V. AISC 360-16 W Compression and Biaxial Bending H1.B
Determine the interaction ratio of a wide-flange section subject to combined axial force and moment using both LRFD and ASD methods per AISC 360-16.
Details
A 14 foot long, simple span beam is subject to the following loads. The section used is a W14x99 and the material is ASTM A992.
- Ultimate loads for LRFD method:
- required axial strength, Pr = 400 kips
- required major axis flexure strength, Mrx = 250 ft·kips
- required minor axis flexure strength Mry= 80 ft·kips
- Service loads for ASD method:
- required axial strength, Pr = 267 kips
- required major axis flexure strength, Mrx = 167 ft·kips
- required minor axis flexure strength Mry= 53.3 ft·kips
Validation
Section Capacities
Compression capacities taken from Table 4-1 in Ref. 1:
- ϕcPn = 1,130 kips
- Pn/Ωc = 751 kips
Major axis bending capacities taken from Table 3-10 in Ref. 1:
- ϕMnx = 642 ft·kips
- Mnx/Ω = 428 ft·kips
Minor axis bending capacity calculated per section F6:
Flanges of a W14x99 are noncompact per Table 1-1 of Ref 1:
The plastic yielding capacity of the flange is:
| (F6-1) |
The local buckling capacity of the noncompact flange is:
| (F6-2) |
- ϕMny = 311 ft·kips
- Mny/Ω = 207 in·kips
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Interaction check per Eqn. H1-1a (LRFD) | 0.929 | 0.929 | none | |
| Interaction check per Eqn. H1-1a (ASD) | 0.931 | 0.932 | negligible |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-16 W Compression and Biaxial Bending H1.STD is typically installed with the program.
The following design parameters are used:
- The value of SGR 28 specifies the use of ASTM A992 grade steel.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 01-Sep-22
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 14 0; 2 0 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST W14X99
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
2 PINNED
1 FIXED BUT FY MX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
JOINT LOAD
1 FY -400 MX 80 MZ 250
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
JOINT LOAD
1 FY -267 MX 53.3 MZ 167
PERFORM ANALYSIS
LOAD LIST 1
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
SGR 28 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 2
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 W14X99 (AISC SECTIONS)| | Status: PASS Ratio: 0.929 Loadcase: 1 | | Location: 0.00 Ref: Eq.H1-1a | | Pz: 400.0 C Vy: 17.86 Vx: -5.714 | | Tz: 0.000 My: 80.00 Mx: 250.0 | |-----------------------------------------------------------------------------| | COMPRESSION SLENDERNESS | | Actual Slenderness Ratio : 45.200 | | Allowable Slenderness Ratio : 200.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 1 Ratio : 0.929(PASS) | | Loc : 0.00 Condition : Eq.H1-1a | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 2.910E+01 Axx : 2.278E+01 Ayy : 6.887E+00 | | Ixx : 1.110E+03 Iyy : 4.020E+02 J : 5.370E+00 | | Sxx+: 1.563E+02 Sxx-: 1.563E+02 Zxx : 1.730E+02 | | Syy+: 5.507E+01 Syy-: 5.507E+01 Zyy : 8.360E+01 | | Cw : 1.822E+04 x0 : 0.000E+00 y0 : 8.882E-16 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 14.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 1 LOC: 168.00) | | λ λp λr CASE | | Flange: NonSlender 9.36 N/A 13.49 Table.B4.1a.Case1 | | Web : NonSlender 23.59 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 1 LOC: 168.00) | | λ λp λr CASE | | Flange: NonCompact 9.36 9.15 24.08 Table.B4.1b.Case10 | | Web : Compact 23.59 90.55 137.27 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 1310. 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 1455.0 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 1419. 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.20208 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 1891.5 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 400.0 1241. 0.322 Cl.E3 1 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 27.202 Cl.E2 | | Elastic Buckling Stress : Fex = 55702. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 6820.8 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 1378.4 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 400.0 1128. 0.355 Cl.E3 1 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 45.200 Cl.E2 | | Elastic Buckling Stress : Fey = 20173. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 6200.9 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 1253.1 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 400.0 1151. 0.348 Cl.E4 1 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 23321. kip/ft2 Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 6327.2 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 1278.6 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 | | 5.714 615.0 0.009 Cl.G1 1 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 = 683.28 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 17.86 206.6 0.086 Cl.G1 1 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 = 206.61 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 (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -80.00 313.5 0.255 Cl.F6.1 1 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 348.33 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 250.0 642.3 0.389 Cl.F2.2 1 0.00 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 713.71 kip-ft Eq.F2-2 | | Mom. Distr. factor : CbX = 1.0000 Custom | | Limiting Unbraced Length : LpX = 13.128 ft Eq.F2-5 | | coefficient C : Cx = 1.0000 Eq.F2-8a | | Effective Rad. of Gyr. : Rts = 0.34670 ft Eq.F2-7 | | Limiting Unbraced Length : LrX = 45.539 ft Eq.F2-6 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 250.0 645.4 0.387 Cl.F3.1 1 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 717.16 kip-ft Eq.F3-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -80.00 311.2 0.257 Cl.F6.2 1 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 345.73 kip-ft Eq.F6-2 | |-----------------------------------------------------------------------------| 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 | | 0.929 Eq.H1-1a 1 0.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 1127.8 kip Cl.H1.1 | | Moment Capacity : Mcx = 642.34 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 311.15 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| 42. LOAD LIST 2 43. PARAMETER 2 44. CODE AISC UNIFIED 2016 45. METHOD ASD 46. SGR 28 ALL 47. TRACK 2 ALL 48. 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 W14X99 (AISC SECTIONS)| | Status: PASS Ratio: 0.932 Loadcase: 2 | | Location: 0.00 Ref: Eq.H1-1a | | Pz: 267.0 C Vy: 11.93 Vx: -3.807 | | Tz: 0.000 My: 53.30 Mx: 167.0 | |-----------------------------------------------------------------------------| | COMPRESSION SLENDERNESS | | Actual Slenderness Ratio : 45.200 | | Allowable Slenderness Ratio : 200.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 2 Ratio : 0.932(PASS) | | Loc : 0.00 Condition : Eq.H1-1a | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 2.910E+01 Axx : 2.278E+01 Ayy : 6.887E+00 | | Ixx : 1.110E+03 Iyy : 4.020E+02 J : 5.370E+00 | | Sxx+: 1.563E+02 Sxx-: 1.563E+02 Zxx : 1.730E+02 | | Syy+: 5.507E+01 Syy-: 5.507E+01 Zyy : 8.360E+01 | | Cw : 1.822E+04 x0 : 0.000E+00 y0 : 8.882E-16 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 14.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 2 LOC: 168.00) | | λ λp λr CASE | | Flange: NonSlender 9.36 N/A 13.49 Table.B4.1a.Case1 | | Web : NonSlender 23.59 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 2 LOC: 168.00) | | λ λp λr CASE | | Flange: NonCompact 9.36 9.15 24.08 Table.B4.1b.Case10 | | Web : Compact 23.59 90.55 137.27 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 | | 0.000 871.3 0.000 Cl.D2 2 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 1455.0 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 945.8 0.000 Cl.D2 2 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.20208 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 1891.5 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 267.0 825.4 0.323 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 27.202 Cl.E2 | | Elastic Buckling Stress : Fex = 55702. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 6820.8 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 1378.4 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 267.0 750.4 0.356 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 45.200 Cl.E2 | | Elastic Buckling Stress : Fey = 20173. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 6200.9 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 1253.1 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 267.0 765.6 0.349 Cl.E4 2 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 23321. kip/ft2 Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 6327.2 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 1278.6 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 | | 3.807 409.1 0.009 Cl.G1 2 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 = 683.28 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 11.93 137.7 0.087 Cl.G1 2 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 = 206.61 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 (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -53.30 208.6 0.256 Cl.F6.1 2 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 348.33 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 167.0 427.4 0.391 Cl.F2.2 2 0.00 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 713.71 kip-ft Eq.F2-2 | | Mom. Distr. factor : CbX = 1.0000 Custom | | Limiting Unbraced Length : LpX = 13.128 ft Eq.F2-5 | | coefficient C : Cx = 1.0000 Eq.F2-8a | | Effective Rad. of Gyr. : Rts = 0.34670 ft Eq.F2-7 | | Limiting Unbraced Length : LrX = 45.539 ft Eq.F2-6 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 167.0 429.4 0.389 Cl.F3.1 2 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 717.16 kip-ft Eq.F3-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -53.30 207.0 0.257 Cl.F6.2 2 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 345.73 kip-ft Eq.F6-2 | |-----------------------------------------------------------------------------| 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 | | 0.932 Eq.H1-1a 2 0.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 750.36 kip Cl.H1.1 | | Moment Capacity : Mcx = 427.37 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 207.02 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------|