V.AISC 360-16 HSST Compact Flange F.6
Verify the flexural strength of a square HSS flexural member with compact flanges per the AISC 360-16 code.
Details
Verify the bending capacity of a HSST 3.5x3.5x1/8. The member is used as a 7.5 ft simple span subject to a uniform dead load of 0.145 kip/ft and a uniform live load of 0.435 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(0.145) + 1.6(0.435) = 0.87 kip/ft
Mu = wuL2/8 = (0.87)(7.5)2/8 = 6.12 kip·ft
Service level load (for ASD):
wa = 0.145 + 0.435 = 0.58 kip/ft
Ma = waL2/8 = (0.58)(7.5)2/8 = 4.08 kip·ft
From the AISC Manual Table 3-13:
LRFD
ϕbMn = 7.21 ft·k
ASD
Mn/Ωb = 4.79 ft·k
However, this does not
account for using the design wall thickness for calculating the slenderness
ratio for the flange local buckling as per section B4.2.
b\t = [3.5 - 3×(0.93×0.125)] / (0.93×0.125) = 27.1
Note: STAAD.Pro uses the design wall thickness for this
calculation and thus considers the section as non-compact.
Mp = Z×Fy = 1.93×50 = 96.5 in·k = 8.04 ft·k
For non-compact sections:
| [Eqn. F7-2] |
LRFD
ϕbMn = 7.22 ft·k
ASD
Mn/Ωb = 4.80 ft·k
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Flange slenderness | compact | non-compact | n/a | The reference does not consider the design wall thickness, which increases the slenderness ratio just above the plastic limit. |
| ϕbMn (ft·k) | 7.22 | 7.209 | negligible | |
| Mn/Ωb (ft·k) | 4.8 | 4.796 | negligible |
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 Compact Flange F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 7.5 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 HSST3.5X3.5X0.125
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 -0.145
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.435
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 HSST3.5X3.5X0.125 (AISC SECTIONS)| | Status: PASS Ratio: 0.849 Loadcase: 3 | | Location: 3.75 Ref: Cl.F7.2 | | Pz: 0.000 T Vy: -.1907E-06 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -6.117 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 65.585 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.849(PASS) | | Loc : 3.75 Condition : Cl.F7.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 3.75, PROPERTIES UNIT: IN ) | | Ag : 1.540E+00 Axx : 7.313E-01 Ayy : 7.313E-01 | | Ixx : 2.900E+00 Iyy : 2.900E+00 J : 4.580E+00 | | Sxx+: 1.657E+00 Sxx-: 1.657E+00 Zxx : 1.930E+00 | | Syy+: 1.657E+00 Syy-: 1.657E+00 Zyy : 1.930E+00 | | Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 8927.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 7.500 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 90.00) | | λ λp λr CASE | | Flange: NonSlender 27.17 N/A 33.72 Table.B4.1a.Case6 | | Web : NonSlender 27.17 N/A 33.72 Table.B4.1a.Case6 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 90.00) | | λ λp λr CASE | | Flange: NonCompact 27.17 26.97 33.72 Table.B4.1b.Case17 | | Web : Compact 27.17 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 69.30 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 77.000 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 71.61 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.10694E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 95.480 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 50.60 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 65.585 Cl.E2 | | Elastic Buckling Stress : Fex = 9581.9 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 5257.1 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 56.222 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 50.60 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 65.585 Cl.E2 | | Elastic Buckling Stress : Fey = 9581.9 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 5257.1 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 56.222 kip Eq.E3-1 | |-----------------------------------------------------------------------------| 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 19.74 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 = 21.938 kip Eq.G4-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 3.263 19.74 0.165 Cl.G1 3 7.50 | | | | 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 = 21.938 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 | | -6.117 7.238 0.845 Cl.F7.1 3 3.75 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 8.0417 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 7.238 0.000 Cl.F7.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 8.0417 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -6.117 7.209 0.849 Cl.F7.2 3 3.75 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 8.0099 kip-ft Eq.F7-2 | |-----------------------------------------------------------------------------| | WEB LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 7.209 0.000 Cl.F7.2 3 0.00 | | | | Intermediate Results : | | Nom Web Local Buckling : Mny = 8.0099 kip-ft Eq.F7-2 | |-----------------------------------------------------------------------------| 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 | | 0.849 Eq.H1-1b 3 3.75 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 69.300 kip Cl.H1.1 | | Moment Capacity : Mcx = 7.2089 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 7.2089 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 5.964 0.000 Cl.H3.1 3 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 4320.0 kip/ft2 Eq.H3-3 | | Nom. Strength : Tn = 6.6268 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 HSST3.5X3.5X0.125 (AISC SECTIONS)| | Status: PASS Ratio: 0.850 Loadcase: 4 | | Location: 3.75 Ref: Cl.F7.2 | | Pz: 0.000 T Vy: -.1192E-06 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -4.078 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 65.585 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.850(PASS) | | Loc : 3.75 Condition : Cl.F7.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 3.75, PROPERTIES UNIT: IN ) | | Ag : 1.540E+00 Axx : 7.313E-01 Ayy : 7.313E-01 | | Ixx : 2.900E+00 Iyy : 2.900E+00 J : 4.580E+00 | | Sxx+: 1.657E+00 Sxx-: 1.657E+00 Zxx : 1.930E+00 | | Syy+: 1.657E+00 Syy-: 1.657E+00 Zyy : 1.930E+00 | | Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 8927.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 7.500 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 90.00) | | λ λp λr CASE | | Flange: NonSlender 27.17 N/A 33.72 Table.B4.1a.Case6 | | Web : NonSlender 27.17 N/A 33.72 Table.B4.1a.Case6 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 90.00) | | λ λp λr CASE | | Flange: NonCompact 27.17 26.97 33.72 Table.B4.1b.Case17 | | Web : Compact 27.17 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 46.11 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 77.000 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 47.74 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.10694E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 95.480 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 33.67 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 65.585 Cl.E2 | | Elastic Buckling Stress : Fex = 9581.9 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 5257.1 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 56.222 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 33.67 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 65.585 Cl.E2 | | Elastic Buckling Stress : Fey = 9581.9 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 5257.1 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 56.222 kip Eq.E3-1 | |-----------------------------------------------------------------------------| 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 13.14 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 = 21.938 kip Eq.G4-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 2.175 13.14 0.166 Cl.G1 4 7.50 | | | | 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 = 21.938 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 | | -4.078 4.815 0.847 Cl.F7.1 4 3.75 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 8.0417 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 4.815 0.000 Cl.F7.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 8.0417 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -4.078 4.796 0.850 Cl.F7.2 4 3.75 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 8.0099 kip-ft Eq.F7-2 | |-----------------------------------------------------------------------------| | WEB LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 4.796 0.000 Cl.F7.2 4 0.00 | | | | Intermediate Results : | | Nom Web Local Buckling : Mny = 8.0099 kip-ft Eq.F7-2 | |-----------------------------------------------------------------------------| 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 | | 0.850 Eq.H1-1b 4 3.75 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 46.108 kip Cl.H1.1 | | Moment Capacity : Mcx = 4.7964 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 4.7964 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 3.968 0.000 Cl.H3.1 4 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 4320.0 kip/ft2 Eq.H3-3 | | Nom. Strength : Tn = 6.6268 kip-ft Eq.H3-1 | |-----------------------------------------------------------------------------|