V. AISC 360-16 UPT Square Hollow Section
Verify the axial compression capacity, shear capacity, flexure capacity, torsional capacity, and interaction ratio of a user-provided hollow square section member per both the LRFD and ASD methods of the AISC 360-16 code.
Details
A 5' × 5' portal frame consists of W12x72 columns and a UPT SHS member for the beam. The section outer depth, D, is 8" and the thickness, t, is 0.30".
- E = 29,000 ksi
- Fy = 50 ksi
Validation
Design Forces
Section Properties
- Inner depth, d = 8 - 2×0.30 = 7.40 in.
- Area,
- Shear area, Aw = 2×D×tw = 4.80 in2
- Moment of inertia,
- Elastic section modulus,
- Radius of gyration,
- Plastic section modulus,
- HSS Torsional constant,
Section Classification
The design thickness, t = 0.93×tw = 0.279 in
The design depth, d = D - 3t = 7.163 in
Flange in compression
Per Table 4.1a Case 6, , therefore flanges are non-slender for compression. Similar for the web of the square section.
Flexure classification of flange:
Per Table 4.1b, Case 17, , therefore flange is compact for bending.
Flexure classification of web:
Per Table 4.1b, Case 19, , therefore web is compact for bending.
Compression Capacity
Effective slenderness ratio:
Elastic buckling stress:
(Eq. E3-4) |
Critical buckling stress:
(Eq. E3-2) |
Nominal buckling strength:
Pn = Ag× Fcr = 9.24 × 48.68 = 449.9 kips | (Eq. E3-1) |
- The ultimate compression capacity (LRFD) = ϕcPn = 0.9 × 449.9 = 404.9 kips
- The allowable compression capacity (ASD) = Pn/Ωc = 449.9 / 1.67 = 269.4 kips
Calculate Shear Capacity
The nominal shear strength:Vn = 0.6× Fy × Aw × Cv2 | (Eq. G4-1) |
= |
Vn = 0.6 (50) (4.80) (1.0) = 144 kips
The shear capacity:- The ultimate shear capacity (LRFD) = ϕvVn = 0.9 × 144 = 129.6 kips
- The allowable shear capacity (ASD) = Vn/Ωv = 144 / 1.67 = 86.23 kips
Calculate Bending Capacity
Bending capacity in plastic yielding (compact section):
Mp = Fy × Zx = 50 × 26.69 = 1,335 in·kips | (Eq F7-1) |
- The ultimate bending capacity (LRFD) = ϕbMy = 0.9 × 1,335 = 1,201 in·kips
- The allowable bending capacity (ASD) = My/Ωb = 1,335 / 1.67 = 799.2 in·kips
Torsional Capacity
Fcr = 0.6Fy = 30 ksi
Nominal torsional capacity:
Tn = Fcr × C = 1,064 ksi
The torsional capacity:- The ultimate torsional capacity (LRFD) = ϕTTn = 0.9 × 1,064 = 957.7 kips
- The allowable torsional capacity (ASD) = Tn/ΩT = 1,064 / 1.67 = 637.2 kips
Interaction Ratio for Bending and Compression
Check the interaction ratio for Load Case 1:
So use Eq. H1-1b for both methods: .
Results
Result Type | Reference | STAAD.Pro | Difference | Comments | |
---|---|---|---|---|---|
LRFD | Compression capacity (kips) | 404.9 | 404.9 | none | |
Bending capacity (in·kips) | 1,201 | 1,201 | none | ||
Shear capacity (kips) | 129.6 | 129.6 | none | ||
Torsional capacity (in·kips) | 957.7 | 957.7 | none | ||
Interaction ratio | 0.514 | 0.514 | none | ||
ASD | Compression capacity (kips) | 269.4 | 269.4 | none | |
Bending capacity (in·kips) | 799.2 | 799.2 | none | ||
Shear capacity (kips) | 86.23 | 86.23 | none | ||
Torsional capacity (in·kips) | 637.2 | 637.2 | none | ||
Interaction ratio | 0.765 | 0.772 | negligible |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-16 UPT Square Hollow Section.STD is typically installed with the program.
The following design parameters are used:
- The welded SHS member is specified using STP 2
- Shear lag factor, U for tension rupture capacity is specified by SLF 0.8
The remaining parameters all use their default values.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 13-Apr-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT INCHES KIP
JOINT COORDINATES
1 0 0 0; 2 0 60 0; 3 60 60 0; 4 60 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4;
START USER TABLE
TABLE 1
UNIT INCHES KIP
TUBE
SHS
9.24 8 8 0.3 91.4452 91.4452 136.96 4.8 4.8
END
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29000
POISSON 0.3
DENSITY 0.000283
ALPHA 6.5e-06
DAMP 0.03
G 11200
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST W12X72
3 TABLE ST W12X72
MEMBER PROPERTY
2 UPTABLE 1 SHS
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
4 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
2 UNI GY -2.25
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
JOINT LOAD
2 FX 50 FZ 25
LOAD 3 LOADTYPE None TITLE LOAD CASE 3
MEMBER LOAD
2 CMOM GX 0.75
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PARAMETER 1
CODE AISC UNIFIED 2016
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD LRFD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
PARAMETER 2
CODE AISC UNIFIED 2016
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD ASD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
FINISH
STAAD.Pro Output
PAGE NO. 1 **************************************************** * * * STAAD.Pro CONNECT Edition * * Version 22.08.00.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= OCT 19, 2021 * * Time= 18:12:40 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD SPACE INPUT FILE: AISC 360-16 UPT Square Hollow Section.STD 2. START JOB INFORMATION 3. ENGINEER DATE 13-APR-21 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT INCHES KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 0 60 0; 3 60 60 0; 4 60 0 0 9. MEMBER INCIDENCES 10. 1 1 2; 2 2 3; 3 3 4 11. START USER TABLE 12. TABLE 1 13. UNIT INCHES KIP 14. TUBE 15. SHS 16. 9.24 8 8 0.3 91.4452 91.4452 136.96 4.8 4.8 17. END 18. DEFINE MATERIAL START 19. ISOTROPIC STEEL 20. E 29000 21. POISSON 0.3 22. DENSITY 0.000283 23. ALPHA 6.5E-06 24. DAMP 0.03 25. G 11200 26. TYPE STEEL 27. STRENGTH RY 1.5 RT 1.2 28. END DEFINE MATERIAL 29. MEMBER PROPERTY AMERICAN 30. 1 TABLE ST W12X72 31. 3 TABLE ST W12X72 32. MEMBER PROPERTY 33. 2 UPTABLE 1 SHS 34. CONSTANTS 35. MATERIAL STEEL ALL 36. SUPPORTS 37. 1 FIXED 38. 4 FIXED STAAD SPACE -- PAGE NO. 2 39. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1 40. MEMBER LOAD 41. 2 UNI GY -2.25 42. LOAD 2 LOADTYPE NONE TITLE LOAD CASE 2 43. JOINT LOAD 44. 2 FX 50 FZ 25 45. LOAD 3 LOADTYPE NONE TITLE LOAD CASE 3 46. MEMBER LOAD 47. 2 CMOM GX 0.75 48. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 4 NUMBER OF MEMBERS 3 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2 Using 64-bit analysis engine. SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 12 TOTAL LOAD COMBINATION CASES = 0 SO FAR. 49. PRINT ANALYSIS RESULTS ANALYSIS RESULTS STAAD SPACE -- PAGE NO. 3 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 1 0.00132 -0.00662 0.00000 0.00000 0.00000 -0.00085 2 0.09809 0.00107 0.28808 0.00654 0.00408 -0.00152 3 0.00000 0.00000 0.00012 0.00000 0.00000 0.00000 3 1 -0.00132 -0.00662 0.00000 0.00000 0.00000 0.00085 2 0.09263 -0.00107 0.04272 0.00141 0.00408 -0.00142 3 0.00000 0.00000 0.00012 0.00000 0.00000 0.00000 4 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 STAAD SPACE -- PAGE NO. 4 SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 11.80 67.50 0.00 0.00 0.00 -108.35 2 -25.61 -10.88 -24.93 -1364.43 -2.23 1206.26 3 0.00 0.00 0.00 -0.38 0.00 0.00 4 1 -11.80 67.50 0.00 0.00 0.00 108.35 2 -24.39 10.88 -0.07 -135.57 -2.23 1141.12 3 0.00 0.00 0.00 -0.38 0.00 0.00 STAAD SPACE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KIP INCH (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 1 1 67.50 -11.80 0.00 0.00 0.00 -108.35 2 -67.50 11.80 0.00 0.00 0.00 -599.73 2 1 -10.88 25.61 -24.93 -2.23 1364.43 1206.26 2 10.88 -25.61 24.93 2.23 131.11 330.63 3 1 0.00 0.00 -0.00 -0.00 0.38 0.00 2 0.00 0.00 0.00 0.00 -0.38 0.00 2 1 2 11.80 67.50 0.00 0.00 0.00 599.73 3 -11.80 67.50 0.00 0.00 0.00 -599.73 2 2 24.39 -10.88 0.07 131.11 -2.23 -330.63 3 -24.39 10.88 -0.07 -131.11 -2.23 -321.98 3 2 0.00 0.00 0.00 -0.38 -0.00 0.00 3 0.00 0.00 -0.00 -0.38 0.00 0.00 3 1 3 67.50 11.80 0.00 0.00 0.00 599.73 4 -67.50 -11.80 0.00 0.00 0.00 108.35 2 3 10.88 24.39 0.07 -2.23 131.11 321.98 4 -10.88 -24.39 -0.07 2.23 -135.57 1141.12 3 3 0.00 0.00 -0.00 -0.00 0.38 0.00 4 0.00 0.00 0.00 0.00 -0.38 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 50. PARAMETER 1 51. CODE AISC UNIFIED 2016 52. SLF 0.8 MEMB 2 53. FYLD 50 ALL 54. FU 60 ALL 55. METHOD LRFD 56. STP 2 MEMB 2 57. TRACK 2 MEMB 2 58. CHECK CODE MEMB 2 PARAMETER 1 STAAD SPACE -- PAGE NO. 6 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). ***NOTE : AISC 360-16 Design Statement for STAAD.Pro. *** AXIS CONVENTION ***: ======================== The capacity results and intermediate results in the report follow the notations and axes labels as defined in the AISC 360-16 code. The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16 design results are reported in AISC 360-16 code axis convention. AISC Spec. STAAD.Pro Description ------------ ----------- ------------- X Z Axis typically parallel to the sections principal major axis. Y Y Axis typically parallel to the sections principal minor axis. Z X Longitudinal axis perpendicular to the cross section. SECTION FORCES AXIS MAPPING: - AISC Spec. STAAD.Pro Description ------------ ----------- ------------- Pz FX Axial force. Vy FY Shear force along minor axis. Vx FZ Shear force along major axis. Tz MX Torsional moment. My MY Bending moment about minor axis. Mx MZ Bending moment about major axis. *** DESIGN MESSAGES ***: ======================= 1. Section classification reported is for the cross section and loadcase that produced the worst case design ratio for flexure/compression Capacity results. 2. Results for any Capacity/Check that is not relevant for a section/loadcase based on the code clause in AISC 360-16 will not be shown in the report. 3. Bending results are reported as being �about� the relevant axis (X/Y), while the results for shear are reported as being for shear forces �along� the axis. E.g : Mx indicates bending about the X axis, while Vx indicates shear along the X axis. *** ABBREVIATIONS ***: ====================== F-T-B = Flexural-Torsional Buckling L-T-B = Lateral-Torsional Buckling F-L-B = Flange Local Buckling W-L-B = Web Local Buckling L-L-B = Leg Local Buckling C-F-Y = Compression Flange Yielding T-F-Y = Tension Flange Yielding STAAD SPACE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 |-----------------------------------------------------------------------------| | Member No: 2 Profile: ST SHS (UPT) | | Status: PASS Ratio: 0.521 Loadcase: 1 | | Location: 0.00 Ref: Cl.G1 | | Pz: 11.80 C Vy: 67.50 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 599.7 | |-----------------------------------------------------------------------------| | SLENDERNESS | | Actual Slenderness Ratio : 19.072 | | Allowable Slenderness Ratio : 200.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 1 Ratio : 0.521(PASS) | | Loc : 0.00 Condition : Cl.G1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 9.240E+00 Axx : 4.800E+00 Ayy : 4.800E+00 | | Ixx : 9.145E+01 Iyy : 9.145E+01 J : 1.370E+02 | | Sxx+: 2.286E+01 Sxx-: 2.286E+01 Zxx : 2.669E+01 | | Syy+: 2.286E+01 Syy-: 2.286E+01 Zyy : 2.669E+01 | | Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 50.000 Fu: 60.000 | |-----------------------------------------------------------------------------| | Actual Member Length: 60.000 | | Design Parameters (Built-Up) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 0.80 CSP: 12.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 2 LOC: 60.00) | | λ λp λr CASE | | Flange: NonSlender 25.45 N/A 33.72 Table.4.1a.Case6 | | Web : NonSlender 25.45 N/A 33.72 Table.4.1a.Case6 | | | | FLEXURE CLASSIFICATION (L/C: 2 LOC: 60.00) | | λ λp λr CASE | | Flange: Compact 25.45 26.97 33.72 Table.4.1b.Case17 | | Web : Compact 25.45 58.28 137.27 Table.4.1b.Case19 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 8 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 415.8 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 462.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 332.6 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Effective area : Ae = 7.3920 in2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 443.52 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 24.39 404.9 0.060 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 19.072 Cl.E2 | | Elastic Buckling Stress : Fex = 786.84 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 48.688 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 449.87 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 24.39 404.9 0.060 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 19.072 Cl.E2 | | Elastic Buckling Stress : Fey = 786.84 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcry = 48.688 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pny = 449.87 kip Eq.E3-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 9 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.7438E-01 129.6 0.001 Cl.G1 2 0.00 | | | | Intermediate Results : | | Coefficient Cv Along X : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along X : Kv = 5.0000 Cl.G4 | | Nom. Shear Along X : Vnx = 144.00 kip Eq.G4-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 67.50 129.6 0.521 Cl.G1 1 0.00 | | | | Intermediate Results : | | Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along Y : Kv = 5.0000 Cl.G4 | | Nom. Shear Along Y : Vny = 144.00 kip Eq.G4-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 10 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEX YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 599.7 1201. 0.499 Cl.F7.1 1 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 1334.7 kip-in Eq.F7-1 | |-----------------------------------------------------------------------------| | FLEX. YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 2.231 1201. 0.002 Cl.F7.1 2 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 1334.7 kip-in Eq.F7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 11 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAU | | RATIO CRITERIA L/C LOC | | 0.514 Eq.H1-1b 1 0.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 404.89 kip Cl.H1.1 | | Moment Capacity : Mcx = 1201.2 kip-in Cl.H1.1 | | Moment Capacity : Mcy = 1201.2 kip-in Cl.H1.1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 12 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR TORSION | |-----------------------------------------------------------------------------| | TORSION CAPACITY | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 131.1 957.7 0.137 Cl.H3.1 2 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 30.000 ksi Eq.H3-3 | | Nom. Strength : Tn = 1064.1 kip-in Eq.H3-1 | |-----------------------------------------------------------------------------| 59. PARAMETER 2 60. CODE AISC UNIFIED 2016 61. SLF 0.8 MEMB 2 62. FYLD 50 ALL 63. FU 60 ALL 64. METHOD ASD 65. STP 2 MEMB 2 66. TRACK 2 MEMB 2 67. CHECK CODE MEMB 2 PARAMETER 2 STAAD SPACE -- PAGE NO. 13 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). ***NOTE : AISC 360-16 Design Statement for STAAD.Pro. *** AXIS CONVENTION ***: ======================== The capacity results and intermediate results in the report follow the notations and axes labels as defined in the AISC 360-16 code. The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16 design results are reported in AISC 360-16 code axis convention. AISC Spec. STAAD.Pro Description ------------ ----------- ------------- X Z Axis typically parallel to the sections principal major axis. Y Y Axis typically parallel to the sections principal minor axis. Z X Longitudinal axis perpendicular to the cross section. SECTION FORCES AXIS MAPPING: - AISC Spec. STAAD.Pro Description ------------ ----------- ------------- Pz FX Axial force. Vy FY Shear force along minor axis. Vx FZ Shear force along major axis. Tz MX Torsional moment. My MY Bending moment about minor axis. Mx MZ Bending moment about major axis. *** DESIGN MESSAGES ***: ======================= 1. Section classification reported is for the cross section and loadcase that produced the worst case design ratio for flexure/compression Capacity results. 2. Results for any Capacity/Check that is not relevant for a section/loadcase based on the code clause in AISC 360-16 will not be shown in the report. 3. Bending results are reported as being �about� the relevant axis (X/Y), while the results for shear are reported as being for shear forces �along� the axis. E.g : Mx indicates bending about the X axis, while Vx indicates shear along the X axis. *** ABBREVIATIONS ***: ====================== F-T-B = Flexural-Torsional Buckling L-T-B = Lateral-Torsional Buckling F-L-B = Flange Local Buckling W-L-B = Web Local Buckling L-L-B = Leg Local Buckling C-F-Y = Compression Flange Yielding T-F-Y = Tension Flange Yielding STAAD SPACE -- PAGE NO. 14 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 |-----------------------------------------------------------------------------| | Member No: 2 Profile: ST SHS (UPT) | | Status: PASS Ratio: 0.783 Loadcase: 1 | | Location: 0.00 Ref: Cl.G1 | | Pz: 11.80 C Vy: 67.50 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 599.7 | |-----------------------------------------------------------------------------| | SLENDERNESS | | Actual Slenderness Ratio : 19.072 | | Allowable Slenderness Ratio : 200.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 1 Ratio : 0.783(PASS) | | Loc : 0.00 Condition : Cl.G1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 9.240E+00 Axx : 4.800E+00 Ayy : 4.800E+00 | | Ixx : 9.145E+01 Iyy : 9.145E+01 J : 1.370E+02 | | Sxx+: 2.286E+01 Sxx-: 2.286E+01 Zxx : 2.669E+01 | | Syy+: 2.286E+01 Syy-: 2.286E+01 Zyy : 2.669E+01 | | Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 50.000 Fu: 60.000 | |-----------------------------------------------------------------------------| | Actual Member Length: 60.000 | | Design Parameters (Built-Up) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 0.80 CSP: 12.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 2 LOC: 60.00) | | λ λp λr CASE | | Flange: NonSlender 25.45 N/A 33.72 Table.4.1a.Case6 | | Web : NonSlender 25.45 N/A 33.72 Table.4.1a.Case6 | | | | FLEXURE CLASSIFICATION (L/C: 2 LOC: 60.00) | | λ λp λr CASE | | Flange: Compact 25.45 26.97 33.72 Table.4.1b.Case17 | | Web : Compact 25.45 58.28 137.27 Table.4.1b.Case19 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 15 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 276.6 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 462.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 221.8 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Effective area : Ae = 7.3920 in2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 443.52 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 24.39 269.4 0.091 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 19.072 Cl.E2 | | Elastic Buckling Stress : Fex = 786.84 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 48.688 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 449.87 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 24.39 269.4 0.091 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 19.072 Cl.E2 | | Elastic Buckling Stress : Fey = 786.84 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcry = 48.688 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pny = 449.87 kip Eq.E3-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 16 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.7438E-01 86.23 0.001 Cl.G1 2 0.00 | | | | Intermediate Results : | | Coefficient Cv Along X : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along X : Kv = 5.0000 Cl.G4 | | Nom. Shear Along X : Vnx = 144.00 kip Eq.G4-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 67.50 86.23 0.783 Cl.G1 1 0.00 | | | | Intermediate Results : | | Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along Y : Kv = 5.0000 Cl.G4 | | Nom. Shear Along Y : Vny = 144.00 kip Eq.G4-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 17 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEX YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 599.7 799.2 0.750 Cl.F7.1 1 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 1334.7 kip-in Eq.F7-1 | |-----------------------------------------------------------------------------| | FLEX. YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 2.231 799.2 0.003 Cl.F7.1 2 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 1334.7 kip-in Eq.F7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 18 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAU | | RATIO CRITERIA L/C LOC | | 0.772 Eq.H1-1b 1 0.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 269.39 kip Cl.H1.1 | | Moment Capacity : Mcx = 799.22 kip-in Cl.H1.1 | | Moment Capacity : Mcy = 799.22 kip-in Cl.H1.1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 19 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 2 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR TORSION | |-----------------------------------------------------------------------------| | TORSION CAPACITY | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 131.1 637.2 0.206 Cl.H3.1 2 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 30.000 ksi Eq.H3-3 | | Nom. Strength : Tn = 1064.1 kip-in Eq.H3-1 | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAU | | RATIO CRITERIA L/C LOC | | 0.614 Eq.H3-6 2 0.00 | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAU | | RATIO CRITERIA L/C LOC | | 0.136 Eq.H3-6 2 0.00 | |-----------------------------------------------------------------------------| 68. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= OCT 19,2021 TIME= 18:12:41 **** ************************************************************ * For technical assistance on STAAD.Pro, please visit * * http://www.bentley.com/en/support/ * * * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright (c) Bentley Systems, Inc. * * http://www.bentley.com * ************************************************************