V.AISC 360-16 HSST Slender Flange F.8
Verify the available flexural strength of a square HSS flexural member with slender flange per AISC 360-16 code.
Details
Verify the bending capacity of a HSST 18x8x3/16. The member is used as a 21 ft simple span subject to a uniform dead load of 0.125 kip/ft and a uniform live load of 0.375 kip/ft. The member is continuously braced. The material is ASTM A500 Grade C (Fy = 50 ksi).
Validation
Ultimate load (for LRFD):
wu = 1.2(0.125) + 1.6(0.375) = 0.75 kip/ft
Mu = wuL2/8 = (0.75)(21)2/8 = 41.3 kip·ft
Service level load (for ASD):
wa = 0.125 + 0.375 = 0.50 kip/ft
Ma = waL2/8 = (0.50)(21)2/8 = 27.6 kip·ft
Flange slenderness ratio
λ = b/tf = 43.0 (From Reference 1, Table 1-12)
λ > λr, therefore, the flange is slender.
Web slenderness ratio:
λ = h/tf = 54.4 (From Reference 1, Table 1-12)
λ < λp, therefore, the web is compact (limit state of web local buckling need not be checked).
Flange Local Buckling
| Mn = FySe | [Eqn. F7-3] |
| = | ||
| = | ||
| = | ||
| = | = b - 3t = 8.0 - 3(0.174) = 7.48 in |
The portion of the compression flange that is not effective: b - be = 7.48 - 6.33 = 1.15 in
Mn = 50×12.1 = 605 in·k = 50.4 ft·k
LRFD
ϕbMn = 45.4 ft·k
ASD
Mn/Ωb = 30.2 ft·k
STAAD.Pro Input File
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-16 HSST Slender Flange F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 19-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 21 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST HSST8X8X0.188
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -0.125
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.375
LOAD COMB 3 COMBINATION LOAD CASE 3
1 1.2 2 1.6
LOAD COMB 4 COMBINATION LOAD CASE 4
1 1.0 2 1.0
PERFORM ANALYSIS
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2016
FLX 2 ALL
METHOD LRFD
SGR 5 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
FLX 2 ALL
METHOD ASD
SGR 5 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (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. 4 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST HSST8X8X0.188 (AISC SECTIONS)| | Status: PASS Ratio: 0.893 Loadcase: 3 | | Location: 10.50 Ref: Cl.F7.2 | | Pz: 0.000 T Vy: 0.000 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -41.34 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 79.175 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.893(PASS) | | Loc : 10.50 Condition : Cl.F7.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 10.50, PROPERTIES UNIT: IN ) | | Ag : 5.370E+00 Axx : 2.602E+00 Ayy : 2.602E+00 | | Ixx : 5.440E+01 Iyy : 5.440E+01 J : 8.450E+01 | | Sxx+: 1.360E+01 Sxx-: 1.360E+01 Zxx : 1.570E+01 | | Syy+: 1.360E+01 Syy-: 1.360E+01 Zyy : 1.570E+01 | | Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 8927.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 21.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 252.00) | | λ λp λr CASE | | Flange: Slender 42.98 N/A 33.72 Table.B4.1a.Case6 | | Web : Slender 42.98 N/A 33.72 Table.B4.1a.Case6 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 252.00) | | λ λp λr CASE | | Flange: Slender 42.98 26.97 33.72 Table.B4.1b.Case17 | | Web : Compact 42.98 58.28 137.27 Table.B4.1b.Case19 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 5 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 241.6 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 268.50 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 249.7 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.37292E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 332.94 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 151.6 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 79.175 Cl.E2 | | Elastic Buckling Stress : Fex = 6574.8 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 4552.8 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 168.40 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 151.6 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 79.175 Cl.E2 | | Elastic Buckling Stress : Fey = 6574.8 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 4552.8 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 168.40 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 6 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 70.26 0.000 Cl.G1 3 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 = 78.070 kip Eq.G4-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 7.875 70.26 0.112 Cl.G1 3 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 = 78.070 kip Eq.G4-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -41.34 58.88 0.702 Cl.F7.1 3 10.50 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 65.417 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 58.88 0.000 Cl.F7.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 65.417 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -41.34 46.28 0.893 Cl.F7.2 3 10.50 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 51.425 kip-ft Eq.F7-3 | |-----------------------------------------------------------------------------| | WEB LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 46.28 0.000 Cl.F7.2 3 0.00 | | | | Intermediate Results : | | Nom Web Local Buckling : Mny = 51.425 kip-ft Eq.F7-3 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 8 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 0.893 Eq.H1-1b 3 10.50 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 241.65 kip Cl.H1.1 | | Moment Capacity : Mcx = 46.283 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 46.283 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 9 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR TORSION | |-----------------------------------------------------------------------------| | TORSION CAPACITY | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 47.91 0.000 Cl.H3.1 3 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 4320.0 kip/ft2 Eq.H3-3 | | Nom. Strength : Tn = 53.233 kip-ft Eq.H3-1 | |-----------------------------------------------------------------------------| 47. LOAD LIST 4 48. PARAMETER 2 49. CODE AISC UNIFIED 2016 50. FLX 2 ALL 51. METHOD ASD 52. SGR 5 ALL 53. TRACK 2 ALL 54. CHECK CODE ALL PARAMETER 2 STAAD SPACE -- PAGE NO. 10 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (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. 11 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST HSST8X8X0.188 (AISC SECTIONS)| | Status: PASS Ratio: 0.895 Loadcase: 4 | | Location: 10.50 Ref: Cl.F7.2 | | Pz: 0.000 T Vy: 0.000 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -27.56 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 79.175 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.895(PASS) | | Loc : 10.50 Condition : Cl.F7.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 10.50, PROPERTIES UNIT: IN ) | | Ag : 5.370E+00 Axx : 2.602E+00 Ayy : 2.602E+00 | | Ixx : 5.440E+01 Iyy : 5.440E+01 J : 8.450E+01 | | Sxx+: 1.360E+01 Sxx-: 1.360E+01 Zxx : 1.570E+01 | | Syy+: 1.360E+01 Syy-: 1.360E+01 Zyy : 1.570E+01 | | Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 8927.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 21.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 252.00) | | λ λp λr CASE | | Flange: Slender 42.98 N/A 33.72 Table.B4.1a.Case6 | | Web : Slender 42.98 N/A 33.72 Table.B4.1a.Case6 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 252.00) | | λ λp λr CASE | | Flange: Slender 42.98 26.97 33.72 Table.B4.1b.Case17 | | Web : Compact 42.98 58.28 137.27 Table.B4.1b.Case19 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 12 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 160.8 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 268.50 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 166.5 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.37292E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 332.94 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 100.8 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 79.175 Cl.E2 | | Elastic Buckling Stress : Fex = 6574.8 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 4552.8 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 168.40 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 100.8 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 79.175 Cl.E2 | | Elastic Buckling Stress : Fey = 6574.8 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 4552.8 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 168.40 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 13 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 46.75 0.000 Cl.G1 4 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 = 78.070 kip Eq.G4-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 5.250 46.75 0.112 Cl.G1 4 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 = 78.070 kip Eq.G4-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 14 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -27.56 39.17 0.704 Cl.F7.1 4 10.50 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 65.417 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 39.17 0.000 Cl.F7.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 65.417 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -27.56 30.79 0.895 Cl.F7.2 4 10.50 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 51.425 kip-ft Eq.F7-3 | |-----------------------------------------------------------------------------| | WEB LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 30.79 0.000 Cl.F7.2 4 0.00 | | | | Intermediate Results : | | Nom Web Local Buckling : Mny = 51.425 kip-ft Eq.F7-3 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 15 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 0.895 Eq.H1-1b 4 10.50 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 160.78 kip Cl.H1.1 | | Moment Capacity : Mcx = 30.793 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 30.793 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 16 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR TORSION | |-----------------------------------------------------------------------------| | TORSION CAPACITY | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 31.88 0.000 Cl.H3.1 4 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 4320.0 kip/ft2 Eq.H3-3 | | Nom. Strength : Tn = 53.233 kip-ft Eq.H3-1 | |-----------------------------------------------------------------------------|