V. AISC 360-16 Shear Weak Axis
Verify the shear strength of an I section loaded in the weak axis using the LRFD and ASD methods per AISC 360-16.
Details
From the reference:
Verify the available shear strength and adequacy of an ASTM A992 W21X48 beam with end shears of 20.0 kips from dead load and 60.0 kips from live load in the weak direction.
Validation
Cv2 = 1.0 for all ASTM A6 W shapes with Fy ≤ 70 ksi, per the User Note in section G6 of the AISC 360-16 specification.
The nominal shear strength is:
| Vn = 2×[0.6FybftfCv2 ]= 2×[0.6 (50)(8.14)(0.43)(1.0)] = 210.0 kips |
LRFD
The shear strength is:
| ϕvVn = 0.90(210.0) = 189.0 kips |
The ultimate shear demand is:
| Vu = 1.2 (20) + 1.6 (60) = 120 kips |
ASD
The allowable shear is:
| Vn/Ωv = 306 / 1.67 = 125.8 kips |
The shear demand is:
| Va = 20 + 60 = 80 kips |
Results
| Parameter | Hand Calculation | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Shear capacity, ϕvVn, X axis (kips) LRFD | 189 | 189.0 | none | |
| Shear demand, Vu, X axis (kips) LRFD | 120 | 120.0 | none | |
| Shear capacity, Vn/Ωvm, X axis (kips) ASD | 125.8 | 125.8 | none | The reference rounds this value to 126 kips. |
| Shear demand, Va, X axis (kips) ASD | 80 | 80.0 | none |
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-16 Shear Weak Axis.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 27-Nov-18
JOB NAME AISC Desgin Example v15.0 - G.6
END JOB INFORMATION
*********************************************
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 4 0 0;
MEMBER INCIDENCES
1 1 2;
**********************************************
DEFINE MATERIAL START
ISOTROPIC STEEL_50_KSI
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 7200 FU 8928 RY 1.5 RT 1.2
END DEFINE MATERIAL
**********************************************
MEMBER PROPERTY AMERICAN
1 TABLE ST W21X48
*
CONSTANTS
MATERIAL STEEL_50_KSI ALL
BETA 90.0 MEMBER 1
*
SUPPORTS
1 PINNED
2 FIXED BUT FX MY MZ
**********************************************
UNIT INCHES KIP
LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1
MEMBER LOAD
1 CON GY -40
LOAD 2 LOADTYPE Live TITLE LOAD CASE 2
MEMBER LOAD
1 CON GY -120
*
UNIT FEET KIP
LOAD COMB 3 LRFD COMBINATION
1 1.2 2 1.6
*
LOAD COMB 4 ASD Combination
1 1.0 2 1.0
*********************************************
PERFORM ANALYSIS
UNIT INCHES KIP
PRINT SUPPORT REACTION ALL
*********************************************
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
*
TRACK 2 ALL
CHECK CODE ALL
*********************************************
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
*
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD Output
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (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. 5 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST W21X48 (AISC SECTIONS)| | Status: FAIL Ratio: 4.346 Loadcase: 3 | | Location: 24.00 Ref: Cl.F6.2 | | Pz: 0.000 T Vy: 0.000 Vx: -120.0 | | Tz: 0.000 My: -2880. Mx: 0.000 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 28.973 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 4.346(FAIL) | | Loc : 24.00 Condition : Cl.F6.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 24.00, 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: 50.000 Fu: 62.000 | |-----------------------------------------------------------------------------| | Actual Member Length: 48.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 48.00) | | 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: 48.00) | | λ λp λr CASE | | Flange: NonCompact 9.47 9.15 24.08 Table.B4.1b.Case13 | | Web : Compact 53.54 ****** ****** Table.B4.1. | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 6 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (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 | | 0.000 655.7 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 14.100 in2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 874.20 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 556.1 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 5.8202 Cl.E2 | | Elastic Buckling Stress : Fex = 8449.2 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 49.876 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 617.87 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 529.2 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 28.973 Cl.E2 | | Elastic Buckling Stress : Fey = 340.96 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcry = 47.023 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pny = 588.02 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 537.9 0.000 Cl.E4 3 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 498.48 ksi Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 47.944 ksi Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 597.69 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 120.0 189.0 0.635 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 | | 0.000 216.3 0.000 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. 8 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 2880. 670.5 4.295 Cl.F6.1 3 24.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 745.00 kip-in Eq.F6-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 4775. 0.000 Cl.F3.1 3 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 5306.1 kip-in Eq.F3-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 2880. 662.7 4.346 Cl.F6.2 3 24.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 736.35 kip-in Eq.F6-2 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 9 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 4.346 Eq.H1-1b 3 24.00 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 634.50 kip Cl.H1.1 | | Moment Capacity : Mcx = 4775.5 kip-in Cl.H1.1 | | Moment Capacity : Mcy = 662.71 kip-in Cl.H1.1 | |-----------------------------------------------------------------------------| 62. ********************************************* 63. LOAD LIST 4 64. PARAMETER 2 65. CODE AISC UNIFIED 2016 66. METHOD ASD 67. * 68. TRACK 2 ALL 69. CHECK CODE ALL PARAMETER 2 STAAD SPACE -- PAGE NO. 10 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (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. 11 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST W21X48 (AISC SECTIONS)| | Status: FAIL Ratio: 4.354 Loadcase: 4 | | Location: 24.00 Ref: Cl.F6.2 | | Pz: 0.000 T Vy: 0.000 Vx: -80.00 | | Tz: 0.000 My: -1920. Mx: 0.000 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 28.973 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 4.354(FAIL) | | Loc : 24.00 Condition : Cl.F6.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 24.00, 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: 50.000 Fu: 62.000 | |-----------------------------------------------------------------------------| | Actual Member Length: 48.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 48.00) | | 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: 48.00) | | λ λp λr CASE | | Flange: NonCompact 9.47 9.15 24.08 Table.B4.1b.Case13 | | Web : Compact 53.54 ****** ****** Table.B4.1. | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 12 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (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 | | 0.000 437.1 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 14.100 in2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 874.20 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 370.0 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 5.8202 Cl.E2 | | Elastic Buckling Stress : Fex = 8449.2 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 49.876 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 617.87 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 352.1 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 28.973 Cl.E2 | | Elastic Buckling Stress : Fey = 340.96 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcry = 47.023 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pny = 588.02 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 357.9 0.000 Cl.E4 4 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 498.48 ksi Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 47.944 ksi Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 597.69 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 13 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 80.00 125.8 0.636 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 | | 0.000 144.2 0.000 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. 14 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 1920. 446.1 4.304 Cl.F6.1 4 24.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 745.00 kip-in Eq.F6-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 3177. 0.000 Cl.F3.1 4 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 5306.1 kip-in Eq.F3-1 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 1920. 440.9 4.354 Cl.F6.2 4 24.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 736.35 kip-in Eq.F6-2 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 15 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 4.354 Eq.H1-1b 4 24.00 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 422.16 kip Cl.H1.1 | | Moment Capacity : Mcx = 3177.3 kip-in Cl.H1.1 | | Moment Capacity : Mcy = 440.93 kip-in Cl.H1.1 | |-----------------------------------------------------------------------------|