V.AISC 360-16 I Minor Axis Bending F.5
Check the minor axis bending capacity of an I-shaped flexural member per the AISC 360-16 code.
Details
Verify the bending capacity of a W12x58 in bending about the weak axis The member is used as a 15 ft simple span subject to a uniform dead load of 0.667 kip/ft and a uniform live load of 2.0 kip/ft. The member is braced at end points only. The material is ASTM A992 (Fy = 50 ksi).
Validation
Ultimate load (for LRFD):
wu = 1.2(0.667) + 1.6(2.0) = 4.0 kip/ft
Mu = wuL2/8 = (4.0)(15)2/8 = 112.5 kip·ft
Service level load (for ASD):
wa = 0.667 + 2.0 = 2.67 kip/ft
Ma = waL2/8 = (2.67)(15)2/8 = 75.1 kip·ft
Per the User Note in F6.2, the
W12x58 has compact flanges in minor axis bending. Therefore, flange local
buckling does not control.
Yielding
| Mp = FyZy ≤ 1.6FySy | [Eqn. F6-1] |
Mp = 50×32.5 = 1,625 in·k = 135.4 ft·k
1.6×50×21.4 = 1,712 in·k = 142.7 ft·k
Mp = 135.4 ft·k
LRFD
ϕbMn = 121.9 ft·k
ASD
Mn/Ωb = 81.2 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 I Minor Axis Bending F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 15-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 15 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 W12X58
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
2 FIXED BUT FX MY
1 FIXED BUT MY
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GZ -0.667
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GZ -2
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
SGR 28 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
SGR 28 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 W12X58 (AISC SECTIONS)| | Status: PASS Ratio: 0.923 Loadcase: 3 | | Location: 7.50 Ref: Cl.F6.1 | | Pz: 0.000 T Vy: 0.000 Vx: 0.5722E-06 | | Tz: 0.000 My: 112.5 Mx: 0.000 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 71.747 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.923(PASS) | | Loc : 7.50 Condition : Cl.F6.1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 7.50, PROPERTIES UNIT: IN ) | | Ag : 1.700E+01 Axx : 1.280E+01 Ayy : 4.392E+00 | | Ixx : 4.750E+02 Iyy : 1.070E+02 J : 2.100E+00 | | Sxx+: 7.787E+01 Sxx-: 7.787E+01 Zxx : 8.640E+01 | | Syy+: 2.140E+01 Syy-: 2.140E+01 Zyy : 3.250E+01 | | Cw : 3.564E+03 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 15.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 180.00) | | λ λp λr CASE | | Flange: NonSlender 7.81 N/A 13.49 Table.B4.1a.Case1 | | Web : NonSlender 27.00 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 180.00) | | λ λp λr CASE | | Flange: Compact 7.81 9.15 24.08 Table.B4.1b.Case13 | | Web : Compact 27.00 ****** ****** Table.B4.1. | |-----------------------------------------------------------------------------| 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 | | 0.000 765.0 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 850.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 828.8 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.11806 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 1105.0 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 702.8 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 34.053 Cl.E2 | | Elastic Buckling Stress : Fex = 35543. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 6614.7 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 780.90 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 525.0 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 71.747 Cl.E2 | | Elastic Buckling Stress : Fey = 8006.6 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 4941.6 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 583.39 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 613.0 0.000 Cl.E4 3 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 13608. kip/ft2 Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 5769.8 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 681.15 kip Eq.E4-1 | |-----------------------------------------------------------------------------| 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 | | 30.00 345.6 0.087 Cl.G1 3 0.00 | | | | Intermediate Results : | | Coefficient Cv Along X : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along X : Kv = 1.2000 Cl.G6 | | Nom. Shear Along X : Vnx = 384.00 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 131.8 0.000 Cl.G1 3 0.00 | | | | Intermediate Results : | | Coefficient Cv Along Y : Cv = 1.0000 - | | Coefficient Kv Along Y : Kv = 5.3400 Eq.G2-5 | | Nom. Shear Along Y : Vny = 131.76 kip Eq.G2-1 | |-----------------------------------------------------------------------------| 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 | | 0.000 324.0 0.000 Cl.F2.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 360.00 kip-ft Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -112.5 121.9 0.923 Cl.F6.1 3 7.50 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 135.42 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 289.2 0.000 Cl.F2.2 3 0.00 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 321.34 kip-ft Eq.F2-2 | | Mom. Distr. factor : CbX = 1.0000 Custom | | Limiting Unbraced Length : LpX = 8.8616 ft Eq.F2-5 | | coefficient C : Cx = 1.0000 Eq.F2-8a | | Effective Rad. of Gyr. : Rts = 0.23467 ft Eq.F2-7 | | Limiting Unbraced Length : LrX = 29.958 ft Eq.F2-6 | |-----------------------------------------------------------------------------| 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 | | 0.923 Eq.H1-1b 3 7.50 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 765.00 kip Cl.H1.1 | | Moment Capacity : Mcx = 289.20 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 121.88 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| 46. LOAD LIST 4 47. PARAMETER 2 48. CODE AISC UNIFIED 2016 49. METHOD ASD 50. SGR 28 ALL 51. TRACK 2 ALL 52. CHECK CODE ALL PARAMETER 2 STAAD SPACE -- PAGE NO. 9 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. 10 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 W12X58 (AISC SECTIONS)| | Status: PASS Ratio: 0.925 Loadcase: 4 | | Location: 7.50 Ref: Cl.F6.1 | | Pz: 0.000 T Vy: 0.000 Vx: 0.4768E-06 | | Tz: 0.000 My: 75.01 Mx: 0.000 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 71.747 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.925(PASS) | | Loc : 7.50 Condition : Cl.F6.1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 7.50, PROPERTIES UNIT: IN ) | | Ag : 1.700E+01 Axx : 1.280E+01 Ayy : 4.392E+00 | | Ixx : 4.750E+02 Iyy : 1.070E+02 J : 2.100E+00 | | Sxx+: 7.787E+01 Sxx-: 7.787E+01 Zxx : 8.640E+01 | | Syy+: 2.140E+01 Syy-: 2.140E+01 Zyy : 3.250E+01 | | Cw : 3.564E+03 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 15.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 180.00) | | λ λp λr CASE | | Flange: NonSlender 7.81 N/A 13.49 Table.B4.1a.Case1 | | Web : NonSlender 27.00 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 180.00) | | λ λp λr CASE | | Flange: Compact 7.81 9.15 24.08 Table.B4.1b.Case13 | | Web : Compact 27.00 ****** ****** Table.B4.1. | |-----------------------------------------------------------------------------| 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 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 509.0 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 850.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 552.5 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.11806 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 1105.0 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 467.6 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 34.053 Cl.E2 | | Elastic Buckling Stress : Fex = 35543. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 6614.7 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 780.90 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 349.3 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 71.747 Cl.E2 | | Elastic Buckling Stress : Fey = 8006.6 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 4941.6 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 583.39 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 407.9 0.000 Cl.E4 4 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 13608. kip/ft2 Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 5769.8 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 681.15 kip Eq.E4-1 | |-----------------------------------------------------------------------------| 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 SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 20.00 229.9 0.087 Cl.G1 4 0.00 | | | | Intermediate Results : | | Coefficient Cv Along X : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along X : Kv = 1.2000 Cl.G6 | | Nom. Shear Along X : Vnx = 384.00 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 87.84 0.000 Cl.G1 4 0.00 | | | | Intermediate Results : | | Coefficient Cv Along Y : Cv = 1.0000 - | | Coefficient Kv Along Y : Kv = 5.3400 Eq.G2-5 | | Nom. Shear Along Y : Vny = 131.76 kip Eq.G2-1 | |-----------------------------------------------------------------------------| 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 BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 215.6 0.000 Cl.F2.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 360.00 kip-ft Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -75.01 81.09 0.925 Cl.F6.1 4 7.50 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 135.42 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 192.4 0.000 Cl.F2.2 4 0.00 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 321.34 kip-ft Eq.F2-2 | | Mom. Distr. factor : CbX = 1.0000 Custom | | Limiting Unbraced Length : LpX = 8.8616 ft Eq.F2-5 | | coefficient C : Cx = 1.0000 Eq.F2-8a | | Effective Rad. of Gyr. : Rts = 0.23467 ft Eq.F2-7 | | Limiting Unbraced Length : LrX = 29.958 ft Eq.F2-6 | |-----------------------------------------------------------------------------| 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 AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 0.925 Eq.H1-1b 4 7.50 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 508.98 kip Cl.H1.1 | | Moment Capacity : Mcx = 192.42 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 81.088 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------|