V.AISC 360-16 C LTB Test F.2B
Verify the flexural capacity of a channel member with bracing at ends and fifth points 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 braced at the supports and at fifth points. The material is ASTM A36.
Validation
Ultimate load (for LRFD):
wu = 1.2(0.23) + 1.6(0.6) = 1.38 kip/ft
Mu = wuL2/8 = (1.38)(25)2/8 = 108 kip·ft
Service level load (for ASD):
wa = 0.23 + 0.39 = 0.92 kip/ft
Ma = waL2/8 = (0.92)(25)2/8 = 71.9 kip·ft
From the AISC Manual Table 3-8, for a C15x33.9:
Lp = 3.75 ft
Lr = 14.5 ft
The unbraced length of the member:
L = 25.0/5 = 5 ft
For a compact channel with Lp < Lb ≤ Lr , the lesser of the flexural yielding or inelastic lateral-torsional buckling limit states will govern the available flexural strength.
Lateral-Torsional Buckling Limit State
| Mn = Mp = FyZx | Eq. F2-1 |
| Mn = (36 ksi)(50.8 in3) = 1,830 in·kip = 152 ft·kip |
The nominal flexural strength in the lateral-torsional buckling limit state is:
| Eq. F2-2 |
| = |
| Mn = 145 ft·kip |
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Lateral-torsional buckling, about X axis (ft·kips) LRFD | 131 | 130.4 | negligible | |
| Lateral-torsional buckling, about X axis (ft·kips) ASD | 86.8 | 86.75 | 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 LTB Test 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 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
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2016
CB 1 ALL
FLX 1 ALL
METHOD LRFD
SGR 1 ALL
TRACK 2 ALL
UNB 5 ALL
UNT 5 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 1
CODE AISC UNIFIED 2016
CB 1 ALL
FLX 1 ALL
METHOD ASD
SGR 1 ALL
TRACK 2 ALL
UNB 5 ALL
UNT 5 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 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. 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 | | 0.000 324.0 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. 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 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. 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 | | -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 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -107.8 130.4 0.827 Cl.F2.2 3 12.50 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 144.87 kip-ft Eq.F2-2 | | Mom. Distr. factor : CbX = 1.0000 Custom | | Limiting Unbraced Length : LpX = 3.7395 ft Eq.F2-5 | | coefficient C : Cx = 1.0811 Eq.F2-8b | | Effective Rad. of Gyr. : Rts = 0.94105E-01 ft Eq.F2-7 | | Limiting Unbraced Length : LrX = 14.489 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 | | 0.827 Eq.H1-1b 3 12.50 | | | | Intermediate Results : | | Axial Capacity : Pc = 324.00 kip Cl.H1.1 | | Moment Capacity : Mcx = 130.38 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 13.731 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| 49. LOAD LIST 4 50. PARAMETER 1 51. CODE AISC UNIFIED 2016 52. CB 1 ALL 53. FLX 1 ALL 54. METHOD ASD 55. SGR 1 ALL 56. TRACK 2 ALL 57. UNB 5 ALL 58. UNT 5 ALL 59. CHECK CODE ALL **WARNING-DUPLICATE PARAMETER BLOCK NUMBER. PLEASE PROVIDE VALID PARAMETER BLOCK NUMBER. PARAMETER 1 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 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. 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 | | 0.000 215.6 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. 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 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. 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 | | -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 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -71.88 86.75 0.829 Cl.F2.2 4 12.50 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 144.87 kip-ft Eq.F2-2 | | Mom. Distr. factor : CbX = 1.0000 Custom | | Limiting Unbraced Length : LpX = 3.7395 ft Eq.F2-5 | | coefficient C : Cx = 1.0811 Eq.F2-8b | | Effective Rad. of Gyr. : Rts = 0.94105E-01 ft Eq.F2-7 | | Limiting Unbraced Length : LrX = 14.489 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 | | 0.829 Eq.H1-1b 4 12.50 | | | | Intermediate Results : | | Axial Capacity : Pc = 215.57 kip Cl.H1.1 | | Moment Capacity : Mcx = 86.750 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 9.1356 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------|