V.AISC 360-16 C Flex Mem F.2-1A
Verify the flexural yielding capacity of a continuously braced channel member subject to major axis bending per AISC 360-16.
Details
Verify the bending capacity of a C15x33.9. The member is used as a 25 ft simple span subject to a uniform dead load of 0.23 kip/ft and a uniform live load of 0.69 kip/ft. The member is continuously braced. The material is ASTM A36.
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Flexural yielding capacity, about X axis (ft·kips) LRFD | 137 | 137.2 | negligible | |
| Flexural yielding capacity, about X axis (ft·kips) ASD | 91.3 | 91.26 | 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 C Flex Mem F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 07-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 25 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 C15X33
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 -0.23
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.69
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 1 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
FLX 2 ALL
METHOD ASD
SGR 1 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 C15X33 (AISC SECTIONS)| | Status: FAIL Ratio: 1.113 Loadcase: 3 | | Location: 0.00 Ref: Slenderness (T) | | Pz: 0.000 T Vy: 17.25 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -.2084E-13 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 333.952 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 1.113(FAIL) | | Loc : 0.00 Condition : Cl.D1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 1.000E+01 Axx : 4.420E+00 Ayy : 6.000E+00 | | Ixx : 3.150E+02 Iyy : 8.070E+00 J : 1.010E+00 | | Sxx+: 4.200E+01 Sxx-: 4.200E+01 Zxx : 5.080E+01 | | Syy+: 3.178E+00 Syy-: 9.373E+00 Zyy : 6.190E+00 | | Cw : 3.555E+02 x0 : -1.762E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 5184.000 Fu: 8351.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 25.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 300.00) | | λ λp λr CASE | | Flange: NonSlender 5.23 N/A 15.89 Table.B4.1a.Case1 | | Web : NonSlender 34.25 N/A 42.29 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 300.00) | | λ λp λr CASE | | Flange: Compact 5.23 10.79 28.38 Table.B4.1b.Case10 | | Web : Compact 34.25 106.72 161.78 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 | | 0.000 324.0 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 360.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 435.0 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.69444E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 580.00 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 278.8 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 53.452 Cl.E2 | | Elastic Buckling Stress : Fex = 14425. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 4460.1 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 309.73 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 20.26 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 333.95 Cl.E2 | | Elastic Buckling Stress : Fey = 369.57 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 324.11 kip/ft2 Eq.E3-3 | | Nom. Flexural Buckling : Pny = 22.508 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 207.0 0.000 Cl.E4 3 0.00 | | | | Intermediate Results : | | Constant : H = 0.91231 Eq.E4-8 | | Euler Buckling Stress : Fez = 5059.6 kip/ft2 Eq.E4-7 | | Elastic F-T-B Stress : Fe = 4844.8 kip/ft2 Eq.E4-3 | | Crit. F-T-B Stress : Fcr = 3312.6 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 230.04 kip Eq.E4-1 | |-----------------------------------------------------------------------------| 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 85.92 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 = 95.472 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 17.25 116.6 0.148 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 = 129.60 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 (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -107.8 137.2 0.786 Cl.F2.1 3 12.50 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 152.40 kip-ft Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 13.73 0.000 Cl.F6.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 15.256 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| 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 | | 0.786 Eq.H1-1b 3 12.50 | | | | Intermediate Results : | | Axial Capacity : Pc = 324.00 kip Cl.H1.1 | | Moment Capacity : Mcx = 137.16 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 13.731 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| 48. LOAD LIST 4 49. PARAMETER 2 50. CODE AISC UNIFIED 2016 51. FLX 2 ALL 52. METHOD ASD 53. SGR 1 ALL 54. TRACK 2 ALL 55. CHECK CODE ALL PARAMETER 2 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 C15X33 (AISC SECTIONS)| | Status: FAIL Ratio: 1.113 Loadcase: 4 | | Location: 0.00 Ref: Slenderness (T) | | Pz: 0.000 T Vy: 11.50 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -.1421E-13 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 333.952 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 1.113(FAIL) | | Loc : 0.00 Condition : Cl.D1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 1.000E+01 Axx : 4.420E+00 Ayy : 6.000E+00 | | Ixx : 3.150E+02 Iyy : 8.070E+00 J : 1.010E+00 | | Sxx+: 4.200E+01 Sxx-: 4.200E+01 Zxx : 5.080E+01 | | Syy+: 3.178E+00 Syy-: 9.373E+00 Zyy : 6.190E+00 | | Cw : 3.555E+02 x0 : -1.762E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 5184.000 Fu: 8351.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 25.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 300.00) | | λ λp λr CASE | | Flange: NonSlender 5.23 N/A 15.89 Table.B4.1a.Case1 | | Web : NonSlender 34.25 N/A 42.29 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 300.00) | | λ λp λr CASE | | Flange: Compact 5.23 10.79 28.38 Table.B4.1b.Case10 | | Web : Compact 34.25 106.72 161.78 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 | | 0.000 215.6 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 360.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 290.0 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.69444E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 580.00 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 185.5 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 53.452 Cl.E2 | | Elastic Buckling Stress : Fex = 14425. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 4460.1 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 309.73 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 13.48 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 333.95 Cl.E2 | | Elastic Buckling Stress : Fey = 369.57 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 324.11 kip/ft2 Eq.E3-3 | | Nom. Flexural Buckling : Pny = 22.508 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 137.7 0.000 Cl.E4 4 0.00 | | | | Intermediate Results : | | Constant : H = 0.91231 Eq.E4-8 | | Euler Buckling Stress : Fez = 5059.6 kip/ft2 Eq.E4-7 | | Elastic F-T-B Stress : Fe = 4844.8 kip/ft2 Eq.E4-3 | | Crit. F-T-B Stress : Fcr = 3312.6 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 230.04 kip Eq.E4-1 | |-----------------------------------------------------------------------------| 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 57.17 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 = 95.472 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 11.50 77.60 0.148 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 = 129.60 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 (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -71.88 91.26 0.788 Cl.F2.1 4 12.50 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 152.40 kip-ft Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 9.136 0.000 Cl.F6.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 15.256 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| 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 | | 0.788 Eq.H1-1b 4 12.50 | | | | Intermediate Results : | | Axial Capacity : Pc = 215.57 kip Cl.H1.1 | | Moment Capacity : Mcx = 91.257 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 9.1356 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------|