL + 1.0 WL for Horizontal Deflection = Eave ht/100

7.0 Software:

The proposed Building has been analyzed and designed using Staad Pro .

PROJECT: Metoblomic lab

JOB NO:NORTH WEST STEEL BUILDINGS L.L.C DES BY: PG NO: 1 OF 2

CHK BY: REV NO: 0

BUILDING LOADS (MAIN FRAME - )

BUILDING GEOMETRY:WIDTH OF BUILDING: 16 mCLEAR HEIGHT OF BUILDING: 7 mCRITICAL TRIBUTARY FOR LOAD: 7.3 m

DEAD LOAD = 0.15 kN/m2(Includes roof sheeting and purlins)COLLATERAL LOAD = 0.15 kN/m2LIVE LOAD = 0.57 kN/m2

Dead Load On Rafer(U.D.L) = 0.15 X 7.3 = 1.095 kN/mCOLLATERAL LOAD = 0.15 X 7.3 = 1.095 kN/mLive Load On Rafer(U.D.L) = 0.57 X 7.3 = 4.161 kN/m

WIND LOAD 1 2 kN/ 2WIND LOAD = 1.2 kN/m2Wind Speed = 50 m/s = 180 KmphExposure category = Exposure "C"MBMA 2002

COEFF. FOR WIND LOAD CASE-1

0.87 0.55

0.470.22

WIND LOAD ON FRAME AT "AB" (UDL) = 0.22 X 1.2 X 7.3 = 1.928 kN/mWIND LOAD ON FRAME AT "ED" (UDL) = 0.47 X 1.2 X 7.3 = 4.118 kN/mWIND LOAD ON FRAME AT "BC" (UDL) = 0.87 X 1.2 X 7.3 = 7.622 kN/mWIND LOAD ON FRAME AT "CD" (UDL) = 0.55 X 1.2 X 7.3 = 4.818 kN/m

A

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A

B D

E

C

PROJECT: Metoblomic lab0

JOB NO: 0NORTH WEST STEEL BUILDINGS L.L.C DES BY: 0 PG NO: 2 OF 2

CHK BY: REV NO: 0

COEFF. FOR WIND LOAD CASE-2

0.51 0.19

0.110.58

WIND LOAD ON FRAME AT "AB" (UDL) = 0.58 X 1.2 X 7.3 = 5.081 kN/mWIND LOAD ON FRAME AT "ED" (UDL) = 0.11 X 1.2 X 7.3 = 0.964 kN/mWIND LOAD ON FRAME AT "BC" (UDL) = 0.51 X 1.2 X 7.3 = 4.468 kN/mWIND LOAD ON FRAME AT "CD" (UDL) = 0.19 X 1.2 X 7.3 = 1.665 kN/m

A

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Software licensed to

Job Title

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Job No Sheet No Rev

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31-Dec-14

26-Feb-2015 16:09MF_16m.std

Print Time/Date: 26/02/2015 16:45 Print Run 1 of 1STAAD.Pro V8i (SELECTseries 4) 20.07.09.31

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Job No Sheet No Rev

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31-Dec-14

26-Feb-2015 16:09MF_16m.std


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Thursday, February 26, 2015, 04:47 PM

PAGE NO. 1

**************************************************** * * * STAAD.Pro V8i SELECTseries4 * * Version 20.07.09.31 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= FEB 26, 2015 * * Time= 16: 9:30 * * * * USER ID: * ****************************************************

1. STAAD PLANE INPUT FILE: MF_16m.STD 2. START JOB INFORMATION 3. ENGINEER DATE 31-DEC-14 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KN 7. JOINT COORDINATES 8. 1 0 0 0; 3 8 0.8 0; 5 16 0 0 9. MEMBER INCIDENCES 10. 1 1 3; 4 5 3 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 2.05E+008 14. POISSON 0.3 15. DENSITY 78.5 16. ALPHA 1.2E-005 17. DAMP 0.03 18. END DEFINE MATERIAL 19. MEMBER PROPERTY AMERICAN 20. 1 4 TAPERED 0.32 0.005 0.82 0.2 0.01 0.2 0.01 21. CONSTANTS 22. MATERIAL STEEL ALL 23. SUPPORTS 24. 5 PINNED 25. 1 FIXED BUT FX FZ MX MY MZ 26. LOAD 1 LOADTYPE DEAD TITLE DEAD LOAD 27. SELFWEIGHT Y -1 28. MEMBER LOAD 29. 1 4 UNI GY -1.095 30. LOAD 2 LOADTYPE DEAD TITLE COLLATERAL LOAD 31. MEMBER LOAD 32. *1 TO 4 UNI GY -0.763 33. 1 4 UNI GY -1.08 34. LOAD 3 LOADTYPE LIVE TITLE LIVE LOAD 35. MEMBER LOAD 36. 1 4 UNI GY -4.161 37. LOAD 4 LOADTYPE WIND TITLE WIND CASE 1 LEFT 38. MEMBER LOAD

Page 1 of 8D:\estimates\metobomic lab\staad files\MF_16m.anl


STAAD PLANE -- PAGE NO. 2

39. 1 UNI Y 7.66 40. 4 UNI Y 4.84 41. LOAD 5 LOADTYPE WIND TITLE WIND CASE 1 RIGHT 42. MEMBER LOAD 43. 4 UNI Y 7.66 44. 1 UNI Y 4.84 45. LOAD 6 LOADTYPE WIND TITLE WIND CASE 2 LEFT 46. MEMBER LOAD 47. 1 UNI Y 4.49 48. 4 UNI Y 1.67 49. LOAD 7 LOADTYPE WIND TITLE WIND CASE 2 RIGHT 50. MEMBER LOAD 51. 4 UNI Y 4.49 52. 1 UNI Y 1.67 53. LOAD COMB 100 DL+CL 54. 1 1.0 2 1.0 55. LOAD COMB 101 DL + CL + LL 56. 1 1.0 2 1.0 3 1.0 57. LOAD COMB 102 DL+CL+W1L 58. 1 0.6 4 1.0 2 1.0 59. LOAD COMB 103 DL+CL+W1R 60. 1 0.6 5 1.0 2 1.0 61. LOAD COMB 104 DL+CL+W2L 62. 1 0.6 6 1.0 2 1.0 63. LOAD COMB 105 DL+CL+W2R 64. 1 0.6 7 1.0 2 1.0 65. LOAD COMB 106 DL+CL+W1L+LL 66. 1 1.0 4 0.75 3 0.75 2 1.0 67. LOAD COMB 107 DL+CL+W1R+LL 68. 1 1.0 5 0.75 3 0.75 2 1.0 69. LOAD COMB 108 DL+CL+W2L+LL 70. 1 1.0 6 0.75 3 0.75 2 1.0 71. LOAD COMB 109 DL+CL+W2R+LL 72. 1 1.0 7 0.75 3 0.75 2 1.0 73. LOAD COMB 110 DL+ LL 74. 1 1.0 3 1.0 75. LOAD COMB 111 DL+CL+WL1 76. 1 1.0 2 1.0 4 1.0 77. LOAD COMB 112 DL+CL+WR1 78. 1 1.0 2 1.0 5 1.0 79. LOAD COMB 113 DL+CL+WL2 80. 1 1.0 2 1.0 6 1.0 81. LOAD COMB 114 DL+CL+WR2 82. 1 1.0 2 1.0 7 1.0 83. PERFORM ANALYSIS




P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 3 NUMBER OF MEMBERS 2 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2

SOLVER USED IS THE IN-CORE ADVANCED SOLVER

TOTAL PRIMARY LOAD CASES = 7, TOTAL DEGREES OF FREEDOM = 6

84. LOAD LIST 1 TO 7 85. PRINT JOINT DISPLACEMENTS LIST 3




JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN

3 1 -0.1354 -1.3581 0.0000 0.0000 0.0000 0.0000 2 -0.0886 -0.8890 0.0000 0.0000 0.0000 0.0000 3 -0.3415 -3.4252 0.0000 0.0000 0.0000 0.0000 4 0.5037 5.0761 0.0000 0.0000 0.0000 -0.0004 5 0.5091 5.1108 0.0000 0.0000 0.0000 0.0004 6 0.2468 2.4927 0.0000 0.0000 0.0000 -0.0004 7 0.2523 2.5274 0.0000 0.0000 0.0000 0.0004 ************** END OF LATEST ANALYSIS RESULT ************** 86. LOAD LIST 100 TO 104 87. PARAMETER 1 88. CODE AISC 89. CB 0 ALL 90. BEAM 1 ALL 91. STIFF 1.5 ALL 92. FYLD 345000 ALL 93. LY 1.5 ALL 94. LZ 16 ALL 95. UNB 3 ALL 96. UNT 1.5 ALL 97. MAIN 0 ALL 98. *SELECT OPTIMIZED 99. CHECK CODE ALL




STAAD.Pro CODE CHECKING - (AISC 9TH EDITION) v1.0 ***********************

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

1 TAP ERED (AISC SECTIONS) PASS AISC- H1-3 0.608 101 2.29 C 0.00 -183.13 4.69 4 TAP ERED (AISC SECTIONS) PASS AISC- H1-3 0.608 101 2.29 C 0.00 -183.13 4.69

100. STEEL TAKE OFF ALL




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

Tapered MembNo: 1 16.08 8.520 ---------------- TOTAL = 8.520 ************ END OF DATA FROM INTERNAL STORAGE ************ 101. PRINT MEMBER FORCES ALL




MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z

1 100 1 2.16 21.64 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 88.04 101 1 5.49 54.93 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 221.86 102 1 -3.89 -38.87 0.00 0.00 0.00 0.00 3 5.53 -6.28 0.00 0.00 0.00 -130.38 103 1 -2.78 -27.76 0.00 0.00 0.00 0.00 3 4.42 5.28 0.00 0.00 0.00 -132.19 104 1 -1.36 -13.63 0.00 0.00 0.00 0.00 3 3.01 -6.03 0.00 0.00 0.00 -29.96 4 100 5 2.16 21.64 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 88.04 101 5 5.49 54.93 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 221.86 102 5 -5.02 -27.53 0.00 0.00 0.00 0.00 3 6.66 5.06 0.00 0.00 0.00 -130.38 103 5 -1.64 -39.09 0.00 0.00 0.00 0.00 3 3.29 -6.05 0.00 0.00 0.00 -132.19 104 5 -2.50 -2.30 0.00 0.00 0.00 0.00 3 4.14 5.31 0.00 0.00 0.00 -29.96 ************** END OF LATEST ANALYSIS RESULT ************** 102. FINISH




*********** END OF THE STAAD.Pro RUN *********** **** DATE= FEB 26,2015 TIME= 16: 9:32 **** ************************************************************ * For questions on STAAD.Pro, please contact * * Bentley Systems or Partner offices * * * * Telephone Web / Email * * USA +1 (714) 974-2500 * * UK +44 (0) 808 101 9246 * * SINGAPORE +65 6225-6158 * * FRANCE +33 (0) 1 55238400 * * GERMANY +49 0931 40468 * * INDIA +91 (033) 4006-2021 * * JAPAN +81 (03)5952-6500 http://www.ctc-g.co.jp * * CHINA +86 21 6288 4040 * * THAILAND +66 (0)2645-1018/19 [email protected]* * * * Worldwide http://selectservices.bentley.com/en-US/ * * * ************************************************************



Job Title

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Job No Sheet No Rev

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By Date Chd

File Date/Time

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31-Dec-14

26-Feb-2015 16:29MF_10m.std


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Job Title

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31-Dec-14

26-Feb-2015 16:29MF_10m.std


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PAGE NO. 1

**************************************************** * * * STAAD.Pro V8i SELECTseries4 * * Version 20.07.09.31 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= FEB 26, 2015 * * Time= 16:29: 2 * * * * USER ID: * ****************************************************

1. STAAD PLANE INPUT FILE: MF_10m.STD 2. START JOB INFORMATION 3. ENGINEER DATE 31-DEC-14 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KN 7. JOINT COORDINATES 8. 1 0 0 0; 3 5 0.5 0; 5 10 0 0 9. MEMBER INCIDENCES 10. 1 1 3; 4 5 3 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 2.05E+008 14. POISSON 0.3 15. DENSITY 78.5 16. ALPHA 1.2E-005 17. DAMP 0.03 18. END DEFINE MATERIAL 19. MEMBER PROPERTY AMERICAN 20. 1 4 TAPERED 0.32 0.005 0.82 0.2 0.008 0.2 0.008 21. CONSTANTS 22. MATERIAL STEEL ALL 23. SUPPORTS 24. 5 PINNED 25. 1 FIXED BUT FX FZ MX MY MZ 26. LOAD 1 LOADTYPE DEAD TITLE DEAD LOAD 27. SELFWEIGHT Y -1 28. MEMBER LOAD 29. 1 4 UNI GY -1.095 30. LOAD 2 LOADTYPE DEAD TITLE COLLATERAL LOAD 31. MEMBER LOAD 32. *1 TO 4 UNI GY -0.763 33. 1 4 UNI GY -1.08 34. LOAD 3 LOADTYPE LIVE TITLE LIVE LOAD 35. MEMBER LOAD 36. 1 4 UNI GY -4.161 37. LOAD 4 LOADTYPE WIND TITLE WIND CASE 1 LEFT 38. MEMBER LOAD




39. 1 UNI Y 7.66 40. 4 UNI Y 4.84 41. LOAD 5 LOADTYPE WIND TITLE WIND CASE 1 RIGHT 42. MEMBER LOAD 43. 4 UNI Y 7.66 44. 1 UNI Y 4.84 45. LOAD 6 LOADTYPE WIND TITLE WIND CASE 2 LEFT 46. MEMBER LOAD 47. 1 UNI Y 4.49 48. 4 UNI Y 1.67 49. LOAD 7 LOADTYPE WIND TITLE WIND CASE 2 RIGHT 50. MEMBER LOAD 51. 4 UNI Y 4.49 52. 1 UNI Y 1.67 53. LOAD COMB 100 DL+CL 54. 1 1.0 2 1.0 55. LOAD COMB 101 DL + CL + LL 56. 1 1.0 2 1.0 3 1.0 57. LOAD COMB 102 DL+CL+W1L 58. 1 0.6 4 1.0 2 1.0 59. LOAD COMB 103 DL+CL+W1R 60. 1 0.6 5 1.0 2 1.0 61. LOAD COMB 104 DL+CL+W2L 62. 1 0.6 6 1.0 2 1.0 63. LOAD COMB 105 DL+CL+W2R 64. 1 0.6 7 1.0 2 1.0 65. LOAD COMB 106 DL+CL+W1L+LL 66. 1 1.0 4 0.75 3 0.75 2 1.0 67. LOAD COMB 107 DL+CL+W1R+LL 68. 1 1.0 5 0.75 3 0.75 2 1.0 69. LOAD COMB 108 DL+CL+W2L+LL 70. 1 1.0 6 0.75 3 0.75 2 1.0 71. LOAD COMB 109 DL+CL+W2R+LL 72. 1 1.0 7 0.75 3 0.75 2 1.0 73. LOAD COMB 110 DL+ LL 74. 1 1.0 3 1.0 75. LOAD COMB 111 DL+CL+WL1 76. 1 1.0 2 1.0 4 1.0 77. LOAD COMB 112 DL+CL+WR1 78. 1 1.0 2 1.0 5 1.0 79. LOAD COMB 113 DL+CL+WL2 80. 1 1.0 2 1.0 6 1.0 81. LOAD COMB 114 DL+CL+WR2 82. 1 1.0 2 1.0 7 1.0 83. PERFORM ANALYSIS





3 1 -0.0234 -0.2354 0.0000 0.0000 0.0000 0.0000 2 -0.0159 -0.1600 0.0000 0.0000 0.0000 0.0000 3 -0.0612 -0.6165 0.0000 0.0000 0.0000 0.0000 4 0.0896 0.9138 0.0000 0.0000 0.0000 -0.0001 5 0.0911 0.9200 0.0000 0.0000 0.0000 0.0001 6 0.0438 0.4487 0.0000 0.0000 0.0000 -0.0001 7 0.0453 0.4549 0.0000 0.0000 0.0000 0.0001 ************** END OF LATEST ANALYSIS RESULT ************** 86. LOAD LIST 100 TO 104 87. PARAMETER 1 88. CODE AISC 89. CB 0 ALL 90. BEAM 1 ALL 91. STIFF 1.5 ALL 92. FYLD 345000 ALL 93. LY 1.5 ALL 94. LZ 16 ALL 95. UNB 3 ALL 96. UNT 1.5 ALL 97. MAIN 0 ALL 98. *SELECT OPTIMIZED 99. CHECK CODE ALL






1 TAP ERED (AISC SECTIONS) PASS AISC- H1-3 0.279 101 1.42 C 0.00 -70.90 2.93 4 TAP ERED (AISC SECTIONS) PASS AISC- H1-3 0.279 101 1.42 C 0.00 -70.90 2.93






1 100 1 1.32 13.22 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 33.62 101 1 3.40 34.02 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 85.89 102 1 -2.45 -24.48 0.00 0.00 0.00 0.00 3 3.46 -3.92 0.00 0.00 0.00 -51.39 103 1 -1.75 -17.53 0.00 0.00 0.00 0.00 3 2.76 3.30 0.00 0.00 0.00 -52.10 104 1 -0.87 -8.71 0.00 0.00 0.00 0.00 3 1.88 -3.77 0.00 0.00 0.00 -12.16 4 100 5 1.32 13.22 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 33.62 101 5 3.40 34.02 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 85.89 102 5 -3.16 -17.39 0.00 0.00 0.00 0.00 3 4.17 3.16 0.00 0.00 0.00 -51.39 103 5 -1.04 -24.62 0.00 0.00 0.00 0.00 3 2.05 -3.78 0.00 0.00 0.00 -52.10 104 5 -1.58 -1.62 0.00 0.00 0.00 0.00 3 2.59 3.32 0.00 0.00 0.00 -12.16 ************** END OF LATEST ANALYSIS RESULT ************** 102. FINISH




*********** END OF THE STAAD.Pro RUN *********** **** DATE= FEB 26,2015 TIME= 16:29: 4 **** ************************************************************ * For questions on STAAD.Pro, please contact * * Bentley Systems or Partner offices * * * * Telephone Web / Email * * USA +1 (714) 974-2500 * * UK +44 (0) 808 101 9246 * * SINGAPORE +65 6225-6158 * * FRANCE +33 (0) 1 55238400 * * GERMANY +49 0931 40468 * * INDIA +91 (033) 4006-2021 * * JAPAN +81 (03)5952-6500 http://www.ctc-g.co.jp * * CHINA +86 21 6288 4040 * * THAILAND +66 (0)2645-1018/19 [email protected]* * * * Worldwide http://selectservices.bentley.com/en-US/ * * * ************************************************************



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26-Feb-2015 16:32MF_single slope.std


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**************************************************** * * * STAAD.Pro V8i SELECTseries4 * * Version 20.07.09.31 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= FEB 26, 2015 * * Time= 16:32: 7 * * * * USER ID: * ****************************************************

1. STAAD PLANE INPUT FILE: MF_single slope.STD 2. START JOB INFORMATION 3. ENGINEER DATE 31-DEC-14 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KN 7. JOINT COORDINATES 8. 1 0 0 0; 3 11 1.1 0 9. MEMBER INCIDENCES 10. 1 1 3 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 2.05E+008 14. POISSON 0.3 15. DENSITY 78.5 16. ALPHA 1.2E-005 17. DAMP 0.03 18. END DEFINE MATERIAL 19. MEMBER PROPERTY AMERICAN 20. 1 TAPERED 0.42 0.005 0.42 0.2 0.01 0.2 0.01 21. CONSTANTS 22. MATERIAL STEEL ALL 23. SUPPORTS 24. 3 PINNED 25. 1 FIXED BUT FX FZ MX MY MZ 26. LOAD 1 LOADTYPE DEAD TITLE DEAD LOAD 27. SELFWEIGHT Y -1 28. MEMBER LOAD 29. 1 UNI GY -1.095 30. LOAD 2 LOADTYPE DEAD TITLE COLLATERAL LOAD 31. MEMBER LOAD 32. *1 TO 4 UNI GY -0.763 33. 1 UNI GY -1.08 34. LOAD 3 LOADTYPE LIVE TITLE LIVE LOAD 35. MEMBER LOAD 36. 1 UNI GY -4.161 37. LOAD 4 LOADTYPE WIND TITLE WIND CASE 1 LEFT 38. MEMBER LOAD

Page 1 of 8D:\estimates\metobomic lab\staad files\MF_single slope.anl



39. 1 UNI Y 7.66 40. LOAD 5 LOADTYPE WIND TITLE WIND CASE 1 RIGHT 41. MEMBER LOAD 42. 1 UNI Y 4.84 43. LOAD 6 LOADTYPE WIND TITLE WIND CASE 2 LEFT 44. MEMBER LOAD 45. 1 UNI Y 4.49 46. LOAD 7 LOADTYPE WIND TITLE WIND CASE 2 RIGHT 47. MEMBER LOAD 48. 1 UNI Y 1.67 49. LOAD COMB 100 DL+CL 50. 1 1.0 2 1.0 51. LOAD COMB 101 DL + CL + LL 52. 1 1.0 2 1.0 3 1.0 53. LOAD COMB 102 DL+CL+W1L 54. 1 0.6 4 1.0 2 1.0 55. LOAD COMB 103 DL+CL+W1R 56. 1 0.6 5 1.0 2 1.0 57. LOAD COMB 104 DL+CL+W2L 58. 1 0.6 6 1.0 2 1.0 59. LOAD COMB 105 DL+CL+W2R 60. 1 0.6 7 1.0 2 1.0 61. LOAD COMB 106 DL+CL+W1L+LL 62. 1 1.0 4 0.75 3 0.75 2 1.0 63. LOAD COMB 107 DL+CL+W1R+LL 64. 1 1.0 5 0.75 3 0.75 2 1.0 65. LOAD COMB 108 DL+CL+W2L+LL 66. 1 1.0 6 0.75 3 0.75 2 1.0 67. LOAD COMB 109 DL+CL+W2R+LL 68. 1 1.0 7 0.75 3 0.75 2 1.0 69. LOAD COMB 110 DL+ LL 70. 1 1.0 3 1.0 71. LOAD COMB 111 DL+CL+WL1 72. 1 1.0 2 1.0 4 1.0 73. LOAD COMB 112 DL+CL+WR1 74. 1 1.0 2 1.0 5 1.0 75. LOAD COMB 113 DL+CL+WL2 76. 1 1.0 2 1.0 6 1.0 77. LOAD COMB 114 DL+CL+WR2 78. 1 1.0 2 1.0 7 1.0 79. PERFORM ANALYSIS






3 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0022 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0015 3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0058 4 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0108 5 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0068 6 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0063 7 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0024 ************** END OF LATEST ANALYSIS RESULT ************** 82. LOAD LIST 100 TO 104 83. PARAMETER 1 84. CODE AISC 85. CB 0 ALL 86. BEAM 1 ALL 87. STIFF 1.5 ALL 88. FYLD 345000 ALL 89. LY 1.5 ALL 90. LZ 11 ALL 91. UNB 3 ALL 92. UNT 1.5 ALL 93. MAIN 0 ALL 94. *SELECT OPTIMIZED 95. CHECK CODE ALL






1 TAP ERED (AISC SECTIONS) PASS AISC- H1-3 0.499 101 0.00 T 0.00 -103.47 5.53






1 100 1 1.46 14.55 0.00 0.00 0.00 0.00 3 1.46 14.55 0.00 0.00 0.00 0.00 101 1 3.74 37.44 0.00 0.00 0.00 0.00 3 3.74 37.44 0.00 0.00 0.00 0.00 102 1 -3.12 -31.23 0.00 0.00 0.00 0.00 3 5.34 -31.23 0.00 0.00 0.00 0.00 103 1 -1.56 -15.64 0.00 0.00 0.00 0.00 3 3.79 -15.64 0.00 0.00 0.00 0.00 104 1 -1.37 -13.71 0.00 0.00 0.00 0.00 3 3.59 -13.71 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 98. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= FEB 26,2015 TIME= 16:32: 9 ****




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PROJECT: Sultan qaboos university

JOB NO:NORTH WEST STEEL BUILDINGS L.L.C DES BY: PG NO:

CHK BY: REV NO:

DESIGN OF BASE PLATE (AISC 89 "Ninth Edition") pg No- 3-106 to 3-108

COLUMN SIZEBASE PLATE LENGTH =M= 300 mmBASE PLATE WIDTH =N= 250 mmCOLUMN DEPTH = 300 mmCOLUMN WIDTH = 200 mmCHAR. STRENGTH OF CONC =Fck= 30 N/mm2TRIAL THICKNESS OF PLATE = 20 mmYEILD STRENGTH OF PLATE = 275 N/mm2TENSILE STRENGTH OF BOLT =19.1KSI= 131.7 N/mm2 (A36 BOLTS)SHEAR STRENTH OF BOLT = 9.9KSI= 68.3 N/mm3 (A36 BOLTS)BOLT DIA = 20 mmAREA OF BOLTS = 314.29 mm^2NUMBER OF BOLT = 4 NosBase plate projection in longer side = m = 0 mmBase plate projection in shorter side = n = 25 mmAXIAL LOAD (COMP) = V = 36.00 KNAXIAL LOAD (TENSILE) = 45.00 KNSHEAR FORCE Q= 20.00 KNBEARING PRESSURE = V/(M X N) 0.48 N/mm2ALL. BEARING PRESSURE =(0.35xFck)= 10.5 N/mm2 SAFE

Allowable thickness of base plate = 2 X C x sqrt (Fp/Fy)l = 1.00 (conservatively)n' = (sqrt (d x bf))/4 = 61.2372

Where C = maximum of ( m, n, ln') = 61.23724357

ALLOWABLE THICK. OF BASE PLATE = 5.12 mm SAFE

SHEAR STRESS IN EACH BOLT=Fv= 15.91 N/MM^2ALLOWABLE SHEAR IN EACH BOLT= 21.45 KNACTUAL SHEAR IN EACH BOLT = 5 KN SAFEALL. TENSION IN EACH BOLTS W/O SHEAR= 41.38 KNACT. TENSION IN EACH BOLT = 11.25 KNALL TENSION IN EACH BOLT WITH SHEAR= 41.38 KN SAFE

All. BOND STRESS u = 0.28SQRT(Fck) 1.53 N/mm2Embedment Length = UPLIFT

PI X( DIA X NO. OF BOLTS X BOND STRESS)Min Embedment Length required = 116.81 mm

Gauge horizontal = 100 mmGauge Vertical = 100 mm

uplift force per bolt row in web = Pw = 20.00 KNuplift force in each half flange per bolt = Pf = 11.24 KN

Required Pl. Tck. Due to uplift in web = 6.61 mm SAFERequired Pl. Tck. Due to uplift in flange = 8.81 mm SAFE

PROJECT:

JOB NO:NORTH WEST STEEL BUILDINGS L.L.C DES BY: PG NO: 1

CHK BY: REV NO: 0

4-BOLTS END PLATE MOMENT CONNECTION (ONLY FOR A325 OR GR 8.8 BOLTS)DESIGN BENDING MOMENT (KNM)=M= 75 KNM SP-12DESIGN SHEAR FORCE (KN)=Q= 42 KNDESIGN AXIAL FORCE (KN)=A= 77 KNDEPTH OF MEMBER WEB (MM) =Hw= 800 mmTHICKNESS OF MEMBER WEB(MM)=Tw= 5 mmWIDTH OF MEMBER FLAGE(MM)=B= 200 mmTHICKNESS OF MEMBER FLANGE (MM)=Tf= 8 mmYIELD STRESS OF END PLATE (MPA) =Fy= 275 MPANo. OF TENSION BOLTS =Nt= 2 NosNo. OF SHEAR BOLTS =Ns= 2 NosDIAMETER OF BOLTS PROVIDED = 20 (ASTM325 OR GR 8.8)WELD STRESS = Qweld = 0.3 X 70 =21KSI = 143.51 MPAAREA OF BOLT = Ab = 314.29 mm2ALLOWABLE SHEAR STRESS(Fv) =21ksi= 143.514 MPA (ASTM325 OR GR 8.8)THICKNESS OF PLATE PROVIDED = Tp = 20 MMWIDTH OF PLATE PROVIDED =Bp = 250 MMMAX BOLT TENSION =Ff =( M/(Hw+T) + (A/2) ) = 131.32 KNALLOWABLE SHEAR FORCE PER BOLT= Qall = 45.1 KNACTUAL SHEAR FORCE PER BOLT=Qact=Q/Ns= 21 KN

SAFEACTUAL SHEAR STRESS PER BOLT = Fv = 66.82 MPAALLOWABLE TENSILE STRESS BOLT = ft =44KSI IF NO SHEAR AND = (44^2 - 4.39*Fv^2)^1/2ALLOWABLE TENSILE STRESS BOLT ft 44KSI IF NO SHEAR AND (44 2 4.39 Fv 2) 1/2FOR A325 BOLTS = ft = 300.63 MPAALLOWABLE TENSILE FORCE = ft X Ab = 94.49 KNACTUAL TENSION FORCE PER BOLT = Ff / Nt = 65.66 KN

SAFEMINIMUM REQUIRED FLANGE WELD SIZE Wf = Ff / [(2B+2T-Tw) X 0.707 X Qweld]MINIMUM REQUIRED FLANGE WELD SIZE= Wf = 3.2 MM

PROVIDE MINIMUM WELD MINIMUM REQUIRED WEB WELD SIZE, FOR FULL SHEAR OF WEB =(0.45 X Fy X Tw) / (2 X 0.707 X QWELD)MINIMUM REQUIRED WEB WELD SIZE = Ww = 3.1 MM

Ww

Project: Sultan qaboos university Date : 18/06/2014NORTH WEST STEEL Job No : Sheet No : 01

BY :

DESIGN OF PURLININPUT DATA

SPAN OF PURLIN = 7 MMAX. SPACING OF PURLIN = 1.5 MROOF SLOPE = 5.71 DEG. ( 1 IN 10 )PURLIN SYSTEM Lap 700mm

LOADING =

DEAD LOAD = 0.15 KN / SQ.M 0.19 5.71LIVE LOAD = 0.57 KN / SQ.M KN/MCOLLATERAL LOAD = 0.1 KN / SQ.MWIND LOAD = 1.20 KN / SQ.MWIND CO-EFFICIENT ( roof ) = 0.85 1.95

1.940 KN/MLOAD ON PURLIN =

DEAD LOAD = 0.25 X 1.5 = 0.375 KN/ MLIVE LOAD = 0.57 X 1.5 = 0.855 KN/ MSERVICE LOAD = 0.15 KN/ M

BUILDINGS L.L.C

KN/M

(INTERMEDIATE SPAN)

WIND LOAD =1.5 X 1.2 X 0.85 = 1.53 KN/ M

LOAD COMBINATION ( FACTORED ) =

DEAD +LIVE LOAD= 0.375 X 1.4 + 0.855 X 1.6 + SW X 1.4= 1.948 KN/MDEAD+ WIND LOAD = 0.375 X 1.4 + SW X 1.4 - 1.53 X 1.4 = -1.562 KN/M

CHOOSING PURLIN SECTION = 20916 Z SECTION

YEILD STRESS (Ys) = 345 n/sq.mm

MOMENT OF INERTIA = 301.7 CM^4SECTION MODULUS = 29.44 CM^3DEPTH OF NEUTRAL AXIS = 104.5 MMWEIGHT / M RUN = 3.92 KG/ M (SW - SELF WEIGHT OF PURLIN)

MOMENT CARRING CAPACITY OF A MEMBER SUBJECT TO BENDING IS GIVEN BY =

Mc = Po x Zr BS 5950 PART 5SECTION- 5.2, CL. 4.6

WHERE Po = LIMITING STRESS

Design strength = Py = 345 n/sq.mmReduced sec. modulus = Zr = To be calculatedDepth of purlin = D = 209 mmThickness of purlin = t = 1.5 mmWidth of flange( top ) = b1 = 70 mmWidth of flange( bot ) = b2 = 70 mm

Z 20916


BY : BUILDINGS L.L.C

CALCULATION OF REDUCED EFFECTIVE COMPRESSIVE FLANGE WIDTHOF ZED SECTION =

MODIFIED WIDTH TO THICKNESS RATIO IS GIVEN BY =BS 5950 CL. 4.4

=(Ys / 70 k ) * ( b / t )

= SQRT. (288.47 / 70 x 4 ) x ( 70 / 1.5 )

= 47.37 < 60 O. K. k = 4 ( For stiffened member )

HENCE ( b eff. / b ) = 0.833 (REF. BS 5950, PART 5, TABLE-5 )

b eff = 0.833 x 70

= 58.31 MM ( compression flange )

CALCULATION OF REDUCED MODULUS OF SECTION.( Zr )( REF. BS 5950, PART 5 , CL. 3.5 )

MOMENT OF INERTIA ( M.I.) ABOUT ITS OWN NEUTRAL AXIS

M. I. about x.x axis = 7019

Ixx = Iself + Ax^2 209 104.5

1970

HERE, Thickness = 1.5 mmI self = MOMENT OF INERTIA ABOUT ITS OWN NEUTRAL AXISA = AREA OF ELEMENT UNDER CONSIDERATION. Min. mom. of inertia of lip = tB^3/375X = DISTANCE BETWEEN NEUTRAL AXIS AND C.G. OF THE ELEMENT UNDER CONSIDERATION

I xx =(1.5 x 19^ 3/12 + 19 X 1.5 x 95 ^ 2 ) +( 55.31 x 1.5 X 103.75^ 2 ) + (1.5 x 209^ 3 /12 +313.5 x 0^2) + ( 67 X 1.5 x 103.75^ 2) + (1.5 x 19 ^ 3 / 12 +19 X 1.5 x 95 ^ 2)

= ( 258069.88 ) + ( 893040.45) + (1141166.13 ) + (1081788.28 ) + ( 258069.88 )

3632134.6 mm 4

REDUCED , Zr = I xx / x = 3632134.6 / 104.5 = 34757 mm 3


BY : BUILDINGS L.L.C

THE COMPRESSIVE STRESS Po, IN A STIFFENED ELEMENT WHICH RESULTS FROM BENDINGIN ITS PLANE, SHOULD NOT EXCEED THE LESSER OF FOLLOWING =

Po = {(1.13 - 0.0019* (Ds / t ) *( Ys / 280)^0.5)}*py

OR Py REF. BS-5950 PART 5, cl. 5.2.2.2

HENCE, Po = ( LESSER OF ) = 288.47 OR 345 N/ SQ.MM

HENCE , Po = 288.47 n/ sq.mm

HENCE MOMENT CARRING CAPACITY ( Mc ) = Po x Zr

MOMENT CARRING CAPACITY 8 49 KN M 288 47 x 29 44 x (1000 / 1000000 )MOMENT CARRING CAPACITY = 8.49 KN-M =288.47 x 29.44 x (1000 / 1000000 )

ACTUAL BENDING MOMENT =

MAX. BENDING MOMENT FOR PURLIN = = W * L^2 / 12

MAX MOMENT FOR DL + LL = 7.9 KN-M

MAX MOMENT FOR DL + WL = 6.4 KN-M < 8.49 KN-M

Maximum stress ratio = 0.9331 < 1.0 HENCE SAFE

CHECKING DEFLECTION = HERE ,W = 1.38 KN/M

DEFLECTION = 5 x W x L^4 L = 7 MLap 700mm 384 x E x Ixx E = KG/SQ.CM

I = 363.213 CM^41.1588 cm

=L / 604 < L/180

HENCE SAFEPROVIDE PURLIN SIZE 20916

2.05E+06

93 %

titlecontentMFMF_16m_NODEMF_16m_BEAMMF_16m_FRAMEMF_10m_NODEMF_10m_BEAMMF_10m_FRAMEMF_single slope_NODEMF_single slope_BEAMMF_single slope_FRAME

Base plateBOLTS END PLATE MOMENT CONNECTIONPURLINS

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