V.AISC 360-16 W Local Buckling F.3A
Verify the available flexural local buckling capacity of a wide-flange section that is continuously braced with major axis bending per the AISC 360-16 code.
Details
Verify the bending capacity of a W21x48. The member is used as a 40 ft simple span. The member is continuously braced. The material is ASTM A992 (Fy = 50 ksi).
Validation
Flange Slenderness
λ = bf / 2tf = 9.47 (from Table 1-1 of Reference 1)
λp < λ < λr, therefore, the flange is non-compact .
Flange Local Buckling
Mp = FyZx = 50 × 107 = 5,350 in·k = 445.8 ft·k
For non-compact sections:
| [Eqn. F3-1] |
Since the member is continuously braced, lateral torsional buckling does not control.
LRFD
ϕbMn = 397.7 ft·k
ASD
Mn/Ωb = 264.6 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 W Local Buckling F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 14-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 40 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 W21X48
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 -0.05
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 CON GY -18 13.333
1 CON GY -18 26.667
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
PRINT ANALYSIS RESULTS
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 1
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. 7 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 W21X48 (AISC SECTIONS)| | Status: PASS Ratio: 0.995 Loadcase: 3 | | Location: 20.00 Ref: Cl.F3.1 | | Pz: 0.000 T Vy: -.1431E-06 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -396.0 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 289.731 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.995(PASS) | | Loc : 20.00 Condition : Cl.F3.1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 20.00, PROPERTIES UNIT: IN ) | | Ag : 1.410E+01 Axx : 7.000E+00 Ayy : 7.210E+00 | | Ixx : 9.590E+02 Iyy : 3.870E+01 J : 8.030E-01 | | Sxx+: 9.311E+01 Sxx-: 9.311E+01 Zxx : 1.070E+02 | | Syy+: 9.509E+00 Syy-: 9.509E+00 Zyy : 1.490E+01 | | Cw : 3.931E+03 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 40.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 480.00) | | λ λp λr CASE | | Flange: NonSlender 9.47 N/A 13.49 Table.B4.1a.Case1 | | Web : Slender 53.54 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 480.00) | | λ λp λr CASE | | Flange: NonCompact 9.47 9.15 24.08 Table.B4.1b.Case10 | | Web : Compact 53.54 90.55 137.27 Table.B4.1b.Case15 | |-----------------------------------------------------------------------------| 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 TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 634.5 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 705.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 687.4 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.97917E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 916.50 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 452.7 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 58.202 Cl.E2 | | Elastic Buckling Stress : Fex = 12167. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 5620.4 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 502.95 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 37.95 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 289.73 Cl.E2 | | Elastic Buckling Stress : Fey = 490.99 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 430.60 kip/ft2 Eq.E3-3 | | Nom. Flexural Buckling : Pny = 42.162 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 154.8 0.000 Cl.E4 3 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 2003.0 kip/ft2 Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 1756.6 kip/ft2 Eq.E3-3 | | Nom. Flex-tor Buckling : Pn = 172.00 kip Eq.E7-1 | |-----------------------------------------------------------------------------| 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 SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 189.0 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 = 210.01 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 30.00 216.3 0.139 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 = 216.30 kip Eq.G2-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 10 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 (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 55.88 0.000 Cl.F6.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 62.083 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -396.0 398.0 0.995 Cl.F3.1 3 20.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 442.17 kip-ft Eq.F3-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 55.23 0.000 Cl.F6.2 3 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 61.362 kip-ft Eq.F6-2 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 11 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 | | 0.995 Eq.H1-1b 3 20.00 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 634.50 kip Cl.H1.1 | | Moment Capacity : Mcx = 397.96 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 55.226 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| 49. LOAD LIST 4 50. PARAMETER 1 51. CODE AISC UNIFIED 2016 52. FLX 2 ALL 53. METHOD ASD 54. SGR 28 ALL 55. TRACK 2 ALL 56. CHECK CODE ALL **WARNING-DUPLICATE PARAMETER BLOCK NUMBER. PLEASE PROVIDE VALID PARAMETER BLOCK NUMBER. PARAMETER 1 STAAD SPACE -- PAGE NO. 12 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. 13 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 W21X48 (AISC SECTIONS)| | Status: PASS Ratio: 0.944 Loadcase: 4 | | Location: 20.00 Ref: Cl.F3.1 | | Pz: 0.000 T Vy: -.1192E-06 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -250.0 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 289.731 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.944(PASS) | | Loc : 20.00 Condition : Cl.F3.1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 20.00, PROPERTIES UNIT: IN ) | | Ag : 1.410E+01 Axx : 7.000E+00 Ayy : 7.210E+00 | | Ixx : 9.590E+02 Iyy : 3.870E+01 J : 8.030E-01 | | Sxx+: 9.311E+01 Sxx-: 9.311E+01 Zxx : 1.070E+02 | | Syy+: 9.509E+00 Syy-: 9.509E+00 Zyy : 1.490E+01 | | Cw : 3.931E+03 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 40.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 480.00) | | λ λp λr CASE | | Flange: NonSlender 9.47 N/A 13.49 Table.B4.1a.Case1 | | Web : Slender 53.54 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 480.00) | | λ λp λr CASE | | Flange: NonCompact 9.47 9.15 24.08 Table.B4.1b.Case10 | | Web : Compact 53.54 90.55 137.27 Table.B4.1b.Case15 | |-----------------------------------------------------------------------------| 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 TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 422.2 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 705.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 458.3 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.97917E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 916.50 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 301.2 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 58.202 Cl.E2 | | Elastic Buckling Stress : Fex = 12167. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 5620.4 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 502.95 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 25.25 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 289.73 Cl.E2 | | Elastic Buckling Stress : Fey = 490.99 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 430.60 kip/ft2 Eq.E3-3 | | Nom. Flexural Buckling : Pny = 42.162 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 103.0 0.000 Cl.E4 4 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 2003.0 kip/ft2 Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 1756.6 kip/ft2 Eq.E3-3 | | Nom. Flex-tor Buckling : Pn = 172.00 kip Eq.E7-1 | |-----------------------------------------------------------------------------| 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 SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 125.8 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 = 210.01 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 19.00 144.2 0.132 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 = 216.30 kip Eq.G2-1 | |-----------------------------------------------------------------------------| 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 BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 37.18 0.000 Cl.F6.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 62.083 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -250.0 264.8 0.944 Cl.F3.1 4 20.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 442.17 kip-ft Eq.F3-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 36.74 0.000 Cl.F6.2 4 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 61.362 kip-ft Eq.F6-2 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 17 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 | | 0.944 Eq.H1-1b 4 20.00 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 422.16 kip Cl.H1.1 | | Moment Capacity : Mcx = 264.78 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 36.744 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------|