V.AISC 360-16 HSST NonCompact Flange F.7
Verify the available flexural strength of a Rectangular HSS flexural member with non-compact flanges per the AISC 360-16 code.
Details
Verify the bending capacity of a HSST 10x6x3/16. The member is used as a 21 ft simple span subject to a uniform dead load of 0.15 kip/ft and a uniform live load of 0.4 kip/ft. The member is braced at end points only. The material is ASTM A500 Grade C (Fy = 50 ksi).
Validation
Ultimate load (for LRFD):
wu = 1.2(0.15) + 1.6(0.4) = 0.82 kip/ft
Mu = wuL2/8 = (0.82)(21)2/8 = 45.2 kip·ft
Service level load (for ASD):
wa = 0.15 + 0.4 = 0.55 kip/ft
Ma = waL2/8 = (0.55)(21)2/8 = 30.3 kip·ft
Flange slenderness ratio
λ = b/tf = 31.5 (From Reference 1, Table 1-11)
λp < λ < λr, therefore, the flange is non-compact .
Web slenderness ratio:
λ = h/tf = 54.5 (From Reference 1, Table 1-11)
λ < λp, therefore, the web is compact (limit state of web local buckling need not be checked).
Flange Local Buckling
Mp = FyZx = 50 × 18.0 = 900 in·k = 75 ft·k
For non-compact sections:
| [Eqn. F7-2] |
Yielding and Lateral-Torsional Buckling
Lb = 21 ft = 252 in
The moment at the quarter and three-quarter
points on a simply supported beam under uniform distributed load (Table 3-23,
Case 1 in Reference 1) is 3/32wl2, which is simply
3/4 of the maximum moment at midspan. In other words, MA =
MC = 3/4×MB. Therefore, the lateral-torsional
buckling modification factor becomes:
| [Eqn. F1-1] |
Lp < Lb < Lr, therefore the nominal moment in the lateral-torsional limit state is given by:
| [Eqn. F7-10] |
Flange buckling controls, Mn = 66.4 ft·k
LRFD
ϕbMn = 59.8 ft·k
ASD
Mn/Ωb = 39.8 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 NonCompact 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
CONSTANTS
MATERIAL STEEL ALL
MEMBER PROPERTY AMERICAN
1 TABLE ST HSST10X6X0.188
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -0.15
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.4
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
METHOD LRFD
CB 0 ALL
SGR 5 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
CB 0 ALL
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 HSST10X6X0.188 (AISC SECTIONS)| | Status: PASS Ratio: 0.756 Loadcase: 3 | | Location: 10.50 Ref: Cl.F7.2 | | Pz: 0.000 T Vy: 0.1431E-06 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -45.20 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 100.002 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.756(PASS) | | Loc : 10.50 Condition : Cl.F7.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 10.50, PROPERTIES UNIT: IN ) | | Ag : 5.370E+00 Axx : 1.906E+00 Ayy : 3.298E+00 | | Ixx : 7.460E+01 Iyy : 3.410E+01 J : 7.380E+01 | | Sxx+: 1.492E+01 Sxx-: 1.492E+01 Zxx : 1.800E+01 | | Syy+: 1.137E+01 Syy-: 1.137E+01 Zyy : 1.270E+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: NonSlender 31.48 N/A 33.72 Table.B4.1a.Case6 | | Web : Slender 54.47 N/A 33.72 Table.B4.1a.Case6 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 252.00) | | λ λp λr CASE | | Flange: NonCompact 31.48 26.97 33.72 Table.B4.1b.Case17 | | Web : Compact 54.47 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 | | 0.000 152.4 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 67.611 Cl.E2 | | Elastic Buckling Stress : Fex = 9016.2 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 5154.4 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 169.38 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 111.2 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 100.00 Cl.E2 | | Elastic Buckling Stress : Fey = 4121.3 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 3465.6 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 123.59 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 51.47 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 = 57.190 kip Eq.G4-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 8.610 89.06 0.097 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 = 98.950 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 | | -45.20 67.50 0.670 Cl.F7.1 3 10.50 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 75.000 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 47.63 0.000 Cl.F7.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 52.917 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -45.20 67.50 0.670 Cl.F7.4 3 10.50 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 75.000 kip-ft Eq.F7-10 | | Mom. Distr. factor : CbX = 1.1364 Eq.F1-1 | | Limiting Unbraced Length : LpX = 17.511 ft Eq.F7-12 | | Limiting Unbraced Length : LrX = 464.32 ft Eq.F7-13 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -45.20 59.80 0.756 Cl.F7.2 3 10.50 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 66.442 kip-ft Eq.F7-2 | |-----------------------------------------------------------------------------| | WEB LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 33.73 0.000 Cl.F7.2 3 0.00 | | | | Intermediate Results : | | Nom Web Local Buckling : Mny = 37.476 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 | | 0.756 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 = 59.797 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 33.728 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 44.78 0.000 Cl.H3.1 3 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 4320.0 kip/ft2 Eq.H3-3 | | Nom. Strength : Tn = 49.753 kip-ft Eq.H3-1 | |-----------------------------------------------------------------------------| 47. LOAD LIST 4 48. PARAMETER 2 49. CODE AISC UNIFIED 2016 50. METHOD ASD 51. CB 0 ALL 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 HSST10X6X0.188 (AISC SECTIONS)| | Status: PASS Ratio: 0.762 Loadcase: 4 | | Location: 10.50 Ref: Cl.F7.2 | | Pz: 0.000 T Vy: 0.1192E-06 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -30.32 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 100.002 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.762(PASS) | | Loc : 10.50 Condition : Cl.F7.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 10.50, PROPERTIES UNIT: IN ) | | Ag : 5.370E+00 Axx : 1.906E+00 Ayy : 3.298E+00 | | Ixx : 7.460E+01 Iyy : 3.410E+01 J : 7.380E+01 | | Sxx+: 1.492E+01 Sxx-: 1.492E+01 Zxx : 1.800E+01 | | Syy+: 1.137E+01 Syy-: 1.137E+01 Zyy : 1.270E+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: NonSlender 31.48 N/A 33.72 Table.B4.1a.Case6 | | Web : Slender 54.47 N/A 33.72 Table.B4.1a.Case6 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 252.00) | | λ λp λr CASE | | Flange: NonCompact 31.48 26.97 33.72 Table.B4.1b.Case17 | | Web : Compact 54.47 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 | | 0.000 101.4 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 67.611 Cl.E2 | | Elastic Buckling Stress : Fex = 9016.2 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 5154.4 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 169.38 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 74.01 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 100.00 Cl.E2 | | Elastic Buckling Stress : Fey = 4121.3 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 3465.6 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 123.59 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 34.25 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 = 57.190 kip Eq.G4-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 5.775 59.25 0.097 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 = 98.950 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 | | -30.32 44.91 0.675 Cl.F7.1 4 10.50 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 75.000 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 31.69 0.000 Cl.F7.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 52.917 kip-ft Eq.F7-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -30.32 44.91 0.675 Cl.F7.4 4 10.50 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 75.000 kip-ft Eq.F7-10 | | Mom. Distr. factor : CbX = 1.1364 Eq.F1-1 | | Limiting Unbraced Length : LpX = 17.511 ft Eq.F7-12 | | Limiting Unbraced Length : LrX = 464.32 ft Eq.F7-13 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -30.32 39.79 0.762 Cl.F7.2 4 10.50 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 66.442 kip-ft Eq.F7-2 | |-----------------------------------------------------------------------------| | WEB LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 22.44 0.000 Cl.F7.2 4 0.00 | | | | Intermediate Results : | | Nom Web Local Buckling : Mny = 37.476 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 | | 0.762 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 = 39.785 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 22.441 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 29.79 0.000 Cl.H3.1 4 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 4320.0 kip/ft2 Eq.H3-3 | | Nom. Strength : Tn = 49.753 kip-ft Eq.H3-1 | |-----------------------------------------------------------------------------|