V.AISC 360-16 WT Shape F.10
Verify the available flexural strength of a WT ("split tee") member per the AISC 60-16 code.
Details
Verify the bending capacity of a WT5x6. The member is used as a 6.0 ft simple span. The member is continuously braced. The material is ASTM A992 (Fy = 50 ksi).
Validation
The member is continuously braced, so lateral-torsional buckling does not control.
Yielding
| Mn = FyZx ≤ 1.6My | [Eqn. F9-2] |
| = |
Mn = 50×2.20 = 110 in·k > 1.6(61.0) = 97.6 in·k
Flange Local Buckling
λ = b/2tf = 9.43 (from Table 1-8 of Reference 1)
λp < λ < λr, therefore, the flange is non-compact.
For non-compact sections:
| [Eqn. F9-14] |
Mn = 97.6 in·k = 8.13 ft·k
LRFD
ϕbMn = 7.32 ft·k
ASD
Mn/Ωb = 4.87 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 WT Shape F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 6 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 T W10X12
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 -0.08
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.24
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 28 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
FLX 2 ALL
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: T W10X12 (AISC SECTIONS)| | Status: PASS Ratio: 0.300 Loadcase: 3 | | Location: 3.00 Ref: Cl.F9.1 | | Pz: 0.000 T Vy: -.7749E-07 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -2.160 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 91.750 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.300(PASS) | | Loc : 3.00 Condition : Cl.F9.1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 3.00, PROPERTIES UNIT: IN ) | | Ag : 1.770E+00 Axx : 8.316E-01 Ayy : 9.376E-01 | | Ixx : 4.303E+00 Iyy : 1.090E+00 J : 2.735E-02 | | Sxx+: 3.178E+00 Sxx-: 1.202E+00 Zxx : 2.202E+00 | | Syy+: 5.505E-01 Syy-: 5.505E-01 Zyy : 8.700E-01 | | Cw : 2.546E-02 x0 : 0.000E+00 y0 : 1.249E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 6.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 72.00) | | λ λp λr CASE | | Flange: NonSlender 9.43 N/A 13.49 Table.B4.1a.Case1 | | Web : Slender 25.97 N/A 18.06 Table.B4.1a.Case4 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 72.00) | | λ λp λr CASE | | Flange: NonCompact 9.43 9.15 24.08 Table.B4.1b.Case10 | | Web : NonCompact 25.97 20.23 36.61 Table.B4.1b.Case14 | |-----------------------------------------------------------------------------| 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 79.65 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 88.500 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 86.29 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.12292E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 115.05 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 62.46 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 46.178 Cl.E2 | | Elastic Buckling Stress : Fex = 19328. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 6160.5 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 69.400 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 42.37 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 91.750 Cl.E2 | | Elastic Buckling Stress : Fey = 4896.1 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 3890.6 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 47.083 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 31.48 0.000 Cl.E4 3 0.00 | | | | Intermediate Results : | | Constant : H = 0.66133 Eq.E4-8 | | Euler Buckling Stress : Fez = 5409.2 kip/ft2 Eq.E4-7 | | Elastic F-T-B Stress : Fe = 3246.2 kip/ft2 Eq.E4-3 | | Crit. F-T-B Stress : Fcr = 2845.5 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 34.976 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 22.45 0.000 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 = 24.948 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 1.440 25.32 0.057 Cl.G1 3 6.00 | | | | Intermediate Results : | | Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along Y : Kv = 1.2000 Cl.G3 | | Nom. Shear Along Y : Vny = 28.129 kip Eq.G3-1 | |-----------------------------------------------------------------------------| 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 | | -2.160 7.210 0.300 Cl.F9.1 3 3.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 8.0109 kip-ft Eq.F9-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 3.263 0.000 Cl.F6.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 3.6250 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -2.160 7.210 0.300 Cl.F9.3 3 3.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 8.0109 kip-ft Eq.F9-14 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 3.229 0.000 Cl.F6.2 3 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 3.5875 kip-ft Eq.F6-2 | |-----------------------------------------------------------------------------| | WEB LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.4441E-16 3.941 0.000 Cl.F9.4 3 0.00 | | | | Intermediate Results : | | Nom W-L-B Cap : Mnx = 4.3788 kip-ft Eq.F9-16 | | Critical Com. W-B Stress : FcrX = 6296.9 kip/ft2 Eq.F9-18 | |-----------------------------------------------------------------------------| 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 | | 0.300 Eq.H1-1b 3 3.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 79.650 kip Cl.H1.1 | | Moment Capacity : Mcx = 7.2098 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 3.2288 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| 46. LOAD LIST 4 47. PARAMETER 2 48. CODE AISC UNIFIED 2016 49. FLX 2 ALL 50. METHOD ASD 51. SGR 28 ALL 52. TRACK 2 ALL 53. 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: T W10X12 (AISC SECTIONS)| | Status: PASS Ratio: 0.300 Loadcase: 4 | | Location: 3.00 Ref: Cl.F9.1 | | Pz: 0.000 T Vy: -.4470E-07 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -1.440 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 91.750 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.300(PASS) | | Loc : 3.00 Condition : Cl.F9.1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 3.00, PROPERTIES UNIT: IN ) | | Ag : 1.770E+00 Axx : 8.316E-01 Ayy : 9.376E-01 | | Ixx : 4.303E+00 Iyy : 1.090E+00 J : 2.735E-02 | | Sxx+: 3.178E+00 Sxx-: 1.202E+00 Zxx : 2.202E+00 | | Syy+: 5.505E-01 Syy-: 5.505E-01 Zyy : 8.700E-01 | | Cw : 2.546E-02 x0 : 0.000E+00 y0 : 1.249E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 6.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 72.00) | | λ λp λr CASE | | Flange: NonSlender 9.43 N/A 13.49 Table.B4.1a.Case1 | | Web : Slender 25.97 N/A 18.06 Table.B4.1a.Case4 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 72.00) | | λ λp λr CASE | | Flange: NonCompact 9.43 9.15 24.08 Table.B4.1b.Case10 | | Web : NonCompact 25.97 20.23 36.61 Table.B4.1b.Case14 | |-----------------------------------------------------------------------------| 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 52.99 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 88.500 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 57.52 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.12292E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 115.05 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 41.56 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 46.178 Cl.E2 | | Elastic Buckling Stress : Fex = 19328. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 6160.5 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 69.400 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 28.19 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 91.750 Cl.E2 | | Elastic Buckling Stress : Fey = 4896.1 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 3890.6 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 47.083 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 20.94 0.000 Cl.E4 4 0.00 | | | | Intermediate Results : | | Constant : H = 0.66133 Eq.E4-8 | | Euler Buckling Stress : Fez = 5409.2 kip/ft2 Eq.E4-7 | | Elastic F-T-B Stress : Fe = 3246.2 kip/ft2 Eq.E4-3 | | Crit. F-T-B Stress : Fcr = 2845.5 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 34.976 kip Eq.E7-1 | |-----------------------------------------------------------------------------| 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 | | 0.000 14.94 0.000 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 = 24.948 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.9600 16.84 0.057 Cl.G1 4 6.00 | | | | Intermediate Results : | | Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along Y : Kv = 1.2000 Cl.G3 | | Nom. Shear Along Y : Vny = 28.129 kip Eq.G3-1 | |-----------------------------------------------------------------------------| 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 | | -1.440 4.797 0.300 Cl.F9.1 4 3.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 8.0109 kip-ft Eq.F9-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 2.171 0.000 Cl.F6.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 3.6250 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -1.440 4.797 0.300 Cl.F9.3 4 3.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 8.0109 kip-ft Eq.F9-14 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 2.148 0.000 Cl.F6.2 4 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 3.5875 kip-ft Eq.F6-2 | |-----------------------------------------------------------------------------| | WEB LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.3701E-16 2.622 0.000 Cl.F9.4 4 0.00 | | | | Intermediate Results : | | Nom W-L-B Cap : Mnx = 4.3788 kip-ft Eq.F9-16 | | Critical Com. W-B Stress : FcrX = 6296.9 kip/ft2 Eq.F9-18 | |-----------------------------------------------------------------------------| 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 | | 0.300 Eq.H1-1b 4 3.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 52.994 kip Cl.H1.1 | | Moment Capacity : Mcx = 4.7969 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 2.1482 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------|