V. AISC 360-22 C Interaction
Verify the capacities and interaction check ratio of a channel section per the AISC 360-22 code.
Reference
- Steel Construction Manual, 16th Edition, American Institute of Steel Construction, 2017
AISC Shapes Database v16.0
August, 2023. https://www.aisc.org/publications/steel-construction-manual-resources/16th-ed-steel-construction-manual/aisc-shapes-database-v16.0/
Problem
A 5' long cantilever beam is subjected to an axial load of 50 kips along with bending moments at the free end of 60 ft-kips about the major axis and 6 ft-kips about the minor axis. The section is an MC8x8.5 with Grade A36 steel. Assume the member is braced at the free end.
Section Properties
From reference #2:
- Depth, D = 8 in.
- Flange width, bf = 1.87 in
- Flange thickness, tf = 0.311 in.
- Web thickenss, tw = 0.179 in.
- Gross area, A = 2.5 in2
- Elastic section modulus about major axis, Sx = 5.82 in3
- Plastic section modulus about major axis, Zx = 6.95 in3
- Elastic section modulus about minor axis, Sy = 0.431 in3
- Plastic section modulus about minor axis, Zy = 0.875 in3
- Radius of gyration about minor axis, ry = 0.500 in
Material Properites
- Fy = 36 ksi
- E = 29,000 ksi
- G = 11,200 ksi
Calculations
Compression Capacity
The effective length of the member, Lc = KL = 1.0 × 60 in = 60 in.
The available compressive strength:
LRFD:
ASD:
Bending Capacity About Major Axis
The moment modification factor, Cb = 1.0 for contant moment along the section.
Flexural yielding about X axis:
LRFD:
ASD:
From Table 3-9 in reference #1, Lp = 2.08 ft = 24.96 in and Lr = 7.42 ft = 89.04 in. Therefore, Lp < Lb = 60 in < Lr.
LRFD:
ASD:
Bending Capacity About Minor Axis
Flexural yielding about Y axis:
The available minor axis bending strength:
LRFD:
ASD:
Combined Forces
LRFD:
ASD:
LRFD
ASD
Comparison
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Iteraction ratio, LRFD | 1.863 | 1.904 | 2.2% | The STAAD.Pro AISC database used slightly rounded values for the plastic section moduli. |
| Interaction ratio, ASD | 2.799 | 2.862 | 2.3% |
STAAD.Pro Input File
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples\Verification Models\09 Steel Design\US\AISC\AISC 360-22 C Interaction.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 17-June-24
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 5 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
ISOTROPIC STEEL_36_KSI
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
G 1.6128e+06
TYPE STEEL
STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY 'US (AISC 2023).DB3'
1 TABLE 'MISCELLANEOUS CHANNEL' ST 'MC8X8.5'
CONSTANTS
MATERIAL STEEL_36_KSI ALL
SUPPORTS
1 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
UNIT INCHES KIP
JOINT LOAD
2 FX -50
2 MZ -60
2 MY -6
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PARAMETER 1
CODE AISC UNIFIED 2022
METHOD LRFD
TRACK 2 ALL
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2022
METHOD ASD
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - AISC 360-22 LRFD (V1.0)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
***NOTE : AISC 360-22 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 360-22 code.
The analysis results are reported in STAAD.Pro axis convention and the AISC 360:22
design results are reported in AISC 360-22 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 360-22 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 360-22 LRFD (V1.0)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1
|-----------------------------------------------------------------------------|
|* Member No: 1 Profile: ST MC8X8.5 (STANDARD SECTI|NS)
| Status: FAIL Ratio: 1.904 Loadcase: 1 |
| Location: 0.00 Ref: Eq.H1-1a |
| Pz: 50.00 C Vy: 0.8882E-15 Vx: -.1110E-15 |
| Tz: 0.000 My: 6.000 Mx: 60.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION SLENDERNESS |
| Actual Slenderness Ratio : 122.474 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 1.904(FAIL) |
| Loc : 0.00 Condition : Eq.H1-1a |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 2.500E+00 Axx : 1.163E+00 Ayy : 1.432E+00 |
| Ixx : 2.330E+01 Iyy : 6.000E-01 J : 6.000E-02 |
| Sxx+: 5.825E+00 Sxx-: 5.825E+00 Zxx : 7.000E+00 |
| Syy+: 4.324E-01 Syy-: 1.244E+00 Zyy : 9.000E-01 |
| Cw : 8.124E+00 x0 : -1.024E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 36.000 Fu: 58.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 60.000 |
| Design Parameters (Rolled) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 1 LOC: 60.00) |
| λ λp λr CASE |
| Flange: NonSlender 6.01 N/A 15.89 Table.B4.1a.Case1 |
| Web : NonSlender 41.22 N/A 42.29 Table.B4.1a.Case5 |
| |
| FLEXURE CLASSIFICATION (L/C: 1 LOC: 60.00) |
| λ λp λr CASE |
| Flange: Compact 6.01 10.79 28.38 Table.B4.1b.Case10 |
| Web : Compact 41.22 106.72 161.78 Table.B4.1b.Case15 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 8
STAAD.PRO CODE CHECKING - AISC 360-22 LRFD (V1.0)
*****************************************************
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 81.00 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 90.000 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 108.8 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 2.5000 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 145.00 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 50.00 79.37 0.630 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcx/rx = 19.654 Cl.E2 |
| Effective Slenderness : Lcx/rx = 19.654 Cl.E2 |
| Elastic Buckling Stress : Fex = 740.99 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnx = 35.275 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 88.188 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 50.00 36.77 1.360 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcy/ry = 122.47 Cl.E2 |
| Effective Slenderness : Lcy/ry = 122.47 Cl.E2 |
| Elastic Buckling Stress : Fey = 19.081 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 16.344 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 40.860 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL-TORSIONAL-BUCKLING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 50.00 59.65 0.838 Cl.E4 1 0.00 |
| |
| Intermediate Results : |
| Constant : H = 0.90111 Eq.E4-8 |
| Euler Buckling Stress : Fez = 49.586 ksi Eq.E4-7 |
| Elastic F-T-B Stress : Fe = 49.239 ksi Eq.E4-3 |
| Nom. F-T-B Stress : Fn = 26.510 ksi Eq.E3-2 |
| Nom. Flex-tor Buckling : Pn = 66.274 kip Eq.E4-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 9
STAAD.PRO CODE CHECKING - AISC 360-22 LRFD (V1.0)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR SHEAR |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.1110E-15 22.61 0.000 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 = 25.124 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.8882E-15 27.84 0.000 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 = 30.931 kip Eq.G2-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 10
STAAD.PRO CODE CHECKING - AISC 360-22 LRFD (V1.0)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR BENDING |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 60.00 226.8 0.265 Cl.F2.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 252.00 kip-in Eq.F2-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -6.000 22.41 0.268 Cl.F6.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 24.904 kip-in Eq.F6-1 |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 60.00 173.8 0.345 Cl.F2.2 1 0.00 |
| |
| Intermediate Results : |
| Nom L-T-B Cap : Mnx = 193.16 kip-in Eq.F2-2 |
| Mom. Distr. factor : CbX = 1.0000 Custom |
| Limiting Unbraced Length : LpX = 24.472 in Eq.F2-5 |
| coefficient C : Cx = 1.0448 Eq.F2-8b |
| Effective Rad. of Gyr. : Rts = 0.61565 in Eq.F2-7 |
| Limiting Unbraced Length : LrX = 88.001 in Eq.F2-6 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 11
STAAD.PRO CODE CHECKING - AISC 360-22 LRFD (V1.0)
*****************************************************
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 |
| 1.904 Eq.H1-1a 1 0.00 |
| |
| Intermediate Results : |
| Axial Capacity : Pc = 36.774 kip Cl.H1.1 |
| Moment Capacity : Mcx = 173.85 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 22.414 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|
49. PARAMETER 2
50. CODE AISC UNIFIED 2022
51. METHOD ASD
52. TRACK 2 ALL
53. CHECK CODE ALL
PARAMETER 2
STAAD SPACE -- PAGE NO. 12
STAAD.PRO CODE CHECKING - AISC 360-22 ASD (V1.0)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
***NOTE : AISC 360-22 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 360-22 code.
The analysis results are reported in STAAD.Pro axis convention and the AISC 360:22
design results are reported in AISC 360-22 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 360-22 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 360-22 ASD (V1.0)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1
|-----------------------------------------------------------------------------|
|* Member No: 1 Profile: ST MC8X8.5 (STANDARD SECTI|NS)
| Status: FAIL Ratio: 2.862 Loadcase: 1 |
| Location: 0.00 Ref: Eq.H1-1a |
| Pz: 50.00 C Vy: 0.8882E-15 Vx: -.1110E-15 |
| Tz: 0.000 My: 6.000 Mx: 60.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION SLENDERNESS |
| Actual Slenderness Ratio : 122.474 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 2.862(FAIL) |
| Loc : 0.00 Condition : Eq.H1-1a |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 2.500E+00 Axx : 1.163E+00 Ayy : 1.432E+00 |
| Ixx : 2.330E+01 Iyy : 6.000E-01 J : 6.000E-02 |
| Sxx+: 5.825E+00 Sxx-: 5.825E+00 Zxx : 7.000E+00 |
| Syy+: 4.324E-01 Syy-: 1.244E+00 Zyy : 9.000E-01 |
| Cw : 8.124E+00 x0 : -1.024E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 36.000 Fu: 58.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 60.000 |
| Design Parameters (Rolled) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 1 LOC: 60.00) |
| λ λp λr CASE |
| Flange: NonSlender 6.01 N/A 15.89 Table.B4.1a.Case1 |
| Web : NonSlender 41.22 N/A 42.29 Table.B4.1a.Case5 |
| |
| FLEXURE CLASSIFICATION (L/C: 1 LOC: 60.00) |
| λ λp λr CASE |
| Flange: Compact 6.01 10.79 28.38 Table.B4.1b.Case10 |
| Web : Compact 41.22 106.72 161.78 Table.B4.1b.Case15 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 14
STAAD.PRO CODE CHECKING - AISC 360-22 ASD (V1.0)
****************************************************
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 53.89 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 90.000 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 72.50 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 2.5000 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 145.00 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 50.00 52.81 0.947 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcx/rx = 19.654 Cl.E2 |
| Effective Slenderness : Lcx/rx = 19.654 Cl.E2 |
| Elastic Buckling Stress : Fex = 740.99 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnx = 35.275 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 88.188 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 50.00 24.47 2.044 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcy/ry = 122.47 Cl.E2 |
| Effective Slenderness : Lcy/ry = 122.47 Cl.E2 |
| Elastic Buckling Stress : Fey = 19.081 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 16.344 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 40.860 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL-TORSIONAL-BUCKLING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 50.00 39.68 1.260 Cl.E4 1 0.00 |
| |
| Intermediate Results : |
| Constant : H = 0.90111 Eq.E4-8 |
| Euler Buckling Stress : Fez = 49.586 ksi Eq.E4-7 |
| Elastic F-T-B Stress : Fe = 49.239 ksi Eq.E4-3 |
| Nom. F-T-B Stress : Fn = 26.510 ksi Eq.E3-2 |
| Nom. Flex-tor Buckling : Pn = 66.274 kip Eq.E4-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 15
STAAD.PRO CODE CHECKING - AISC 360-22 ASD (V1.0)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR SHEAR |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.1110E-15 15.04 0.000 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 = 25.124 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.8882E-15 18.52 0.000 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 = 30.931 kip Eq.G2-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 16
STAAD.PRO CODE CHECKING - AISC 360-22 ASD (V1.0)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 1 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR BENDING |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 60.00 150.9 0.398 Cl.F2.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 252.00 kip-in Eq.F2-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -6.000 14.91 0.402 Cl.F6.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 24.904 kip-in Eq.F6-1 |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 60.00 115.7 0.519 Cl.F2.2 1 0.00 |
| |
| Intermediate Results : |
| Nom L-T-B Cap : Mnx = 193.16 kip-in Eq.F2-2 |
| Mom. Distr. factor : CbX = 1.0000 Custom |
| Limiting Unbraced Length : LpX = 24.472 in Eq.F2-5 |
| coefficient C : Cx = 1.0448 Eq.F2-8b |
| Effective Rad. of Gyr. : Rts = 0.61565 in Eq.F2-7 |
| Limiting Unbraced Length : LrX = 88.001 in Eq.F2-6 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 17
STAAD.PRO CODE CHECKING - AISC 360-22 ASD (V1.0)
****************************************************
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 |
| 2.862 Eq.H1-1a 1 0.00 |
| |
| Intermediate Results : |
| Axial Capacity : Pc = 24.467 kip Cl.H1.1 |
| Moment Capacity : Mcx = 115.67 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 14.913 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|