STAAD.Pro V8i Verification Manual · PDF fileTableofContents STAAD VerificationProblems...

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

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Copyright Notice© 2012, Bentley Systems, Incorporated. All Rights Reserved.

Including software, file formats, and audiovisual displays; may only be used pursuant to applicablesoftware license agreement; contains confidential and proprietary information of Bentley Systems,Incorporated and/or third parties which is protected by copyright and trade secret law and maynot be provided or otherwise made available without proper authorization.

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ANSYS is a registered trademark of ANSYS, Inc.

EASE2 is a regesitered trademark of Engineering Analysis Corporation.

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Restricted Rights LegendsIf this software is acquired for or on behalf of the United States of America, its agencies and/orinstrumentalities ("U.S. Government"), it is provided with restricted rights. This software andaccompanying documentation are "commercial computer software" and "commercial computersoftware documentation," respectively, pursuant to 48 C.F.R. 12.212 and 227.7202, and "restrictedcomputer software" pursuant to 48 C.F.R. 52.227-19(a), as applicable. Use, modification,reproduction, release, performance, display or disclosure of this software and accompanyingdocumentation by the U.S. Government are subject to restrictions as set forth in this Agreementand pursuant to 48 C.F.R. 12.212, 52.227-19, 227.7202, and 1852.227-86, as applicable.Contractor/Manufacturer is Bentley Systems, Incorporated, 685 Stockton Drive, Exton, PA 19341-0678.

Unpublished - rights reserved under the Copyright Laws of the United States and Internationaltreaties.

End User License AgreementTo view the End User License Agreement for this product, review: eula_en.pdf.

vi— STAAD.Pro

http://www.bentley.com/bentleywebsite/files/legal/eula_en.pdf

http://www.bentley.com/bentleywebsite/files/legal/eula_en.pdf

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

http://www.aisc.org/WorkArea/showcontent.aspx?id=29596

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



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


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



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


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



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


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



STAAD PLANE -- PAGE NO. 788. *89. * FABRICATED SECTION90. STP 2 ALL91. *92. TRACK 2 ALL93. CHECK CODE ALL

STEEL DESIGN

10 — STAAD.Pro


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











STAAD PLANE -- PAGE NO. 9STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.2********************************************



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


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/ ** *************************************************************



STAAD PLANE -- PAGE NO. 11

14 — STAAD.Pro


STAAD Output


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.


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



Comparison


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


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





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


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



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



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





Slender 56.471 35.884 N/AFLEXURE: Non-Compact 9.465 9.152 24.083



20 — STAAD.Pro


STAAD Output




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




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


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





Slender 56.471 35.884 N/AFLEXURE: Non-Compact 9.465 9.152 24.083








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


STAAD Output


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 ****



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


STAAD Output

STAAD SPACE -- PAGE NO. 10



28— STAAD.Pro


Notes


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.


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



Comparison


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


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





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


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



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




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





Non-Slender 8.000 12.772 N/AFLEXURE: Compact 8.000 15.326 25.828



34 — STAAD.Pro


STAAD Output




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




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


STAAD Output


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













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


STAAD Output


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



STAAD SPACE -- PAGE NO. 9*********** END OF THE STAAD.Pro RUN *************** DATE= JAN 2,2013 TIME= 11:22:50 ****


40 — STAAD.Pro


STAAD Output

42— STAAD.Pro


Notes


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.


Comparison


φbMn (kips) [LRFD] 131 130 <1%

Table 4-1: Comparison of results for a flexure member




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


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




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


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



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



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


STAAD Output


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



ALLOWABLE SLENDERNESS RATIO: BYPASSEDSECTION CLASS: FLANGE:/ l : l p: l r:










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


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




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









52— STAAD.Pro


STAAD Output




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





54 — STAAD.Pro


STAAD Output

56— STAAD.Pro


Notes


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.


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.




Comparison


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


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





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


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



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




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






Non-Slender 25.979 35.884 N/AFLEXURE: Non-Compact 9.337 9.152 24.083



62— STAAD.Pro


STAAD Output




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



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


STAAD Output


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






Non-Slender 25.979 35.884 N/AFLEXURE: Non-Compact 9.337 9.152 24.083








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


STAAD Output

STAAD SPACE -- PAGE NO. 875. FINISH

*********** END OF THE STAAD.Pro RUN *************** DATE= JAN 2,2013 TIME= 11:19: 6 ****





68— STAAD.Pro


STAAD Output


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.


ReferenceDesign Examples, Version 14.0, American Institute of Steel Construction, 2011, page E-26.




Comparison


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


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





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


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



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




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









74 — STAAD.Pro


STAAD Output




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



STAAD SPACE -- PAGE NO. 578. TRACK 2 ALL79. CHECK CODE ALL

STEEL DESIGN

76— STAAD.Pro


STAAD Output


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














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

78— STAAD.Pro


STAAD Output


80 — STAAD.Pro


STAAD Output


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.


Comparison


φbMn (kips) [LRFD] 289 288 none

Mn/Ωb (kips) [ASD] 191 192 <1%

Table 7-1: Comparison of results for problem



STAAD Input


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

82— STAAD.Pro

7 Steel Design per AISC 360-10 - Example F.1-3B

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





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

84 — STAAD.Pro


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



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. *



STAAD SPACE -- PAGE NO. 375. TRACK 2 ALL76. CHECK CODE ALL

STEEL DESIGN

86— STAAD.Pro


STAAD Output


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














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

88— STAAD.Pro


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




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









90 — STAAD.Pro


STAAD Output




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





92— STAAD.Pro


STAAD Output

94 — STAAD.Pro


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


96— STAAD.Pro

Notes

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