STAAD.Pro
V8i (SELECTseries 4)
AISC 14th Edition Design Example Verification
STAAD Verification ProblemsRelease STAAD.Pro 20.07.09.20
Date last updated: 5 December 2012
Quality Assurance ProgramSTAAD.Pro V8i (SELECTseries 4) is a suite of proprietary computer programs of ResearchEngineers, a Bentley Solutions Center. Although every effort has been made to ensure thecorrectness of these programs, neither REI nor Bentley Systems will accept responsibility for anymistake, error or misrepresentation in or as a result of the usage of these programs.
Notes on ComparisonsIn each verification problem, a table is used to summarize the numerical outputs from STAAD.Prowith a reference or hand calculations. A difference column presents the percent deviation from thereference, when a significant difference exists.
The deviation is taken as the reference value minus the value determined by STAAD.Pro, dividedby the reference value to express in percent of the reference.
In this context, "significant" is take as larger than a 1% (one percent) difference. When a differencebetween 0.5% and 1% exists, then the difference is simply listed as "<1%". Otherwise, the differenceis listed as "none".
This level of significance is intended to reflect that small differences in rounding or calculationmethods do not present a realistic difference in the calculated result.
AISC 14th Edition Design Example Verification — iii
Table of Contents
STAAD Verification Problems
1 Steel Design per AISC 360-10 - Example E-2 1
Objective 1
Reference 1
Comparison 2
STAAD Input 2
STAAD Output 4
2 Steel Design per AISC 360-10 - Example G-6 15
Objective 15
Reference 15
Comparison 16
STAAD Input 16
STAAD Output 18
3 Steel Design per AISC 360-10 - Example D-2 29
Objective 29
Reference 29
Comparison 30
STAAD Input 30
STAAD Output 32
4 Steel Design per AISC 360-10 - Example F.2-2 43
Objective 43
Reference 43
Comparison 43
STAAD Input 44
STAAD Output 46
5 Steel Design per AISC 360-10 - Example H.1B 57
Objective 57
Reference 57
Comparison 58
STAAD Input 58
STAAD Output 60
6 Steel Design per AISC 360-10 - Example E.5 69
iv — STAAD.Pro
Objective 69
Reference 69
Comparison 70
Notes 70
STAAD Input 70
STAAD Output 72
7 Steel Design per AISC 360-10 - Example F.1-3B 81
Objective 81
Reference 81
Comparison 81
STAAD Input 82
STAAD Output 84
AISC 14th Edition Design Example Verification — v
Copyright Information
Trademark NoticeBentley, the "B" Bentley logo, STAAD.Pro are registered or nonregistered trademarks of BentleySystems, Inc. or Bentley Software, Inc. All other marks are the property of their respective owners.
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vi— STAAD.Pro
1Steel Design per AISC 360-10 -
Example E-2Objective
From the reference:
Verify that a built-up, ASTM A572 Grade 50 column with PL 1 in. × 8 in. flanges anda PL 4 in. × 15 in. web is sufficient to carry a dead load of 70 kips and live load of 210kips in axial compression. The column length is 15 ft and the ends are pinned in bothaxes.
Refer to the reference for calculations.
ReferenceDesign Examples, Version 14.0, American Institute of Steel Construction, 2011, page E-11.
Note: This reference is freely available for download from theAISC website:http://www.aisc.org/WorkArea/showcontent.aspx?id=29596
AISC 14th Edition Design Example Verification — 1
Comparison
Result Type Reference STAAD.Pro Difference
φcPn (kips) [LRFD] 508 506.862 none
Pn/Ωc (kips) [ASD] 338 337.233 none
Table 1-1: Comparison of compressive strength results for a built-up column
STAAD Input
Hint: You can copy and paste this content directly into a .std file to run in STAAD.Pro.
STAAD PLANESTART JOB INFORMATIONENGINEER DATE 31-OCT-12JOB NAME AISC 360-10 ValidationJOB CLIENT BentleyJOB NO 1END JOB INFORMATION*********************************** AISC EAMPLE E.2* BUILT-UP COLUMN WITH A SLENDER WEB**********************************INPUT WIDTH 79UNIT FEET KIPJOINT COORDINATES1 0 0 0; 2 0 15 0;MEMBER INCIDENCES1 1 2;*START USER TABLETABLE 1UNIT INCHES KIPWIDE FLANGEPG17x8x1x0.2519.8 17 0.25 8 1 1100 85.4 5.41146 4.25 10.6667 8 1END**********************************UNIT INCHES KIPDEFINE MATERIAL STARTISOTROPIC STEEL*E 29732.7E 29000POISSON 0.3DENSITY 0.000283ALPHA 1.2e-005DAMP 0.03TYPE STEELSTRENGTH FY 50 FU 65 RY 1.5 RT 1.2END DEFINE MATERIAL**************************************CONSTANTSMATERIAL STEEL ALLMEMBER PROPERTY AMERICAN1 UPTABLE 1 PG17x8x1x0.25print member properties all*************************************UNIT FEET KIPSUPPORTS
2— STAAD.Pro
1 Steel Design per AISC 360-10 - Example E-2
Comparison
1 PINNED2 FIXED BUT FY MX MY MZ**************************************LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1JOINT LOAD2 FY -70**LOAD 2 LOADTYPE Live TITLE LOAD CASE 2JOINT LOAD2 FY -210**UNIT INCHES KIPLOAD COMB 3 LRFD COMBINATION1 1.2 2 1.6**LOAD COMB 4 ASD COMBINATION1 1.0 2 1.0PERFORM ANALYSIS*************************************LOAD LIST 3PARAMETER 1CODE AISC UNIFIED 2010METHOD LRFD* ASTM A572 Grade 50FU 65 ALLFYLD 50 ALL** Fabricated SectionSTP 2 ALL*TRACK 2 ALLCHECK CODE ALL**LOAD LIST 4PARAMETER 2CODE AISC UNIFIED 2010METHOD ASD* ASTM A572 Grade 50FU 65 ALLFYLD 50 ALL** Fabricated SectionSTP 2 ALL*TRACK 2 ALLCHECK CODE ALLFINISH
1 Steel Design per AISC 360-10 - Example E-2
AISC 14th Edition Design Example Verification — 3
STAAD OutputPAGE NO. 1
***************************************************** ** STAAD.Pro V8i SELECTseries4 ** Version 20.07.09.21 ** Proprietary Program of ** Bentley Systems, Inc. ** Date= JAN 2, 2013 ** Time= 11:19:23 ** ** USER ID: Bentley Systems *****************************************************
1. STAAD PLANEINPUT FILE: AISC360-10_Comp1.STD
2. START JOB INFORMATION3. ENGINEER DATE 31-OCT-124. JOB NAME AISC 360-10 VALIDATION5. JOB CLIENT BENTLEY6. JOB NO 17. END JOB INFORMATION8. **********************************9. * AISC EAMPLE E.210. * BUILT-UP COLUMN WITH A SLENDER WEB11. **********************************12. INPUT WIDTH 7913. UNIT FEET KIP14. JOINT COORDINATES15. 1 0 0 0; 2 0 15 016. MEMBER INCIDENCES17. 1 1 218. *19. START USER TABLE20. TABLE 121. UNIT INCHES KIP22. WIDE FLANGE23. PG17X8X1X0.2524. 19.8 17 0.25 8 1 1100 85.4 5.41146 4.25 10.6667 8 125. END26. **********************************27. UNIT INCHES KIP28. DEFINE MATERIAL START29. ISOTROPIC STEEL30. *E 29732.731. E 2900032. POISSON 0.333. DENSITY 0.00028334. ALPHA 1.2E-00535. DAMP 0.0336. TYPE STEEL37. STRENGTH FY 50 FU 65 RY 1.5 RT 1.238. END DEFINE MATERIAL
4 — STAAD.Pro
1 Steel Design per AISC 360-10 - Example E-2
STAAD Output
STAAD PLANE -- PAGE NO. 239. **************************************40. CONSTANTS41. MATERIAL STEEL ALL42. MEMBER PROPERTY AMERICAN43. 1 UPTABLE 1 PG17X8X1X0.2544. PRINT MEMBER PROPERTIES ALL
MEMBER PROPERTI ALL
1 Steel Design per AISC 360-10 - Example E-2
AISC 14th Edition Design Example Verification — 5
STAAD PLANE -- PAGE NO. 3MEMBER PROPERTIES. UNIT - INCH-----------------MEMB PROFILE AX/ IZ/ IY/ IX/
AY AZ SZ SY1 ST PG17X8X1X0.25
19.80 1100.00 85.40 5.414.25 10.67 129.41 21.35
************ END OF DATA FROM INTERNAL STORAGE ************45. *************************************46. UNIT FEET KIP47. SUPPORTS48. 1 PINNED49. 2 FIXED BUT FY MX MY MZ50. **************************************51. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 152. JOINT LOAD53. 2 FY -7054. **55. LOAD 2 LOADTYPE LIVE TITLE LOAD CASE 256. JOINT LOAD57. 2 FY -21058. **59. UNIT INCHES KIP60. LOAD COMB 3 LRFD COMBINATION61. 1 1.2 2 1.662. **63. LOAD COMB 4 ASD COMBINATION64. 1 1.0 2 1.065. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S-----------------------------------
NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1NUMBER OF PLATES 0 NUMBER OF SOLIDS 0NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
6— STAAD.Pro
1 Steel Design per AISC 360-10 - Example E-2
STAAD Output
STAAD PLANE -- PAGE NO. 4TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 366. *************************************67. LOAD LIST 368. PARAMETER 169. CODE AISC UNIFIED 201070. METHOD LRFD71. * ASTM A572 GRADE 5072. FU 65 ALL73. FYLD 50 ALL74. *75. * FABRICATED SECTION76. STP 2 ALL77. *78. TRACK 2 ALL79. CHECK CODE ALL
STEEL DESIGN
1 Steel Design per AISC 360-10 - Example E-2
AISC 14th Edition Design Example Verification — 7
STAAD PLANE -- PAGE NO. 5STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.829(PASS) LOAD: 3LOCATION (ft): 0.00 CONDITION: Sec. E1SECTION: PG17X8X1X0.25 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.829(PASS) LOAD CASE: 3 LOCATION (ft): 0.00 CONDITION: Sec. E1
DESIGN FORCES: Fx: 420.00(C) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: 0.00E+00
SECTION PROPERTIES: AXX: 19.800 AYY: 16.000 AZZ: 3.750SZZ: 129.412 SYY: 21.350 CW: 5465.600IZZ: 1100.000 IYY: 85.400 IXX: 5.411
MATERIAL PROPERTIES: FYLD: 50.000 FU: 65.000ACTUAL MEMBER LENGTH(ft): 14.999PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 86.671 LOAD: 3 LOC.(ft): 1.250
ALLOWABLE SLENDERNESS RATIO: 200.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 4.000 11.076 N/A
Slender 60.000 35.884 N/AFLEXURE: Compact 4.000 9.152 19.651
Compact 60.000 90.553 137.274TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 891.000 0.000 Eq. D2-1 3 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 420.000 803.748 0.523 Sec. E1 3 0.000MINOR: 420.000 506.862 0.829 Sec. E1 3 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 18.591 24.150 45.104 490.773 893.053MINOR: 19.170 86.671 28.443 38.102 563.180
8— STAAD.Pro
1 Steel Design per AISC 360-10 - Example E-2
STAAD Output
STAAD PLANE -- PAGE NO. 6STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
420.000 680.928 0.617 Sec. E4 3 0.000INTERMEDIATE: Ae: Fcr: Pn:
18.794 38.211 756.586SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 432.000 0.000 Eq. G2-1 3 0.000MINOR: 0.000 99.962 0.000 Eq. G2-1 3 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 16.000 1.000 1.200 8.000 480.000MINOR: 3.750 0.987 5.000 60.000 111.069UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 5.33E+02 0.000 Sec. F1 3 0.000MINOR: 0.00E+00 1.21E+02 0.000 Sec. F1 3 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 5.92E+02 5.39E+02 1.000 7.335 25.316 14.999MINOR: 1.34E+02 0.00E+00 1.000 7.335 25.316 14.999UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 4.50E+02 0.000 Sec. F1 3 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 5.00E+02 0.00E+00 1.000 7.335 25.316 14.999UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.829 Eq. H1-1a 3 0.000FLEXURE TENS: 0.000 Eq. H1-1b 3 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 4.50E+02 1.21E+02 0.00E+00 0.00E+00 506.862 420.000FLEXURE TENS: 4.50E+02 1.21E+02 0.00E+00 0.00E+00 891.000 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------80. **81. LOAD LIST 482. PARAMETER 283. CODE AISC UNIFIED 201084. METHOD ASD85. * ASTM A572 GRADE 5086. FU 65 ALL87. FYLD 50 ALL
1 Steel Design per AISC 360-10 - Example E-2
AISC 14th Edition Design Example Verification — 9
STAAD PLANE -- PAGE NO. 788. *89. * FABRICATED SECTION90. STP 2 ALL91. *92. TRACK 2 ALL93. CHECK CODE ALL
STEEL DESIGN
10 — STAAD.Pro
1 Steel Design per AISC 360-10 - Example E-2
STAAD Output
STAAD PLANE -- PAGE NO. 8STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.830(PASS) LOAD: 4LOCATION (ft): 0.00 CONDITION: Sec. E1SECTION: PG17X8X1X0.25 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.830(PASS) LOAD CASE: 4 LOCATION (ft): 0.00 CONDITION: Sec. E1
DESIGN FORCES: Fx: 280.00(C) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: 0.00E+00
SECTION PROPERTIES: AXX: 19.800 AYY: 16.000 AZZ: 3.750SZZ: 129.412 SYY: 21.350 CW: 5465.600IZZ: 1100.000 IYY: 85.400 IXX: 5.411
MATERIAL PROPERTIES: FYLD: 50.000 FU: 65.000ACTUAL MEMBER LENGTH(ft): 14.999PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 86.671 LOAD: 4 LOC.(ft): 1.250
ALLOWABLE SLENDERNESS RATIO: 200.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 4.000 11.076 N/A
Slender 60.000 35.884 N/AFLEXURE: Compact 4.000 9.152 19.651
Compact 60.000 90.553 137.274TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 592.814 0.000 Eq. D2-1 4 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 280.000 534.762 0.524 Sec. E1 4 0.000MINOR: 280.000 337.233 0.830 Sec. E1 4 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 18.591 24.150 45.104 490.773 893.053MINOR: 19.170 86.671 28.443 38.102 563.180
1 Steel Design per AISC 360-10 - Example E-2
AISC 14th Edition Design Example Verification — 11
STAAD PLANE -- PAGE NO. 9STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
280.000 453.046 0.618 Sec. E4 4 0.000INTERMEDIATE: Ae: Fcr: Pn:
18.794 38.211 756.586SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 287.425 0.000 Eq. G2-1 4 0.000MINOR: 0.000 66.508 0.000 Eq. G2-1 4 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 16.000 1.000 1.200 8.000 480.000MINOR: 3.750 0.987 5.000 60.000 111.069UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 3.54E+02 0.000 Sec. F1 4 0.000MINOR: 0.00E+00 8.04E+01 0.000 Sec. F1 4 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 5.92E+02 5.39E+02 1.000 7.335 25.316 14.999MINOR: 1.34E+02 0.00E+00 1.000 7.335 25.316 14.999UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 3.00E+02 0.000 Sec. F1 4 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 5.00E+02 0.00E+00 1.000 7.335 25.316 14.999UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.830 Eq. H1-1a 4 0.000FLEXURE TENS: 0.000 Eq. H1-1b 4 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 3.00E+02 8.04E+01 0.00E+00 0.00E+00 337.233 280.000FLEXURE TENS: 3.00E+02 8.04E+01 0.00E+00 0.00E+00 592.814 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------94. FINISH
12— STAAD.Pro
1 Steel Design per AISC 360-10 - Example E-2
STAAD Output
STAAD PLANE -- PAGE NO. 10*********** END OF THE STAAD.Pro RUN *************** DATE= JAN 2,2013 TIME= 11:19:33 ****
************************************************************* 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/ ** *************************************************************
1 Steel Design per AISC 360-10 - Example E-2
AISC 14th Edition Design Example Verification — 13
STAAD PLANE -- PAGE NO. 11
14 — STAAD.Pro
1 Steel Design per AISC 360-10 - Example E-2
STAAD Output
2Steel Design per AISC 360-10 -
Example G-6Objective
From the reference:
Verify the available shear strength and adequacy of a W21×48 ASTM A992 beam withend shears of 20.0 kips from dead load and 60.0 kips from live load in the weakdirection.
Refer to the reference for calculations.
ReferenceDesign Examples, Version 14.0, American Institute of Steel Construction, 2011, page G-13.
Note: This reference is freely available for download from theAISC website:http://www.aisc.org/WorkArea/showcontent.aspx?id=29596
AISC 14th Edition Design Example Verification — 15
Comparison
Result Type Reference STAAD.Pro Difference
φvVn (kips) [LRFD] 189 189.011 none
Vn/Ωv (kips) [ASD] 126 125.756 none
Table 2-1: Comparison of results for beam shear
STAAD Input
Hint: You can copy and paste this content directly into a .std file to run in STAAD.Pro.
STAAD SPACESTART JOB INFORMATIONENGINEER DATE 25-OCT-12JOB NAME AISC 360-10 ValidationJOB CLIENT BentleyJOB NO 2END JOB INFORMATION***************************************** AISC EXAMPLE G.6* DOUBLY SYMMETRIC SHAPE IN WEAK AXIS SHEAR****************************************INPUT WIDTH 79UNIT FEET KIPJOINT COORDINATES1 0 0 0; 2 8 0 0;MEMBER INCIDENCES1 1 2;****************************************UNIT INCHES KIPDEFINE MATERIAL STARTISOTROPIC STEELE 29000POISSON 0.3DENSITY 0.000283ALPHA 1.2e-005DAMP 0.03TYPE STEELSTRENGTH FY 50 FU 65 RY 1.5 RT 1.2END DEFINE MATERIAL****************************************CONSTANTSMATERIAL STEEL ALLMEMBER PROPERTY AMERICAN1 TABLE ST W21X48****************************************SUPPORTS2 PINNED1 FIXED BUT FZ MZ****************************************LOAD 1 LOADTYPE Dead TITLE DeadJOINT LOAD1 FZ -20**LOAD 2 LOADTYPE Live TITLE LiveJOINT LOAD1 FZ -60**
16— STAAD.Pro
2 Steel Design per AISC 360-10 - Example G-6
Comparison
LOAD COMB 3 LRFD COMBINATION1 1.2 2 1.6**LOAD COMB 4 ASD COMBINATION1 1.0 2 1.0****************************************PERFORM ANALYSISDEFINE ENVELOPE2 ENVELOPE 1 TYPE SERVICEABILITYEND DEFINE ENVELOPE****************************************LOAD LIST 2PARAMETER 1CODE AISC UNIFIED 2010METHOD LRFD* ASTM A992FYLD 50 ALLFU 65 ALL*DFF 360 ALL*TRACK 2 ALLCHECK CODE ALL**LOAD LIST 2 4PARAMETER 2CODE AISC UNIFIED 2010METHOD ASD* ASTM A992FYLD 50 ALLFU 65 ALL*DFF 360 ALL*TRACK 2 ALLCHECK CODE ALLFINISH
2 Steel Design per AISC 360-10 - Example G-6
AISC 14th Edition Design Example Verification — 17
STAAD OutputPAGE NO. 1
***************************************************** ** STAAD.Pro V8i SELECTseries4 ** Version 20.07.09.21 ** Proprietary Program of ** Bentley Systems, Inc. ** Date= JAN 2, 2013 ** Time= 11:22:17 ** ** USER ID: Bentley Systems *****************************************************
1. STAAD SPACEINPUT FILE: AISC360-10_Shear1.STD
2. START JOB INFORMATION3. ENGINEER DATE 25-OCT-124. JOB NAME AISC 360-10 VALIDATION5. JOB CLIENT BENTLEY6. JOB NO 27. END JOB INFORMATION8. ****************************************9. * AISC EXAMPLE G.610. * DOUBLY SYMMETRIC SHAPE IN WEAK AXIS SHEAR11. ****************************************12. INPUT WIDTH 7913. UNIT FEET KIP14. JOINT COORDINATES15. 1 0 0 0; 2 8 0 016. MEMBER INCIDENCES17. 1 1 218. ****************************************19. UNIT INCHES KIP20. DEFINE MATERIAL START21. ISOTROPIC STEEL22. E 2900023. POISSON 0.324. DENSITY 0.00028325. ALPHA 1.2E-00526. DAMP 0.0327. TYPE STEEL28. STRENGTH FY 50 FU 65 RY 1.5 RT 1.229. END DEFINE MATERIAL30. ****************************************31. CONSTANTS32. MATERIAL STEEL ALL33. MEMBER PROPERTY AMERICAN34. 1 TABLE ST W21X4835. ****************************************36. SUPPORTS37. 2 PINNED38. 1 FIXED BUT FZ MZ
18— STAAD.Pro
2 Steel Design per AISC 360-10 - Example G-6
STAAD Output
STAAD SPACE -- PAGE NO. 239. ****************************************40. LOAD 1 LOADTYPE DEAD TITLE DEAD41. JOINT LOAD42. 1 FZ -2043. **44. LOAD 2 LOADTYPE LIVE TITLE LIVE45. JOINT LOAD46. 1 FZ -6047. **48. LOAD COMB 3 LRFD COMBINATION49. 1 1.2 2 1.650. **51. LOAD COMB 4 ASD COMBINATION52. 1 1.0 2 1.053. ****************************************54. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S-----------------------------------
NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1NUMBER OF PLATES 0 NUMBER OF SOLIDS 0NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2
SOLVER USED IS THE IN-CORE ADVANCED SOLVERTOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 555. DEFINE ENVELOPE56. 2 ENVELOPE 1 TYPE SERVICEABILITY57. END DEFINE ENVELOPE58. ****************************************59. LOAD LIST 260. PARAMETER 161. CODE AISC UNIFIED 201062. METHOD LRFD63. * ASTM A99264. FYLD 50 ALL65. FU 65 ALL66. *67. DFF 360 ALL68. *69. TRACK 2 ALL70. CHECK CODE ALL
STEEL DESIGN
2 Steel Design per AISC 360-10 - Example G-6
AISC 14th Edition Design Example Verification — 19
STAAD SPACE -- PAGE NO. 3STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------*MEMBER NO: 1 CRITICAL RATIO: 11.377(FAIL) LOAD: 2LOCATION (ft): 3.33 CONDITION: DEFLECTIONSECTION: W21X48 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 8.692(FAIL) LOAD CASE: 2 LOCATION (ft): 0.00 CONDITION: Sec. F1
DESIGN FORCES: Fx: 0.00(T) Fy: 0.00 Fz: -60.00Mx: 0.00E+00 My: 4.80E+02 Mz: 0.00E+00
SECTION PROPERTIES: AXX: 14.100 AYY: 7.000 AZZ: 7.219SZZ: 92.994 SYY: 9.509 CW: 3945.833IZZ: 959.000 IYY: 38.700 IXX: 0.803
MATERIAL PROPERTIES: FYLD: 50.000 FU: 65.000ACTUAL MEMBER LENGTH(ft): 8.000PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 57.946 LOAD: 2 LOC.(ft): 0.667
ALLOWABLE SLENDERNESS RATIO: 200.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 9.465 13.487 N/A
Slender 56.471 35.884 N/AFLEXURE: Non-Compact 9.465 9.152 24.083
Compact 56.471 90.553 137.274TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 634.500 0.000 Eq. D2-1 2 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 537.468 0.000 Sec. E1 2 0.000MINOR: 0.000 453.513 0.000 Sec. E1 2 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 12.045 11.640 42.354 2112.296 597.186MINOR: 12.537 57.946 35.738 85.241 503.903
20 — STAAD.Pro
2 Steel Design per AISC 360-10 - Example G-6
STAAD Output
STAAD SPACE -- PAGE NO. 4STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 483.662 0.000 Sec. E4 2 0.000INTERMEDIATE: Ae: Fcr: Pn:
12.352 38.114 537.402SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 60.000 189.011 0.317 Eq. G2-1 2 0.000MINOR: 0.000 194.906 0.000 Eq. G2-1 2 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 7.000 1.000 1.200 9.465 210.012MINOR: 7.219 1.000 5.000 56.471 216.562UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 4.01E+02 0.000 Sec. F1 2 0.000MINOR: 4.80E+02 5.59E+01 8.591 Sec. F1 2 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 4.46E+02 0.00E+00 1.000 5.852 16.547 8.000MINOR: 6.21E+01 0.00E+00 1.000 5.852 16.547 8.000UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 3.70E+02 0.000 Sec. F1 2 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 4.11E+02 0.00E+00 1.000 5.852 16.547 8.000UNIT: KIP FEETFLANGE LOC BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 3.98E+02 0.000 Sec. F1 2 0.000MINOR: 4.80E+02 5.52E+01 8.692 Sec. F1 2 0.000INTERMEDIATE: Mn: Fcr: Cb: Lp: Lr: Lb:MAJOR: 4.42E+02 0.000 1.000 5.852 16.547 8.000MINOR: 6.14E+01 0.000 1.000 5.852 16.547 8.000UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 8.692 Eq. H1-1b 2 0.000FLEXURE TENS: 8.692 Eq. H1-1b 2 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 3.70E+02 5.52E+01 0.00E+00 4.80E+02 453.513 0.000FLEXURE TENS: 3.70E+02 5.52E+01 0.00E+00 4.80E+02 634.500 0.000
2 Steel Design per AISC 360-10 - Example G-6
AISC 14th Edition Design Example Verification — 21
STAAD SPACE -- PAGE NO. 5STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)DEFLECTION CHECK:LIMIT SPAN/DEFLECTION (DFF): 360.000 (DEFLECTION LIMIT = 0.267 in)SPAN/DEFLECTION: 31.644 (DEFLECTION = 3.034 in)LOAD: 2 LOC.(ft): 3.333RATIO: 11.377(FAIL)
-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------71. **72. LOAD LIST 2 473. PARAMETER 274. CODE AISC UNIFIED 201075. METHOD ASD76. * ASTM A99277. FYLD 50 ALL78. FU 65 ALL79. *80. DFF 360 ALL81. *82. TRACK 2 ALL83. CHECK CODE ALL
STEEL DESIGN
22— STAAD.Pro
2 Steel Design per AISC 360-10 - Example G-6
STAAD Output
STAAD SPACE -- PAGE NO. 6STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------*MEMBER NO: 1 CRITICAL RATIO: 17.418(FAIL) LOAD: 4LOCATION (ft): 0.00 CONDITION: Sec. F1SECTION: W21X48 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 17.418(FAIL) LOAD CASE: 4 LOCATION (ft): 0.00 CONDITION: Sec. F1
DESIGN FORCES: Fx: 0.00(T) Fy: 0.00 Fz: -80.00Mx: 0.00E+00 My: 6.40E+02 Mz: 0.00E+00
SECTION PROPERTIES: AXX: 14.100 AYY: 7.000 AZZ: 7.219SZZ: 92.994 SYY: 9.509 CW: 3945.833IZZ: 959.000 IYY: 38.700 IXX: 0.803
MATERIAL PROPERTIES: FYLD: 50.000 FU: 65.000ACTUAL MEMBER LENGTH(ft): 8.000PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 57.946 LOAD: 2 LOC.(ft): 0.667
ALLOWABLE SLENDERNESS RATIO: 200.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 9.465 13.487 N/A
Slender 56.471 35.884 N/AFLEXURE: Non-Compact 9.465 9.152 24.083
Compact 56.471 90.553 137.274TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 422.156 0.000 Eq. D2-1 2 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 357.597 0.000 Sec. E1 2 0.000MINOR: 0.000 301.738 0.000 Sec. E1 2 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 12.045 11.640 42.354 2112.296 597.186MINOR: 12.537 57.946 35.738 85.241 503.903
2 Steel Design per AISC 360-10 - Example G-6
AISC 14th Edition Design Example Verification — 23
STAAD SPACE -- PAGE NO. 7STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 321.797 0.000 Sec. E4 2 0.000INTERMEDIATE: Ae: Fcr: Pn:
12.352 38.114 537.402SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 80.000 125.756 0.636 Eq. G2-1 4 0.000MINOR: 0.000 129.678 0.000 Eq. G2-1 2 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 7.000 1.000 1.200 9.465 210.012MINOR: 7.219 1.000 5.000 56.471 216.562UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 2.67E+02 0.000 Sec. F1 2 0.000MINOR: 6.40E+02 3.72E+01 17.216 Sec. F1 4 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 4.46E+02 0.00E+00 1.000 5.852 16.547 8.000MINOR: 6.21E+01 0.00E+00 1.000 5.852 16.547 8.000UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 2.46E+02 0.000 Sec. F1 2 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 4.11E+02 0.00E+00 1.000 5.852 16.547 8.000UNIT: KIP FEETFLANGE LOC BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 2.65E+02 0.000 Sec. F1 2 0.000MINOR: 6.40E+02 3.67E+01 17.418 Sec. F1 4 0.000INTERMEDIATE: Mn: Fcr: Cb: Lp: Lr: Lb:MAJOR: 4.42E+02 0.000 1.000 5.852 16.547 8.000MINOR: 6.14E+01 0.000 1.000 5.852 16.547 8.000UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 17.418 Eq. H1-1b 4 0.000FLEXURE TENS: 17.418 Eq. H1-1b 4 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 2.46E+02 3.67E+01 0.00E+00 6.40E+02 301.738 0.000FLEXURE TENS: 2.46E+02 3.67E+01 0.00E+00 6.40E+02 422.156 0.000
24 — STAAD.Pro
2 Steel Design per AISC 360-10 - Example G-6
STAAD Output
STAAD SPACE -- PAGE NO. 8STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)DEFLECTION CHECK:LIMIT SPAN/DEFLECTION (DFF): 360.000 (DEFLECTION LIMIT = 0.267 in)SPAN/DEFLECTION: 23.733 (DEFLECTION = 4.045 in)LOAD: 4 LOC.(ft): 3.333RATIO: 15.169(FAIL)
-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------84. FINISH
*********** END OF THE STAAD.Pro RUN *************** DATE= JAN 2,2013 TIME= 11:22:26 ****
2 Steel Design per AISC 360-10 - Example G-6
AISC 14th Edition Design Example Verification — 25
STAAD SPACE -- PAGE NO. 9************************************************************* 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/ ** *************************************************************
26— STAAD.Pro
2 Steel Design per AISC 360-10 - Example G-6
STAAD Output
STAAD SPACE -- PAGE NO. 10
2 Steel Design per AISC 360-10 - Example G-6
AISC 14th Edition Design Example Verification — 27
28— STAAD.Pro
2 Steel Design per AISC 360-10 - Example G-6
Notes
3Steel Design per AISC 360-10 -
Example D-2Objective
From the reference:
Verify, by both ASD and LRFD, the tensile strength of an L4×4×1/2, ASTM A36 […].The member carries a dead load of 20 kips and a live load of 60 kips in tension.Calculate at what length this tension member would cease to satisfy therecommended slenderness limit. Assume that connection limit states do not govern.
Refer to the reference for calculations.
ReferenceDesign Examples, Version 14.0, American Institute of Steel Construction, 2011, page D-5.
Note: This reference is freely available for download from the AISC website:http://www.aisc.org/WorkArea/showcontent.aspx?id=29596
AISC 14th Edition Design Example Verification — 29
Comparison
Result Type Reference STAAD.Pro Difference
φtPn (kips) [LRFD] 122 121.5 none
Pn/Ωt (kips) [ASD] 80.8 80.838 none
Lambda for L = 19.4 ft 300 297.698 <1%
Table 3-1: Comparison of results for a angle in tension
STAAD Input
Hint: You can copy and paste this content directly into a .std file to run in STAAD.Pro.
STAAD SPACESTART JOB INFORMATIONENGINEER DATE 25-OCT-12JOB NAME AISC 360-10 ValidationJOB CLIENT BentleyJOB NO 3END JOB INFORMATION*********************************************************** AISC Example D.2* SINGLE ANGLE TENSION MEMBER***********************************************************INPUT WIDTH 79UNIT INCHES KIPJOINT COORDINATES1 0 0 0; 2 232.8 0 0;MEMBER INCIDENCES1 1 2;***************************************************UNIT INCH KIPDEFINE MATERIAL STARTISOTROPIC STEELE 29000POISSON 0.3DENSITY 0.000283ALPHA 1.2E-005DAMP 0.03TYPE STEELSTRENGTH FY 36 FU 59 RY 1.5 RT 1.2END DEFINE MATERIAL***************************************************MEMBER PROPERTY AMERICAN1 TABLE ST L40408***************************************************CONSTANTSMATERIAL STEEL ALL***************************************************SUPPORTS1 FIXED***************************************************LOAD 1 LOADTYPE DEAD TITLE DeadJOINT LOAD2 FX 20**
30 — STAAD.Pro
3 Steel Design per AISC 360-10 - Example D-2
Comparison
LOAD 2 LOADTYPE LIVE TITLE LiveJOINT LOAD2 FX 60**LOAD COMB 3 LRFD COMBINATION1 1.2 2 1.6**LOAD COMB 4 ASD COMBINATION1 1.0 2 1.0***************************************************PERFORM ANALYSIS**LOAD LIST 3PARAMETER 1CODE AISC UNIFIED 2010METHOD LRFD** ASTM A36, default material*TRACK 2 ALLCHECK CODE ALL**LOAD LIST 4PARAMETER 2CODE AISC UNIFIED 2010METHOD ASD** ASTM A36, default material*TRACK 2 ALLCHECK CODE ALLFINISH
3 Steel Design per AISC 360-10 - Example D-2
AISC 14th Edition Design Example Verification — 31
STAAD OutputPAGE NO. 1
***************************************************** ** STAAD.Pro V8i SELECTseries4 ** Version 20.07.09.21 ** Proprietary Program of ** Bentley Systems, Inc. ** Date= JAN 2, 2013 ** Time= 11:22:42 ** ** USER ID: Bentley Systems *****************************************************
1. STAAD SPACEINPUT FILE: AISC360-10_Ten1.STD
2. START JOB INFORMATION3. ENGINEER DATE 25-OCT-124. JOB NAME AISC 360-10 VALIDATION5. JOB CLIENT BENTLEY6. JOB NO 37. END JOB INFORMATION8. **********************************************************9. * AISC EXAMPLE D.210. * SINGLE ANGLE TENSION MEMBER11. *12. **********************************************************13. INPUT WIDTH 7914. UNIT INCHES KIP15. JOINT COORDINATES16. 1 0 0 0; 2 232.8 0 017. MEMBER INCIDENCES18. 1 1 219. ***************************************************20. UNIT INCH KIP21. DEFINE MATERIAL START22. ISOTROPIC STEEL23. E 2900024. POISSON 0.325. DENSITY 0.00028326. ALPHA 1.2E-00527. DAMP 0.0328. TYPE STEEL29. STRENGTH FY 36 FU 59 RY 1.5 RT 1.230. END DEFINE MATERIAL31. ***************************************************32. MEMBER PROPERTY AMERICAN33. 1 TABLE ST L4040834. ***************************************************35. CONSTANTS36. MATERIAL STEEL ALL37. ***************************************************38. SUPPORTS
32— STAAD.Pro
3 Steel Design per AISC 360-10 - Example D-2
STAAD Output
STAAD SPACE -- PAGE NO. 239. 1 FIXED40. ***************************************************41. LOAD 1 LOADTYPE DEAD TITLE DEAD42. JOINT LOAD43. 2 FX 2044. **45. LOAD 2 LOADTYPE LIVE TITLE LIVE46. JOINT LOAD47. 2 FX 6048. **49. LOAD COMB 3 LRFD COMBINATION50. 1 1.2 2 1.651. **52. LOAD COMB 4 ASD COMBINATION53. 1 1.0 2 1.054. ***************************************************55. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S-----------------------------------
NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1NUMBER OF PLATES 0 NUMBER OF SOLIDS 0NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 1
SOLVER USED IS THE IN-CORE ADVANCED SOLVERTOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 656. **57. LOAD LIST 358. PARAMETER 159. CODE AISC UNIFIED 201060. METHOD LRFD61. *62. * ASTM A36, DEFAULT MATERIAL63. *64. TRACK 2 ALL65. CHECK CODE ALL
STEEL DESIGN
3 Steel Design per AISC 360-10 - Example D-2
AISC 14th Edition Design Example Verification — 33
STAAD SPACE -- PAGE NO. 3STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.988(PASS) LOAD: 3LOCATION (ft): 0.00 CONDITION: Eq. D2-1SECTION: L40408 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.988(PASS) LOAD CASE: 3 LOCATION (ft): 0.00 CONDITION: Eq. D2-1
DESIGN FORCES: Fx: 120.00(T) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: 0.00E+00
SECTION PROPERTIES: AXX: 3.750 AYY: 2.000 AZZ: 2.000SZZ: 1.371 SYY: 3.121 CW: 0.366IZZ: 5.561 IYY: 5.561 IXX: 0.312
MATERIAL PROPERTIES: FYLD: 36.000 FU: 58.000ACTUAL MEMBER LENGTH(ft): 19.399PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 297.698 LOAD: 3 LOC.(ft): 1.617
ALLOWABLE SLENDERNESS RATIO: 300.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 8.000 12.772 N/A
Non-Slender 8.000 12.772 N/AFLEXURE: Compact 8.000 15.326 25.828
Compact 8.000 15.326 25.828TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
120.000 121.500 0.988 Eq. D2-1 3 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 9.559 0.000 Sec. E1 3 0.000MINOR: 0.000 36.806 0.000 Sec. E1 3 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 3.750 297.698 2.832 3.230 10.621MINOR: 3.750 151.714 10.906 12.435 40.896
34 — STAAD.Pro
3 Steel Design per AISC 360-10 - Example D-2
STAAD Output
STAAD SPACE -- PAGE NO. 4STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 115.799 0.000 Sec. E4 3 0.000INTERMEDIATE: Ae: Fcr: Pn:
3.750 34.311 128.666SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 38.880 0.000 Eq. G2-1 3 0.000MINOR: 0.000 38.880 0.000 Eq. G2-1 3 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 2.000 1.000 1.200 8.000 43.200MINOR: 2.000 1.000 1.200 8.000 43.200UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 5.55E+00 0.000 Sec. F1 3 0.000MINOR: 0.00E+00 1.26E+01 0.000 Sec. F1 3 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 6.17E+00 4.11E+00 1.000 0.000 0.000 19.399MINOR: 1.40E+01 9.36E+00 1.000 0.000 0.000 19.399UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 5.10E+00 0.000 Sec. F1 3 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 5.66E+00 1.91E+01 1.000 0.000 0.000 19.399UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.000 Eq. H1-1b 3 0.000FLEXURE TENS: 0.988 Eq. H1-1a 3 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 5.10E+00 1.26E+01 0.00E+00 0.00E+00 9.559 0.000FLEXURE TENS: 5.10E+00 1.26E+01 0.00E+00 0.00E+00 121.500 120.000
3 Steel Design per AISC 360-10 - Example D-2
AISC 14th Edition Design Example Verification — 35
STAAD SPACE -- PAGE NO. 5STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)GEOMETRIC AXIS DESIGNUNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 5.55E+00 0.000 Sec. F1 3 0.000MINOR: 0.00E+00 1.26E+01 0.000 Sec. F1 3 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 6.17E+00 4.11E+00 1.000 0.000 0.000 19.399MINOR: 1.40E+01 9.36E+00 1.000 0.000 0.000 19.399UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 4.44E+00 0.000 Sec. F1 3 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 4.94E+00 2.83E+01 1.000 0.000 0.000 19.399UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.000 Eq. H1-1b 3 0.000FLEXURE TENS: 0.988 Eq. H1-1a 3 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 4.44E+00 8.88E+00 0.00E+00 0.00E+00 9.559 0.000FLEXURE COMP: 4.44E+00 8.88E+00 0.00E+00 0.00E+00 9.559 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------66. **67. LOAD LIST 468. PARAMETER 269. CODE AISC UNIFIED 201070. METHOD ASD71. *72. * ASTM A36, DEFAULT MATERIAL73. *74. TRACK 2 ALL75. CHECK CODE ALL
STEEL DESIGN
36— STAAD.Pro
3 Steel Design per AISC 360-10 - Example D-2
STAAD Output
STAAD SPACE -- PAGE NO. 6STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.990(PASS) LOAD: 4LOCATION (ft): 0.00 CONDITION: Eq. D2-1SECTION: L40408 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.990(PASS) LOAD CASE: 4 LOCATION (ft): 0.00 CONDITION: Eq. D2-1
DESIGN FORCES: Fx: 80.00(T) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: 0.00E+00
SECTION PROPERTIES: AXX: 3.750 AYY: 2.000 AZZ: 2.000SZZ: 1.371 SYY: 3.121 CW: 0.366IZZ: 5.561 IYY: 5.561 IXX: 0.312
MATERIAL PROPERTIES: FYLD: 36.000 FU: 58.000ACTUAL MEMBER LENGTH(ft): 19.399PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 297.698 LOAD: 4 LOC.(ft): 1.617
ALLOWABLE SLENDERNESS RATIO: 300.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 8.000 12.772 N/A
Non-Slender 8.000 12.772 N/AFLEXURE: Compact 8.000 15.326 25.828
Compact 8.000 15.326 25.828TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
80.000 80.838 0.990 Eq. D2-1 4 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 6.360 0.000 Sec. E1 4 0.000MINOR: 0.000 24.488 0.000 Sec. E1 4 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 3.750 297.698 2.832 3.230 10.621MINOR: 3.750 151.714 10.906 12.435 40.896
3 Steel Design per AISC 360-10 - Example D-2
AISC 14th Edition Design Example Verification — 37
STAAD SPACE -- PAGE NO. 7STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 77.045 0.000 Sec. E4 4 0.000INTERMEDIATE: Ae: Fcr: Pn:
3.750 34.311 128.666SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 25.868 0.000 Eq. G2-1 4 0.000MINOR: 0.000 25.868 0.000 Eq. G2-1 4 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 2.000 1.000 1.200 8.000 43.200MINOR: 2.000 1.000 1.200 8.000 43.200UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 3.69E+00 0.000 Sec. F1 4 0.000MINOR: 0.00E+00 8.41E+00 0.000 Sec. F1 4 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 6.17E+00 4.11E+00 1.000 0.000 0.000 19.399MINOR: 1.40E+01 9.36E+00 1.000 0.000 0.000 19.399UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 3.39E+00 0.000 Sec. F1 4 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 5.66E+00 1.91E+01 1.000 0.000 0.000 19.399UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.000 Eq. H1-1b 4 0.000FLEXURE TENS: 0.990 Eq. H1-1a 4 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 3.39E+00 8.41E+00 0.00E+00 0.00E+00 6.360 0.000FLEXURE TENS: 3.39E+00 8.41E+00 0.00E+00 0.00E+00 80.838 80.000
38— STAAD.Pro
3 Steel Design per AISC 360-10 - Example D-2
STAAD Output
STAAD SPACE -- PAGE NO. 8STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)GEOMETRIC AXIS DESIGNUNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 3.69E+00 0.000 Sec. F1 4 0.000MINOR: 0.00E+00 8.41E+00 0.000 Sec. F1 4 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 6.17E+00 4.11E+00 1.000 0.000 0.000 19.399MINOR: 1.40E+01 9.36E+00 1.000 0.000 0.000 19.399UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 2.96E+00 0.000 Sec. F1 4 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 4.94E+00 2.83E+01 1.000 0.000 0.000 19.399UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.000 Eq. H1-1b 4 0.000FLEXURE TENS: 0.990 Eq. H1-1a 4 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 2.96E+00 5.91E+00 0.00E+00 0.00E+00 6.360 0.000FLEXURE COMP: 2.96E+00 5.91E+00 0.00E+00 0.00E+00 6.360 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------76. FINISH
3 Steel Design per AISC 360-10 - Example D-2
AISC 14th Edition Design Example Verification — 39
STAAD SPACE -- PAGE NO. 9*********** END OF THE STAAD.Pro RUN *************** DATE= JAN 2,2013 TIME= 11:22:50 ****
************************************************************* 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/ ** *************************************************************
40 — STAAD.Pro
3 Steel Design per AISC 360-10 - Example D-2
STAAD Output
STAAD SPACE -- PAGE NO. 10
3 Steel Design per AISC 360-10 - Example D-2
AISC 14th Edition Design Example Verification — 41
42— STAAD.Pro
3 Steel Design per AISC 360-10 - Example D-2
Notes
4Steel Design per AISC 360-10 -
Example F.2-2Objective
Check an C15x33.9 channel of ASTM A36 steel which serves as a roof edge beam. The simple span is25 ft. The nominal loads on the member are a dead load 0.23 kip/ft and a uniform live load of 0.69kip/ft. The beam is braced at fifth points and at ends.
Refer to Example F.2-2B in the reference for calculations.
ReferenceDesign Examples, Version 14.0, American Institute of Steel Construction, 2011, page F-20.
Note: This reference is freely available for download from the AISC website:http://www.aisc.org/WorkArea/showcontent.aspx?id=29596
Comparison
Result Type Reference STAAD.Pro Difference
φbMn (kips) [LRFD] 131 130 <1%
Table 4-1: Comparison of results for a flexure member
AISC 14th Edition Design Example Verification — 43
Result Type Reference STAAD.Pro Difference
Mn/Ωb (kips) [ASD] 86.8 86.2 <1%
Delta maximum, limit 0.833 0.833 none
Delta maximum, actual 0.664 .660 <1%
STAAD Input
Hint: You can copy and paste this content directly into a .std file to run in STAAD.Pro.
STAAD SPACESTART JOB INFORMATIONENGINEER DATE 02-NOV-12JOB NAME AISC 360-10 ValidationJOB CLIENT BentleyJOB NO 4END JOB INFORMATION*********************************************************** AISC Example F.2-2A and F.2-2B* COMPACT CHANNEL FLEXURAL MEMBER WITH BRACING AT ENDS AND* FIFTH POINTS**********************************************************INPUT WIDTH 79UNIT FEET KIPJOINT COORDINATES1 0 5 0; 2 25 5 0;MEMBER INCIDENCES1 1 2;************************************************DEFINE MATERIAL STARTISOTROPIC STEELE 4.176e+006POISSON 0.3DENSITY 0.489024ALPHA 6e-006DAMP 0.03TYPE STEELSTRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2END DEFINE MATERIAL************************************************MEMBER PROPERTY AMERICAN1 TABLE ST C15X33CONSTANTSMATERIAL STEEL ALL************************************************SUPPORTS1 PINNED2 FIXED BUT FX MZ************************************************LOAD 1 LOADTYPE None TITLE DEADMEMBER LOAD1 UNI GY -0.23**LOAD 2 LOADTYPE None TITLE LIVEMEMBER LOAD1 UNI GY -0.69**LOAD COMB 3 LRFD COMBINATION1 1.2 2 1.6
44 — STAAD.Pro
4 Steel Design per AISC 360-10 - Example F.2-2
STAAD Input
**LOAD COMB 4 ASD COMBINATION1 1.0 2 1.0************************************************PERFORM ANALYSIS************************************************DEFINE ENVELOPE2 ENVELOPE 1 TYPE SERVICEABILITY3 ENVELOPE 2 TYPE STRENGTH4 ENVELOPE 3 TYPE STRENGTHEND DEFINE ENVELOPE*LOAD LIST ENV 1 2**PARAMETER 1CODE AISC UNIFIED 2010METHOD LRFD** ASMTM A36, default material values** Bypass slenderness checkMAIN 1 ALL* Set effective lengths for top and bottom flanges* to 5.00 ftUNT 5 ALLUNB 5 ALL** Defeflection limit of L/360DFF 360 ALL** Detail outputTRACK 2 ALLCHECK CODE ALL**LOAD LIST ENV 1 3PARAMETER 2CODE AISC UNIFIED 2010METHOD ASD** ASMTM A36, default material values** Bypass slenderness checkMAIN 1 ALL* Set effective lengths for top and bottom flanges* to 5.00 ftUNT 5 ALLUNB 5 ALL* Detail outputTRACK 2 ALLCHECK CODE ALLFINISH
4 Steel Design per AISC 360-10 - Example F.2-2
AISC 14th Edition Design Example Verification — 45
STAAD OutputPAGE NO. 1
***************************************************** ** STAAD.Pro V8i SELECTseries4 ** Version 20.07.09.21 ** Proprietary Program of ** Bentley Systems, Inc. ** Date= JAN 2, 2013 ** Time= 11:21: 5 ** ** USER ID: Bentley Systems *****************************************************
1. STAAD SPACEINPUT FILE: AISC360-10_Flex1.STD
2. START JOB INFORMATION3. ENGINEER DATE 02-NOV-124. JOB NAME AISC 360-10 VALIDATION5. JOB CLIENT BENTLEY6. JOB NO 47. END JOB INFORMATION8. **********************************************************9. * AISC EXAMPLE F.2-2A AND F.2-2B10. * COMPACT CHANNEL FLEXURAL MEMBER WITH BRACING AT ENDS AND11. * FIFTH POINTS12. **********************************************************13. INPUT WIDTH 7914. UNIT FEET KIP15. JOINT COORDINATES16. 1 0 5 0; 2 25 5 017. MEMBER INCIDENCES18. 1 1 219. ************************************************20. DEFINE MATERIAL START21. ISOTROPIC STEEL22. E 4.176E+00623. POISSON 0.324. DENSITY 0.48902425. ALPHA 6E-00626. DAMP 0.0327. TYPE STEEL28. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.229. END DEFINE MATERIAL30. ************************************************31. MEMBER PROPERTY AMERICAN32. 1 TABLE ST C15X3333. CONSTANTS34. MATERIAL STEEL ALL35. ************************************************36. SUPPORTS37. 1 PINNED38. 2 FIXED BUT FX MZ
46— STAAD.Pro
4 Steel Design per AISC 360-10 - Example F.2-2
STAAD Output
STAAD SPACE -- PAGE NO. 239. ************************************************40. LOAD 1 LOADTYPE NONE TITLE DEAD41. MEMBER LOAD42. 1 UNI GY -0.2343. **44. LOAD 2 LOADTYPE NONE TITLE LIVE45. MEMBER LOAD46. 1 UNI GY -0.6947. **48. LOAD COMB 3 LRFD COMBINATION49. 1 1.2 2 1.650. **51. LOAD COMB 4 ASD COMBINATION52. 1 1.0 2 1.053. ************************************************54. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S-----------------------------------
NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1NUMBER OF PLATES 0 NUMBER OF SOLIDS 0NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2
SOLVER USED IS THE IN-CORE ADVANCED SOLVERTOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 555. ************************************************56. DEFINE ENVELOPE57. 2 ENVELOPE 1 TYPE SERVICEABILITY58. 3 ENVELOPE 2 TYPE STRENGTH59. 4 ENVELOPE 3 TYPE STRENGTH60. END DEFINE ENVELOPE61. *62. LOAD LIST ENV 1 263. **64. PARAMETER 165. CODE AISC UNIFIED 201066. METHOD LRFD67. *68. * ASMTM A36, DEFAULT MATERIAL VALUES69. *70. * BYPASS SLENDERNESS CHECK71. MAIN 1 ALL72. * SET EFFECTIVE LENGTHS FOR TOP AND BOTTOM FLANGES73. * TO 5.00 FT74. UNT 5 ALL
4 Steel Design per AISC 360-10 - Example F.2-2
AISC 14th Edition Design Example Verification — 47
STAAD SPACE -- PAGE NO. 375. UNB 5 ALL76. *77. * DEFEFLECTION LIMIT OF L/36078. DFF 360 ALL79. *80. * DETAIL OUTPUT81. TRACK 2 ALL82. CHECK CODE ALL
STEEL DESIGN
48— STAAD.Pro
4 Steel Design per AISC 360-10 - Example F.2-2
STAAD Output
STAAD SPACE -- PAGE NO. 4STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.832(PASS) LOAD: 3LOCATION (ft):12.50 CONDITION: Sec. F1SECTION: C15X33 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.832(PASS) LOAD CASE: 3 LOCATION (ft):12.50 CONDITION: Sec. F1
DESIGN FORCES: Fx: 0.00(T) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: -1.08E+02
SECTION PROPERTIES: AXX: 9.960 AYY: 4.420 AZZ: 6.000SZZ: 42.000 SYY: 3.206 CW: 417.866IZZ: 315.000 IYY: 8.130 IXX: 0.960
MATERIAL PROPERTIES: FYLD: 36.000 FU: 58.000ACTUAL MEMBER LENGTH(ft): 24.999PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 332.052 LOAD: 0 LOC.(ft): 0.000
ALLOWABLE SLENDERNESS RATIO: BYPASSEDSECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 5.231 15.894 N/A
Non-Slender 37.500 42.290 N/AFLEXURE: Compact 5.231 10.785 28.382
Compact 37.500 106.717 161.779TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 322.704 0.000 Eq. D2-1 3 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 277.806 0.000 Sec. E1 3 0.000MINOR: 0.000 20.407 0.000 Sec. E1 3 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 9.960 53.345 30.991 100.579 308.674MINOR: 9.960 332.052 2.277 2.596 22.675
4 Steel Design per AISC 360-10 - Example F.2-2
AISC 14th Edition Design Example Verification — 49
STAAD SPACE -- PAGE NO. 5STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 203.267 0.000 Sec. E4 3 0.000INTERMEDIATE: Ae: Fcr: Pn:
9.960 22.676 225.852SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 85.925 0.000 Eq. G2-1 3 0.000MINOR: 17.250 116.640 0.148 Eq. G2-1 3 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 4.420 1.000 1.200 5.231 95.472MINOR: 6.000 1.000 5.000 37.500 129.600UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 1.08E+02 1.36E+02 0.792 Sec. F1 3 12.499MINOR: 0.00E+00 1.39E+01 0.000 Sec. F1 3 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 1.51E+02 0.00E+00 1.000 3.761 14.542 5.000MINOR: 1.54E+01 0.00E+00 1.000 3.761 14.542 5.000UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 1.08E+02 1.30E+02 0.832 Sec. F1 3 12.499INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 1.44E+02 0.00E+00 1.000 3.761 14.542 5.000UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.832 Eq. H1-1b 3 12.499FLEXURE TENS: 0.832 Eq. H1-1b 3 12.499INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 1.30E+02 1.39E+01 1.08E+02 0.00E+00 20.407 0.000FLEXURE TENS: 1.30E+02 1.39E+01 1.08E+02 0.00E+00 322.704 0.000DEFLECTION CHECK:LIMIT SPAN/DEFLECTION (DFF): 360.000 (DEFLECTION LIMIT = 0.833 in)SPAN/DEFLECTION: 454.419 (DEFLECTION = 0.660 in)LOAD: 2 LOC.(ft): 12.499RATIO: 0.792(PASS)
-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------83. **84. LOAD LIST ENV 1 3
50 — STAAD.Pro
4 Steel Design per AISC 360-10 - Example F.2-2
STAAD Output
STAAD SPACE -- PAGE NO. 685. PARAMETER 286. CODE AISC UNIFIED 201087. METHOD ASD88. *89. * ASMTM A36, DEFAULT MATERIAL VALUES90. *91. * BYPASS SLENDERNESS CHECK92. MAIN 1 ALL93. * SET EFFECTIVE LENGTHS FOR TOP AND BOTTOM FLANGES94. * TO 5.00 FT95. UNT 5 ALL96. UNB 5 ALL97. * DETAIL OUTPUT98. TRACK 2 ALL99. CHECK CODE ALL
STEEL DESIGN
4 Steel Design per AISC 360-10 - Example F.2-2
AISC 14th Edition Design Example Verification — 51
STAAD SPACE -- PAGE NO. 7STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.834(PASS) LOAD: 4LOCATION (ft):12.50 CONDITION: Sec. F1SECTION: C15X33 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.834(PASS) LOAD CASE: 4 LOCATION (ft):12.50 CONDITION: Sec. F1
DESIGN FORCES: Fx: 0.00(T) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: -7.19E+01
SECTION PROPERTIES: AXX: 9.960 AYY: 4.420 AZZ: 6.000SZZ: 42.000 SYY: 3.206 CW: 417.866IZZ: 315.000 IYY: 8.130 IXX: 0.960
MATERIAL PROPERTIES: FYLD: 36.000 FU: 58.000ACTUAL MEMBER LENGTH(ft): 24.999PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 332.052 LOAD: 0 LOC.(ft): 0.000
ALLOWABLE SLENDERNESS RATIO: BYPASSEDSECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 5.231 15.894 N/A
Non-Slender 37.500 42.290 N/AFLEXURE: Compact 5.231 10.785 28.382
Compact 37.500 106.717 161.779TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 214.707 0.000 Eq. D2-1 4 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 184.835 0.000 Sec. E1 4 0.000MINOR: 0.000 13.578 0.000 Sec. E1 4 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 9.960 53.345 30.991 100.579 308.674MINOR: 9.960 332.052 2.277 2.596 22.675
52— STAAD.Pro
4 Steel Design per AISC 360-10 - Example F.2-2
STAAD Output
STAAD SPACE -- PAGE NO. 8STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 135.241 0.000 Sec. E4 4 0.000INTERMEDIATE: Ae: Fcr: Pn:
9.960 22.676 225.852SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 57.169 0.000 Eq. G2-1 4 0.000MINOR: 11.500 77.605 0.148 Eq. G2-1 4 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 4.420 1.000 1.200 5.231 95.472MINOR: 6.000 1.000 5.000 37.500 129.600UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 7.19E+01 9.05E+01 0.794 Sec. F1 4 12.499MINOR: 0.00E+00 9.22E+00 0.000 Sec. F1 4 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 1.51E+02 0.00E+00 1.000 3.761 14.542 5.000MINOR: 1.54E+01 0.00E+00 1.000 3.761 14.542 5.000UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 7.19E+01 8.62E+01 0.834 Sec. F1 4 12.499INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 1.44E+02 0.00E+00 1.000 3.761 14.542 5.000UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.834 Eq. H1-1b 4 12.499FLEXURE TENS: 0.834 Eq. H1-1b 4 12.499INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 8.62E+01 9.22E+00 7.19E+01 0.00E+00 13.578 0.000FLEXURE TENS: 8.62E+01 9.22E+00 7.19E+01 0.00E+00 214.707 0.000DEFLECTION CHECK:LIMIT SPAN/DEFLECTION (DFF): 360.000 (DEFLECTION LIMIT = 0.833 in)SPAN/DEFLECTION: 454.419 (DEFLECTION = 0.660 in)LOAD: 2 LOC.(ft): 12.499RATIO: 0.792(PASS)
-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------100. FINISH
4 Steel Design per AISC 360-10 - Example F.2-2
AISC 14th Edition Design Example Verification — 53
STAAD SPACE -- PAGE NO. 9*********** END OF THE STAAD.Pro RUN *************** DATE= JAN 2,2013 TIME= 11:21:18 ****
************************************************************* 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/ ** *************************************************************
54 — STAAD.Pro
4 Steel Design per AISC 360-10 - Example F.2-2
STAAD Output
STAAD SPACE -- PAGE NO. 10
4 Steel Design per AISC 360-10 - Example F.2-2
AISC 14th Edition Design Example Verification — 55
56— STAAD.Pro
4 Steel Design per AISC 360-10 - Example F.2-2
Notes
5Steel Design per AISC 360-10 -
Example H.1BObjective
From the reference:
Using AISC Manual tables to determine the available compressive and flexuralstrengths, determine if an ASTM A992 W14×99 has sufficient available strength tosupport the axial forces and moments listed as follows, obtained from a second-orderanalysis that includes P-δ effects. The unbraced length is 14 ft and the member haspinned ends. KLx = KLy = Lb = 14.0 ft.
Refer to the reference for calculations.
Note: A static analysis is used in STAAD.Pro as the reference supplies only the resulting forcesfrom an assumed P-δ analysis.
ReferenceDesign Examples, Version 14.0, American Institute of Steel Construction, 2011, page H-4.
Note: This reference is freely available for download from the AISC website:http://www.aisc.org/WorkArea/showcontent.aspx?id=29596
AISC 14th Edition Design Example Verification — 57
Comparison
Result Type Reference STAAD.Pro Difference
LRFD Interaction Ratio 0.928 0.928 none
φMnx (kip-ft) 642 646 <1%
φMny (kip-ft) 311 311 none
φcPn (kips) 1,130 1,127.791 none
ASD Interaction Ratio 0.931 0.932 none
Mnx/Ω (kip-ft) 428 430 none
Mny/Ω (kip-ft) 207 207 none
Compression (kips) 750 750.36 none
Table 5-1: Comparison of results for a member with interacting loads
STAAD Input
Hint: You can copy and paste this content directly into a .std file to run in STAAD.Pro.
STAAD SPACESTART JOB INFORMATIONENGINEER DATE 02-NOV-12JOB NAME AISC 360-10 ValidationJOB CLIENT BentleyJOB NO 5END JOB INFORMATION* AISC Example H.1A* W-SHAPE SUBJECT TO COMBINED COMPRESSION AND BENDING ABOUT* BOTH AXES (BRACED FRAME)INPUT WIDTH 79UNIT FEET KIPJOINT COORDINATES1 0 14 0; 2 0 0 0;MEMBER INCIDENCES1 1 2;************************************************DEFINE MATERIAL STARTISOTROPIC STEELE 4.176e+006POISSON 0.3DENSITY 0.489024ALPHA 6e-006DAMP 0.03TYPE STEELSTRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2END DEFINE MATERIAL************************************************MEMBER PROPERTY AMERICAN1 TABLE ST W14X99CONSTANTSMATERIAL STEEL ALLSUPPORTS
58— STAAD.Pro
5 Steel Design per AISC 360-10 - Example H.1B
Comparison
2 FIXED************************************************LOAD 1 LOADTYPE None TITLE LOAD CASE 1JOINT LOAD1 FY -400 MX 80 MZ 250**LOAD 2 LOADTYPE None TITLE LOAD CASE 2JOINT LOAD1 FY -267 MX 53.3 MZ 167************************************************PERFORM ANALYSISLOAD LIST 1PARAMETER 1CODE AISC UNIFIED 2010METHOD LRFD** ASTM A992FYLD 7200 ALLFU 9360 ALL** Default effecive lengthsLZ 14 ALLLY 14 ALL*TRACK 2 ALLCHECK CODE ALL**LOAD LIST 2PARAMETER 2CODE AISC UNIFIED 2010METHOD ASD** ASTM A992FYLD 7200 ALLFU 9360 ALL** Default effecive lengthsLZ 14 ALLLY 14 ALLTRACK 2 ALLCHECK CODE ALLFINISH
5 Steel Design per AISC 360-10 - Example H.1B
AISC 14th Edition Design Example Verification — 59
STAAD OutputPAGE NO. 1
***************************************************** ** STAAD.Pro V8i SELECTseries4 ** Version 20.07.09.21 ** Proprietary Program of ** Bentley Systems, Inc. ** Date= JAN 2, 2013 ** Time= 11:18:55 ** ** USER ID: Bentley Systems *****************************************************
1. STAAD SPACEINPUT FILE: AISC360-10_Comb1.STD
2. START JOB INFORMATION3. ENGINEER DATE 02-NOV-124. JOB NAME AISC 360-10 VALIDATION5. JOB CLIENT BENTLEY6. JOB NO 57. END JOB INFORMATION8. * AISC EXAMPLE H.1A9. * W-SHAPE SUBJECT TO COMBINED COMPRESSION AND BENDING ABOUT10. * BOTH AXES (BRACED FRAME)11. INPUT WIDTH 7912. UNIT FEET KIP13. JOINT COORDINATES14. 1 0 14 0; 2 0 0 015. MEMBER INCIDENCES16. 1 1 217. ************************************************18. DEFINE MATERIAL START19. ISOTROPIC STEEL20. E 4.176E+00621. POISSON 0.322. DENSITY 0.48902423. ALPHA 6E-00624. DAMP 0.0325. TYPE STEEL26. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.227. END DEFINE MATERIAL28. ************************************************29. MEMBER PROPERTY AMERICAN30. 1 TABLE ST W14X9931. CONSTANTS32. MATERIAL STEEL ALL33. SUPPORTS34. 2 FIXED35. ************************************************36. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 137. JOINT LOAD38. 1 FY -400 MX 80 MZ 250
60 — STAAD.Pro
5 Steel Design per AISC 360-10 - Example H.1B
STAAD Output
STAAD SPACE -- PAGE NO. 239. **40. LOAD 2 LOADTYPE NONE TITLE LOAD CASE 241. JOINT LOAD42. 1 FY -267 MX 53.3 MZ 16743. ************************************************44. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S-----------------------------------
NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1NUMBER OF PLATES 0 NUMBER OF SOLIDS 0NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 1
SOLVER USED IS THE IN-CORE ADVANCED SOLVERTOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 645. LOAD LIST 146. PARAMETER 147. CODE AISC UNIFIED 201048. METHOD LRFD49. *50. * ASTM A99251. FYLD 7200 ALL52. FU 9360 ALL53. *54. * DEFAULT EFFECIVE LENGTHS55. LZ 14 ALL56. LY 14 ALL57. *58. TRACK 2 ALL59. CHECK CODE ALL
STEEL DESIGN
5 Steel Design per AISC 360-10 - Example H.1B
AISC 14th Edition Design Example Verification — 61
STAAD SPACE -- PAGE NO. 3STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.929(PASS) LOAD: 1LOCATION (ft): 0.00 CONDITION: Eq. H1-1aSECTION: W14X99 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.929(PASS) LOAD CASE: 1 LOCATION (ft): 0.00 CONDITION: Eq. H1-1a
DESIGN FORCES: Fx: 400.00(C) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 8.00E+01 Mz: 2.50E+02
SECTION PROPERTIES: AXX: 29.100 AYY: 22.721 AZZ: 6.868SZZ: 156.780 SYY: 55.201 CW: 17991.952IZZ: 1110.000 IYY: 402.000 IXX: 5.370
MATERIAL PROPERTIES: FYLD: 50.000 FU: 65.000ACTUAL MEMBER LENGTH(ft): 13.999PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 45.200 LOAD: 1 LOC.(ft): 1.167
ALLOWABLE SLENDERNESS RATIO: 200.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 9.337 13.487 N/A
Non-Slender 25.979 35.884 N/AFLEXURE: Non-Compact 9.337 9.152 24.083
Compact 25.979 90.553 137.274TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 1309.500 0.000 Eq. D2-1 1 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 400.000 1240.537 0.322 Sec. E1 1 0.000MINOR: 400.000 1127.791 0.355 Sec. E1 1 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 29.100 27.202 47.367 386.820 1378.374MINOR: 29.100 45.200 43.062 140.092 1253.101
62— STAAD.Pro
5 Steel Design per AISC 360-10 - Example H.1B
STAAD Output
STAAD SPACE -- PAGE NO. 4STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
400.000 1149.218 0.348 Sec. E4 1 0.000INTERMEDIATE: Ae: Fcr: Pn:
29.100 43.880 1276.909SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 613.478 0.000 Eq. G2-1 1 0.000MINOR: 0.000 206.028 0.000 Eq. G2-1 1 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 22.721 1.000 1.200 9.337 681.642MINOR: 6.868 1.000 0.000 25.979 206.028UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: -2.50E+02 6.49E+02 0.385 Sec. F1 1 0.000MINOR: 8.00E+01 3.13E+02 0.255 Sec. F1 1 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 7.21E+02 0.00E+00 1.000 13.128 45.335 13.999MINOR: 3.48E+02 0.00E+00 1.000 13.128 45.335 13.999UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: -2.50E+02 6.42E+02 0.389 Sec. F1 1 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 7.14E+02 0.00E+00 1.000 13.128 45.335 13.999UNIT: KIP FEETFLANGE LOC BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: -2.50E+02 6.46E+02 0.387 Sec. F1 1 0.000MINOR: 8.00E+01 3.11E+02 0.257 Sec. F1 1 0.000INTERMEDIATE: Mn: Fcr: Cb: Lp: Lr: Lb:MAJOR: 7.18E+02 0.000 1.000 13.128 45.335 13.999MINOR: 3.46E+02 0.000 1.000 13.128 45.335 13.999UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.929 Eq. H1-1a 1 0.000FLEXURE TENS: 0.646 Eq. H1-1b 1 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 6.42E+02 3.11E+02 -2.50E+02 8.00E+01 1127.791 400.000FLEXURE TENS: 6.42E+02 3.11E+02 -2.50E+02 8.00E+01 1309.500 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------
5 Steel Design per AISC 360-10 - Example H.1B
AISC 14th Edition Design Example Verification — 63
STAAD SPACE -- PAGE NO. 560. **61. LOAD LIST 262. PARAMETER 263. CODE AISC UNIFIED 201064. METHOD ASD65. *66. * ASTM A99267. FYLD 7200 ALL68. FU 9360 ALL69. *70. * DEFAULT EFFECIVE LENGTHS71. LZ 14 ALL72. LY 14 ALL73. TRACK 2 ALL74. CHECK CODE ALL
STEEL DESIGN
64 — STAAD.Pro
5 Steel Design per AISC 360-10 - Example H.1B
STAAD Output
STAAD SPACE -- PAGE NO. 6STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.932(PASS) LOAD: 2LOCATION (ft): 0.00 CONDITION: Eq. H1-1aSECTION: W14X99 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.932(PASS) LOAD CASE: 2 LOCATION (ft): 0.00 CONDITION: Eq. H1-1a
DESIGN FORCES: Fx: 267.00(C) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 5.33E+01 Mz: 1.67E+02
SECTION PROPERTIES: AXX: 29.100 AYY: 22.721 AZZ: 6.868SZZ: 156.780 SYY: 55.201 CW: 17991.952IZZ: 1110.000 IYY: 402.000 IXX: 5.370
MATERIAL PROPERTIES: FYLD: 50.000 FU: 65.000ACTUAL MEMBER LENGTH(ft): 13.999PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 45.200 LOAD: 2 LOC.(ft): 1.167
ALLOWABLE SLENDERNESS RATIO: 200.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 9.337 13.487 N/A
Non-Slender 25.979 35.884 N/AFLEXURE: Non-Compact 9.337 9.152 24.083
Compact 25.979 90.553 137.274TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 871.257 0.000 Eq. D2-1 2 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 267.000 825.374 0.323 Sec. E1 2 0.000MINOR: 267.000 750.360 0.356 Sec. E1 2 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 29.100 27.202 47.367 386.820 1378.374MINOR: 29.100 45.200 43.062 140.092 1253.101
5 Steel Design per AISC 360-10 - Example H.1B
AISC 14th Edition Design Example Verification — 65
STAAD SPACE -- PAGE NO. 7STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
267.000 764.616 0.349 Sec. E4 2 0.000INTERMEDIATE: Ae: Fcr: Pn:
29.100 43.880 1276.909SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 408.169 0.000 Eq. G2-1 2 0.000MINOR: 0.000 137.352 0.000 Eq. G2-1 2 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 22.721 1.000 1.200 9.337 681.642MINOR: 6.868 1.000 0.000 25.979 206.028UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: -1.67E+02 4.32E+02 0.387 Sec. F1 2 0.000MINOR: 5.33E+01 2.09E+02 0.256 Sec. F1 2 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 7.21E+02 0.00E+00 1.000 13.128 45.335 13.999MINOR: 3.48E+02 0.00E+00 1.000 13.128 45.335 13.999UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: -1.67E+02 4.27E+02 0.391 Sec. F1 2 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 7.14E+02 0.00E+00 1.000 13.128 45.335 13.999UNIT: KIP FEETFLANGE LOC BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: -1.67E+02 4.30E+02 0.389 Sec. F1 2 0.000MINOR: 5.33E+01 2.07E+02 0.257 Sec. F1 2 0.000INTERMEDIATE: Mn: Fcr: Cb: Lp: Lr: Lb:MAJOR: 7.18E+02 0.000 1.000 13.128 45.335 13.999MINOR: 3.46E+02 0.000 1.000 13.128 45.335 13.999UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.932 Eq. H1-1a 2 0.000FLEXURE TENS: 0.648 Eq. H1-1b 2 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 4.27E+02 2.07E+02 -1.67E+02 5.33E+01 750.360 267.000FLEXURE TENS: 4.27E+02 2.07E+02 -1.67E+02 5.33E+01 871.257 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------
66— STAAD.Pro
5 Steel Design per AISC 360-10 - Example H.1B
STAAD Output
STAAD SPACE -- PAGE NO. 875. FINISH
*********** END OF THE STAAD.Pro RUN *************** DATE= JAN 2,2013 TIME= 11:19: 6 ****
************************************************************* 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/ ** *************************************************************
5 Steel Design per AISC 360-10 - Example H.1B
AISC 14th Edition Design Example Verification — 67
STAAD SPACE -- PAGE NO. 9
68— STAAD.Pro
5 Steel Design per AISC 360-10 - Example H.1B
STAAD Output
6Steel Design per AISC 360-10 -
Example E.5Objective
From the reference:
Verify the strength of a 2L 4×3-1/2×3/4 LLBB (3/8-in. separation) strut, ASTM A36,with a length of 8 ft and pinned ends carrying an axial dead load of 20 kips and liveload of 60 kips.
Refer to the reference for calculations.
ReferenceDesign Examples, Version 14.0, American Institute of Steel Construction, 2011, page E-26.
Note: This reference is freely available for download from the AISC website:http://www.aisc.org/WorkArea/showcontent.aspx?id=29596
AISC 14th Edition Design Example Verification — 69
Comparison
Result Type Reference STAAD.Pro Difference
φcPn (kips) [LRFD] 128 126.929 1%
Pn/Ωc (kips) [ASD] 85.0 84.450 <1%
Table 6-1: Comparison of results for a double-angle column
NotesSTAAD.Pro does not perform design per Section E6 of the specification. It is assumed thatsufficient intermediate connectors of an appropriate type are present. It is left to the engineer toverify the intermediate connector design.
STAAD Input
Hint: You can copy and paste this content directly into a .std file to run in STAAD.Pro.
STAAD SPACESTART JOB INFORMATIONENGINEER DATE 02-NOV-12JOB NAME AISC 360-10 ValidationJOB CLIENT BentleyJOB NO 6END JOB INFORMATION************************************************************* AISC Example H.1A* W-SHAPE SUBJECT TO COMBINED COMPRESSION AND BENDING ABOUT* BOTH AXES (BRACED FRAME)************************************************************INPUT WIDTH 79UNIT FEET KIPJOINT COORDINATES1 0 8 0; 2 0 0 0;MEMBER INCIDENCES1 1 2;************************************************************MEMBER PROPERTY AMERICAN1 TABLE LD L40356 SP 0.0625************************************************************UNIT INCHES KIPDEFINE MATERIAL STARTISOTROPIC MATERIAL1E 29000POISSON 0.3ISOTROPIC STEELE 29000POISSON 0.3DENSITY 0.000283ALPHA 6E-006DAMP 0.03TYPE STEELSTRENGTH FY 36 FU 58 RY 1.5 RT 1.2END DEFINE MATERIAL************************************************************UNIT FEET KIPCONSTANTS
70 — STAAD.Pro
6 Steel Design per AISC 360-10 - Example E.5
Comparison
MATERIAL STEEL ALLSUPPORTS2 FIXED************************************************************LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1JOINT LOAD1 FY -20**LOAD 2 LOADTYPE NONE TITLE LOAD CASE 2JOINT LOAD1 FY -60**LOAD COMB 3 LRFD Combination1 1.2 2 1.6**LOAD COMB 4 ASD Combination1 1.0 2 1.0************************************************************PERFORM ANALYSIS************************************************************UNIT IN KIPLOAD LIST 3PARAMETER 1CODE AISC UNIFIED 2010METHOD LRFDFYLD 36 ALLFU 58 ALLLX 56 ALLTRACK 2 ALLCHECK CODE ALL**LOAD LIST 4PARAMETER 2CODE AISC UNIFIED 2010METHOD ASDFYLD 36 ALLFU 58 ALLLX 56 ALLTRACK 2 ALLCHECK CODE ALLFINISH
6 Steel Design per AISC 360-10 - Example E.5
AISC 14th Edition Design Example Verification — 71
STAAD OutputPAGE NO. 1
***************************************************** ** STAAD.Pro V8i SELECTseries4 ** Version 20.07.09.21 ** Proprietary Program of ** Bentley Systems, Inc. ** Date= JAN 2, 2013 ** Time= 11:19:47 ** ** USER ID: Bentley Systems *****************************************************
1. STAAD SPACEINPUT FILE: AISC360-10_Comp2.STD
2. START JOB INFORMATION3. ENGINEER DATE 02-NOV-124. JOB NAME AISC 360-10 VALIDATION5. JOB CLIENT BENTLEY6. JOB NO 67. END JOB INFORMATION8. ************************************************************9. * AISC EXAMPLE H.1A10. * W-SHAPE SUBJECT TO COMBINED COMPRESSION AND BENDING ABOUT11. * BOTH AXES (BRACED FRAME)12. ************************************************************13. INPUT WIDTH 7914. UNIT FEET KIP15. JOINT COORDINATES16. 1 0 8 0; 2 0 0 017. MEMBER INCIDENCES18. 1 1 219. ************************************************************20. MEMBER PROPERTY AMERICAN21. 1 TABLE LD L40356 SP 0.062522. ************************************************************23. UNIT INCHES KIP24. DEFINE MATERIAL START25. ISOTROPIC MATERIAL126. E 2900027. POISSON 0.328. ISOTROPIC STEEL29. E 2900030. POISSON 0.331. DENSITY 0.00028332. ALPHA 6E-00633. DAMP 0.0334. TYPE STEEL35. STRENGTH FY 36 FU 58 RY 1.5 RT 1.236. END DEFINE MATERIAL37. ************************************************************38. UNIT FEET KIP
72— STAAD.Pro
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STAAD Output
STAAD SPACE -- PAGE NO. 239. CONSTANTS40. MATERIAL STEEL ALL41. SUPPORTS42. 2 FIXED43. ************************************************************44. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 145. JOINT LOAD46. 1 FY -2047. **48. LOAD 2 LOADTYPE NONE TITLE LOAD CASE 249. JOINT LOAD50. 1 FY -6051. **52. LOAD COMB 3 LRFD COMBINATION53. 1 1.2 2 1.654. **55. LOAD COMB 4 ASD COMBINATION56. 1 1.0 2 1.057. ************************************************************58. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S-----------------------------------
NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1NUMBER OF PLATES 0 NUMBER OF SOLIDS 0NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 1
SOLVER USED IS THE IN-CORE ADVANCED SOLVERTOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 659. ************************************************************60. UNIT IN KIP61. LOAD LIST 362. PARAMETER 163. CODE AISC UNIFIED 201064. METHOD LRFD65. FYLD 36 ALL66. FU 58 ALL67. LX 56 ALL68. TRACK 2 ALL69. CHECK CODE ALL
STEEL DESIGN
6 Steel Design per AISC 360-10 - Example E.5
AISC 14th Edition Design Example Verification — 73
STAAD SPACE -- PAGE NO. 3STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.945(PASS) LOAD: 3LOCATION (ft): 0.00 CONDITION: Sec. E1SECTION: L40356 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.945(PASS) LOAD CASE: 3 LOCATION (ft): 0.00 CONDITION: Sec. E1
DESIGN FORCES: Fx: 120.00(C) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: 0.00E+00
SECTION PROPERTIES: AXX: 5.344 AYY: 2.625 AZZ: 3.000SZZ: 2.987 SYY: 3.981 CW: 0.000IZZ: 8.350 IYY: 15.425 IXX: 0.250
MATERIAL PROPERTIES: FYLD: 36.000 FU: 58.000ACTUAL MEMBER LENGTH(ft): 8.000PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 76.800 LOAD: 3 LOC.(ft): 0.667
ALLOWABLE SLENDERNESS RATIO: 200.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 10.667 12.772 N/A
Non-Slender 10.667 12.772 N/AFLEXURE: Compact 9.333 15.326 25.828
Compact 10.667 15.326 25.828TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 173.146 0.000 Eq. D2-1 3 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 120.000 126.929 0.945 Sec. E1 3 0.000MINOR: 120.000 146.357 0.820 Sec. E1 3 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 5.344 76.800 26.391 48.526 141.032MINOR: 5.344 56.505 30.430 89.643 162.618
74 — STAAD.Pro
6 Steel Design per AISC 360-10 - Example E.5
STAAD Output
STAAD SPACE -- PAGE NO. 4STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
120.000 135.606 0.885 Sec. E4 3 0.000INTERMEDIATE: Ae: Fcr: Pn:
0.000 28.195 150.674SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 51.030 0.000 Eq. G2-1 3 0.000MINOR: 0.000 58.320 0.000 Eq. G2-1 3 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 2.625 1.000 1.200 9.333 56.700MINOR: 3.000 1.000 1.200 10.667 64.800UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 1.29E+01 0.000 Sec. F1 3 0.000MINOR: 0.00E+00 1.72E+01 0.000 Sec. F1 3 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 1.43E+01 0.00E+00 1.000 0.000 0.000 8.000MINOR: 1.91E+01 0.00E+00 1.000 0.000 0.000 8.000UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 1.74E+02 0.000 Sec. F1 3 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 1.93E+02 0.00E+00 1.000 0.000 0.000 8.000UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.945 Eq. H1-1a 3 0.000FLEXURE TENS: 0.000 Eq. H1-1b 3 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 1.29E+01 1.72E+01 0.00E+00 0.00E+00 126.929 120.000FLEXURE TENS: 1.29E+01 1.72E+01 0.00E+00 0.00E+00 173.146 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------70. **71. LOAD LIST 472. PARAMETER 273. CODE AISC UNIFIED 201074. METHOD ASD75. FYLD 36 ALL76. FU 58 ALL77. LX 56 ALL
6 Steel Design per AISC 360-10 - Example E.5
AISC 14th Edition Design Example Verification — 75
STAAD SPACE -- PAGE NO. 578. TRACK 2 ALL79. CHECK CODE ALL
STEEL DESIGN
76— STAAD.Pro
6 Steel Design per AISC 360-10 - Example E.5
STAAD Output
STAAD SPACE -- PAGE NO. 6STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.947(PASS) LOAD: 4LOCATION (ft): 0.00 CONDITION: Sec. E1SECTION: L40356 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.947(PASS) LOAD CASE: 4 LOCATION (ft): 0.00 CONDITION: Sec. E1
DESIGN FORCES: Fx: 80.00(C) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: 0.00E+00
SECTION PROPERTIES: AXX: 5.344 AYY: 2.625 AZZ: 3.000SZZ: 2.987 SYY: 3.981 CW: 0.000IZZ: 8.350 IYY: 15.425 IXX: 0.250
MATERIAL PROPERTIES: FYLD: 36.000 FU: 58.000ACTUAL MEMBER LENGTH(ft): 8.000PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 76.800 LOAD: 4 LOC.(ft): 0.667
ALLOWABLE SLENDERNESS RATIO: 200.000SECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 10.667 12.772 N/A
Non-Slender 10.667 12.772 N/AFLEXURE: Compact 9.333 15.326 25.828
Compact 10.667 15.326 25.828TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 115.200 0.000 Eq. D2-1 4 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 80.000 84.450 0.947 Sec. E1 4 0.000MINOR: 80.000 97.376 0.822 Sec. E1 4 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 5.344 76.800 26.391 48.526 141.032MINOR: 5.344 56.505 30.430 89.643 162.618
6 Steel Design per AISC 360-10 - Example E.5
AISC 14th Edition Design Example Verification — 77
STAAD SPACE -- PAGE NO. 7STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
80.000 90.224 0.887 Sec. E4 4 0.000INTERMEDIATE: Ae: Fcr: Pn:
0.000 28.195 150.674SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 33.952 0.000 Eq. G2-1 4 0.000MINOR: 0.000 38.802 0.000 Eq. G2-1 4 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 2.625 1.000 1.200 9.333 56.700MINOR: 3.000 1.000 1.200 10.667 64.800UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 8.59E+00 0.000 Sec. F1 4 0.000MINOR: 0.00E+00 1.14E+01 0.000 Sec. F1 4 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 1.43E+01 0.00E+00 1.000 0.000 0.000 8.000MINOR: 1.91E+01 0.00E+00 1.000 0.000 0.000 8.000UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.00E+00 1.16E+02 0.000 Sec. F1 4 0.000INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 1.93E+02 0.00E+00 1.000 0.000 0.000 8.000UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.947 Eq. H1-1a 4 0.000FLEXURE TENS: 0.000 Eq. H1-1b 4 0.000INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 8.59E+00 1.14E+01 0.00E+00 0.00E+00 84.450 80.000FLEXURE TENS: 8.59E+00 1.14E+01 0.00E+00 0.00E+00 115.200 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------80. FINISH
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6 Steel Design per AISC 360-10 - Example E.5
STAAD Output
STAAD SPACE -- PAGE NO. 8*********** END OF THE STAAD.Pro RUN *************** DATE= JAN 2,2013 TIME= 11:19:57 ****
************************************************************* 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/ ** *************************************************************
6 Steel Design per AISC 360-10 - Example E.5
AISC 14th Edition Design Example Verification — 79
STAAD SPACE -- PAGE NO. 9
80 — STAAD.Pro
6 Steel Design per AISC 360-10 - Example E.5
STAAD Output
7Steel Design per AISC 360-10 -
Example F.1-3BObjective
Verify the available flexural strength of a W18x50, ASTM A992 beam. The span is 35 ft and thebeam is braced at both ends and at the center. The dead load is 0.45 kip/ft and the live load is 0.75kip/ft.
ReferenceDesign Examples, Version 14.0, American Institute of Steel Construction, 2011, page F-14.
Note: This reference is freely available for download from the AISC website:http://www.aisc.org/WorkArea/showcontent.aspx?id=29596
Comparison
Result Type Reference STAAD.Pro Difference
φbMn (kips) [LRFD] 289 288 none
Mn/Ωb (kips) [ASD] 191 192 <1%
Table 7-1: Comparison of results for problem
AISC 14th Edition Design Example Verification — 81
STAAD Input
Hint: You can copy and paste this content directly into a .std file to run in STAAD.Pro.
STAAD SPACESTART JOB INFORMATIONENGINEER DATE 25-OCT-12JOB NAME AISC 360-10 ValidationJOB CLIENT BentleyJOB NO 7END JOB INFORMATION************************************************************* AISC Example F.1-3* W-SHAPE FLEXURAL MEMBERDESIGN IN STRONG-AXIS BENDING,* BRACED AT MIDSPAN* (1 analytical member with 2 unbraced segment)************************************************************INPUT WIDTH 79UNIT INCHES KIPJOINT COORDINATES1 0 0 0; 2 420 0 0;MEMBER INCIDENCES1 1 2;***************************************************DEFINE MATERIAL STARTISOTROPIC STEELE 29000POISSON 0.3DENSITY 0.000283ALPHA 1.2e-005DAMP 0.03TYPE STEELSTRENGTH FY 36 FU 59 RY 1.5 RT 1.2END DEFINE MATERIAL***************************************************MEMBER PROPERTY AMERICAN1 TABLE ST W18x50***************************************************CONSTANTSMATERIAL STEEL ALL***************************************************SUPPORTS1 FIXED BUT MZ2 FIXED BUT FX MZ***************************************************LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1MEMBER LOAD1 UNI GY -0.0375**LOAD 2 LOADTYPE Live TITLE LOAD CASE 2MEMBER LOAD1 UNI GY -0.0625**LOAD COMB 3 COMBINATION LOAD CASE 31 1.2 2 1.6**LOAD COMB 4 COMBINATION LOAD CASE 41 1.0 2 1.0***************************************************PERFORM ANALYSIS**LOAD LIST 3PARAMETER 1
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STAAD Input
CODE AISC UNIFIED 2010METHOD LRFD** ASTM A992FYLD 50 ALLFU 65 ALL*CB 0 ALLCB 1.3 ALL*LX 210 ALLUNT 210 ALLUNB 210 ALL*MAIN 1 ALL*TRACK 2 ALLCHECK CODE ALL***************************************************LOAD LIST 4PARAMETER 2CODE AISC UNIFIED 2010METHOD ASD** ASTM A992FYLD 50 ALLFU 65 ALL*CB 0 ALLCB 1.3 ALL*LX 210 ALLUNT 210 ALLUNB 210 ALL*TRACK 2 ALLCHECK CODE ALLFINISH
7 Steel Design per AISC 360-10 - Example F.1-3B
AISC 14th Edition Design Example Verification — 83
STAAD OutputPAGE NO. 1
***************************************************** ** STAAD.Pro V8i SELECTseries4 ** Version 20.07.09.21 ** Proprietary Program of ** Bentley Systems, Inc. ** Date= JAN 2, 2013 ** Time= 11:21:31 ** ** USER ID: Bentley Systems *****************************************************
1. STAAD SPACEINPUT FILE: AISC360-10_Flex2.STD
2. START JOB INFORMATION3. ENGINEER DATE 25-OCT-124. JOB NAME AISC 360-10 VALIDATION5. JOB CLIENT BENTLEY6. JOB NO 77. END JOB INFORMATION8. ************************************************************9. * AISC EXAMPLE F.1-310. * W-SHAPE FLEXURAL MEMBERDESIGN IN STRONG-AXIS BENDING,11. * BRACED AT MIDSPAN12. * (1 ANALYTICAL MEMBER WITH 2 UNBRACED SEGMENT)13. ************************************************************14. INPUT WIDTH 7915. UNIT INCHES KIP16. JOINT COORDINATES17. 1 0 0 0; 2 420 0 018. MEMBER INCIDENCES19. 1 1 220. ***************************************************21. DEFINE MATERIAL START22. ISOTROPIC STEEL23. E 2900024. POISSON 0.325. DENSITY 0.00028326. ALPHA 1.2E-00527. DAMP 0.0328. TYPE STEEL29. STRENGTH FY 36 FU 59 RY 1.5 RT 1.230. END DEFINE MATERIAL31. ***************************************************32. MEMBER PROPERTY AMERICAN33. 1 TABLE ST W18X5034. ***************************************************35. CONSTANTS36. MATERIAL STEEL ALL37. ***************************************************38. SUPPORTS
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7 Steel Design per AISC 360-10 - Example F.1-3B
STAAD Output
STAAD SPACE -- PAGE NO. 239. 1 FIXED BUT MZ40. 2 FIXED BUT FX MZ41. ***************************************************42. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 143. MEMBER LOAD44. 1 UNI GY -0.037545. **46. LOAD 2 LOADTYPE LIVE TITLE LOAD CASE 247. MEMBER LOAD48. 1 UNI GY -0.062549. **50. LOAD COMB 3 COMBINATION LOAD CASE 351. 1 1.2 2 1.652. **53. LOAD COMB 4 COMBINATION LOAD CASE 454. 1 1.0 2 1.055. ***************************************************56. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S-----------------------------------
NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1NUMBER OF PLATES 0 NUMBER OF SOLIDS 0NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2
SOLVER USED IS THE IN-CORE ADVANCED SOLVERTOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 357. **58. LOAD LIST 359. PARAMETER 160. CODE AISC UNIFIED 201061. METHOD LRFD62. *63. * ASTM A99264. FYLD 50 ALL65. FU 65 ALL66. *CB 0 ALL67. CB 1.3 ALL68. *69. LX 210 ALL70. UNT 210 ALL71. UNB 210 ALL72. *73. MAIN 1 ALL74. *
7 Steel Design per AISC 360-10 - Example F.1-3B
AISC 14th Edition Design Example Verification — 85
STAAD SPACE -- PAGE NO. 375. TRACK 2 ALL76. CHECK CODE ALL
STEEL DESIGN
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7 Steel Design per AISC 360-10 - Example F.1-3B
STAAD Output
STAAD SPACE -- PAGE NO. 4STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.924(PASS) LOAD: 3LOCATION (ft):17.50 CONDITION: Sec. F1SECTION: W18X50 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.924(PASS) LOAD CASE: 3 LOCATION (ft):17.50 CONDITION: Sec. F1
DESIGN FORCES: Fx: 0.00(T) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: -2.66E+02
SECTION PROPERTIES: AXX: 14.700 AYY: 8.544 AZZ: 6.386SZZ: 88.938 SYY: 10.700 CW: 3042.150IZZ: 800.000 IYY: 40.100 IXX: 1.240
MATERIAL PROPERTIES: FYLD: 50.000 FU: 65.000ACTUAL MEMBER LENGTH(ft): 34.999PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 254.294 LOAD: 0 LOC.(ft): 0.000
ALLOWABLE SLENDERNESS RATIO: BYPASSEDSECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 6.575 13.487 N/A
Slender 47.465 35.884 N/AFLEXURE: Compact 6.575 9.152 24.083
Compact 47.465 90.553 137.274TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 661.500 0.000 Eq. D2-1 3 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 502.834 0.000 Sec. E1 3 0.000MINOR: 0.000 51.355 0.000 Sec. E1 3 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 14.005 56.933 38.007 88.302 558.704MINOR: 14.700 254.294 3.882 4.426 57.061
7 Steel Design per AISC 360-10 - Example F.1-3B
AISC 14th Edition Design Example Verification — 87
STAAD SPACE -- PAGE NO. 5STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 390.474 0.000 Sec. E4 3 0.000INTERMEDIATE: Ae: Fcr: Pn:
14.593 29.514 433.861SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 230.696 0.000 Eq. G2-1 3 0.000MINOR: 30.450 191.593 0.159 Eq. G2-1 3 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 8.544 1.000 1.200 6.575 256.329MINOR: 6.386 1.000 0.000 47.465 191.593UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 2.66E+02 3.79E+02 0.703 Sec. F1 3 17.499MINOR: 0.00E+00 6.22E+01 0.000 Sec. F1 3 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 4.21E+02 0.00E+00 1.300 5.834 16.956 17.499MINOR: 6.92E+01 0.00E+00 1.300 5.834 16.956 17.499UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 2.66E+02 2.88E+02 0.924 Sec. F1 3 17.499INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 3.20E+02 0.00E+00 1.300 5.834 16.956 17.499UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.924 Eq. H1-1b 3 17.499FLEXURE TENS: 0.924 Eq. H1-1b 3 17.499INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 2.88E+02 6.22E+01 2.66E+02 0.00E+00 51.355 0.000FLEXURE TENS: 2.88E+02 6.22E+01 2.66E+02 0.00E+00 661.500 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------77. ***************************************************78. LOAD LIST 479. PARAMETER 280. CODE AISC UNIFIED 201081. METHOD ASD82. *83. * ASTM A99284. FYLD 50 ALL
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STAAD Output
STAAD SPACE -- PAGE NO. 685. FU 65 ALL86. *CB 0 ALL87. CB 1.3 ALL88. *89. LX 210 ALL90. UNT 210 ALL91. UNB 210 ALL92. *93. TRACK 2 ALL94. CHECK CODE ALL
STEEL DESIGN
7 Steel Design per AISC 360-10 - Example F.1-3B
AISC 14th Edition Design Example Verification — 89
STAAD SPACE -- PAGE NO. 7STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)-------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------MEMBER NO: 1 CRITICAL RATIO: 0.958(PASS) LOAD: 4LOCATION (ft):17.50 CONDITION: Sec. F1SECTION: W18X50 (AISC SECTIONS)UNIT: KIP FEETSTRENGTH CHECKS:CRITICAL RATIO: 0.958(PASS) LOAD CASE: 4 LOCATION (ft):17.50 CONDITION: Sec. F1
DESIGN FORCES: Fx: 0.00(T) Fy: 0.00 Fz: 0.00Mx: 0.00E+00 My: 0.00E+00 Mz: -1.84E+02
SECTION PROPERTIES: AXX: 14.700 AYY: 8.544 AZZ: 6.386SZZ: 88.938 SYY: 10.700 CW: 3042.150IZZ: 800.000 IYY: 40.100 IXX: 1.240
MATERIAL PROPERTIES: FYLD: 50.000 FU: 65.000ACTUAL MEMBER LENGTH(ft): 34.999PARAMETERS: KX: 1.000 KY: 1.000SLENDERNESS: ACTUAL SLENDERNESS RATIO: 254.294 LOAD: 0 LOC.(ft): 0.000
ALLOWABLE SLENDERNESS RATIO: BYPASSEDSECTION CLASS: FLANGE:/ l : l p: l r:
WEB:COMPRESSION: Non-Slender 6.575 13.487 N/A
Slender 47.465 35.884 N/AFLEXURE: Compact 6.575 9.152 24.083
Compact 47.465 90.553 137.274TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 440.120 0.000 Eq. D2-1 4 0.000COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 334.554 0.000 Sec. E1 4 0.000MINOR: 0.000 34.169 0.000 Sec. E1 4 0.000INTERMEDIATE: Ae: KL/r: Fcr: Fe: Pn:MAJOR: 14.005 56.933 38.007 88.302 558.704MINOR: 14.700 254.294 3.882 4.426 57.061
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7 Steel Design per AISC 360-10 - Example F.1-3B
STAAD Output
STAAD SPACE -- PAGE NO. 8STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED)FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):
0.000 259.797 0.000 Sec. E4 4 0.000INTERMEDIATE: Ae: Fcr: Pn:
14.593 29.514 433.861SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 0.000 153.490 0.000 Eq. G2-1 4 0.000MINOR: 21.000 127.729 0.164 Eq. G2-1 4 0.000INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn:MAJOR: 8.544 1.000 1.200 6.575 256.329MINOR: 6.386 1.000 0.000 47.465 191.593UNIT: KIP FEETYIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 1.84E+02 2.52E+02 0.729 Sec. F1 4 17.499MINOR: 0.00E+00 4.14E+01 0.000 Sec. F1 4 0.000INTERMEDIATE: Mnr: My: Cb: Lp: Lr: Lb:MAJOR: 4.21E+02 0.00E+00 1.300 5.834 16.956 17.499MINOR: 6.92E+01 0.00E+00 1.300 5.834 16.956 17.499UNIT: KIP FEETLAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):MAJOR: 1.84E+02 1.92E+02 0.958 Sec. F1 4 17.499INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb:MAJOR: 3.20E+02 0.00E+00 1.300 5.834 16.956 17.499UNIT: KIP FEETINTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft):FLEXURE COMP: 0.958 Eq. H1-1b 4 17.499FLEXURE TENS: 0.958 Eq. H1-1b 4 17.499INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr:FLEXURE COMP: 1.92E+02 4.14E+01 1.84E+02 0.00E+00 34.169 0.000FLEXURE TENS: 1.92E+02 4.14E+01 1.84E+02 0.00E+00 440.120 0.000-------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------95. FINISH
7 Steel Design per AISC 360-10 - Example F.1-3B
AISC 14th Edition Design Example Verification — 91
STAAD SPACE -- PAGE NO. 9*********** END OF THE STAAD.Pro RUN *************** DATE= JAN 2,2013 TIME= 11:21:39 ****
************************************************************* 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/ ** *************************************************************
92— STAAD.Pro
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STAAD Output
STAAD SPACE -- PAGE NO. 10
7 Steel Design per AISC 360-10 - Example F.1-3B
AISC 14th Edition Design Example Verification — 93
94 — STAAD.Pro
7 Steel Design per AISC 360-10 - Example F.1-3B
Notes
Lists of Tables and Figures
Tables
Table 1-1: Comparison of compressive strength results for a built-up column 2
Table 2-1: Comparison of results for beam shear 16
Table 3-1: Comparison of results for a angle in tension 30
Table 4-1: Comparison of results for a flexure member 43
Table 5-1: Comparison of results for a member with interacting loads 58
Table 6-1: Comparison of results for a double-angle column 70
Table 7-1: Comparison of results for problem 81
Figures
AISC 14th Edition Design Example Verification — 95
96— STAAD.Pro
Notes
Bentley Systems, Incorporated
685 Stockton Drive, Exton, PA 19341 USA
+1 (800) 236-8539
www.bentley.com
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