V. AISC 360-22 C Tension
Verify the tension capacity of a standard 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 C15x33.9 section is subjected to an axial dead load of 4 kips and live load of 10 kips. Assume a shear lag factor of U = 0.8 and a net area of 90% of the gross area due to the connections. The material is Grade 70 steel.
Section Properties
From reference #2
- Gross area, A = 10.0 in2
Calculations
Section Forces
This example will use a single load case for both LRFD and ASD examples: 1.0DL + 1.0LL.
Pu = Pa = 4 + 10 = 14
kips
Tension Yielding
LRFD: , ratio
ASD: , ratio
Tension Rupture
An = 0.90 × A = 0.9
(10.0) = 9.0 in2
Ae = AnU =
9.0 × 0.8 = 7.2 in2
LRFD: , ratio
ASD: , ratio
Rupture governs tensile capacity.
Comparison
| Result Type | Reference | STAAD.Pro | Difference | Comments | |
|---|---|---|---|---|---|
| LRFD | Tensile yielding strength, ϕtPn (kips) | 630 | 630 | none | |
| Tensile yielding ratio | 0.022 | 0.022 | none | ||
| Tensile rupture strength, ϕtPn (kips) | 486 | 486 | none | ||
| Tensile rupture ratio | 0.029 | 0.029 | none | ||
| ASD | Tensile yielding strength, Pn/Ωt (kips) | 419.2 | 419.2 | none | |
| Tensile yielding ratio | 0.033 | 0.033 | none | ||
| Tensile rupture strength, Pn/Ωt (kips) | 324 | 324.0 | none | ||
| Tensile rupture ratio | 0.043 | 0.043 | none | ||
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 Tension.STD is typically installed with the program.
The following design parameters are used:
- The steel yield strength is directly specified:
FYLD 70andFU 90 - A net section factor is specified using
NSF 0.9 - The shear lag factor, U, is specified using
SLF 0.8 - A rolled shape is specified using
STP 2
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 21-MAY-24
END JOB INFORMATION
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 20 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
UNIT INCHES KIP
MEMBER PROPERTY AMERICAN
1 TABLE ST C15X33
UNIT FEET KIP
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1-DL
JOINT LOAD
2 FX 4
LOAD 2 LOADTYPE None TITLE LOAD CASE 2-LL
JOINT LOAD
2 FX 10
LOAD COMB 3 COMBINATION LOAD CASE 3
1 1.0 2 1.0
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
LOAD LIST 3
UNIT INCHES KIP
PARAMETER 1
CODE AISC UNIFIED 2022
METHOD LRFD
FYLD 70 ALL
FU 90 ALL
NSF 0.9 ALL
SLF 0.8 ALL
STP 2 ALL
KZ 0.9 ALL
KY 1 ALL
TRACK 2 ALL
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2022
METHOD ASD
FYLD 70 ALL
FU 90 ALL
NSF 0.9 ALL
SLF 0.8 ALL
STP 2 ALL
KZ 0.9 ALL
KY 1 ALL
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 C15X33 (AISC SECTIONS)|
| Status: PASS Ratio: 0.029 Loadcase: 3 |
| Location: 0.00 Ref: Cl.D2 |
| Pz: 14.00 T Vy: 0.000 Vx: 0.000 |
| Tz: 0.000 My: 0.000 Mx: 0.000 |
|-----------------------------------------------------------------------------|
| TENSION SLENDERNESS |
| Actual Slenderness Ratio : 267.162 |
| Allowable Slenderness Ratio : 300.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 3 Ratio : 0.029(PASS) |
| Loc : 0.00 Condition : Cl.D2 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 1.000E+01 Axx : 4.420E+00 Ayy : 5.480E+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: 70.000 Fu: 90.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 240.000 |
| Design Parameters (Built-Up) |
| Kx: 0.90 Ky: 1.00 NSF: 0.90 SLF: 0.80 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 3 LOC: 240.00) |
| λ λp λr CASE |
| Flange: NonSlender 5.23 N/A 11.40 Table.B4.1a.Case1 |
| Web : Slender 34.25 N/A 30.33 Table.B4.1a.Case5 |
| |
| FLEXURE CLASSIFICATION (L/C: 3 LOC: 240.00) |
| λ λp λr CASE |
| Flange: Compact 5.23 7.73 20.35 Table.B4.1b.Case10 |
| Web : Compact 34.25 76.53 116.02 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 |
| 14.00 630.0 0.022 Cl.D2 3 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 700.00 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 14.00 486.0 0.029 Cl.D2 3 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 7.2000 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 648.00 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 532.0 0.000 Cl.E3 3 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcx/rx = 42.762 Cl.E2 |
| Effective Slenderness : Lcx/rx = 38.486 Cl.E2 |
| Elastic Buckling Stress : Fex = 193.24 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnx = 60.152 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 591.10 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 31.65 0.000 Cl.E3 3 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcy/ry = 267.16 Cl.E2 |
| Effective Slenderness : Lcy/ry = 267.16 Cl.E2 |
| Elastic Buckling Stress : Fey = 4.0100 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 3.5168 ksi Eq.E3-3 |
| Nom. Flexural Buckling : Pny = 35.168 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL-TORSIONAL-BUCKLING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 279.7 0.000 Cl.E4 3 0.00 |
| |
| Intermediate Results : |
| Constant : H = 0.91231 Eq.E4-8 |
| Euler Buckling Stress : Fez = 36.800 ksi Eq.E4-7 |
| Elastic F-T-B Stress : Fe = 36.074 ksi Eq.E4-3 |
| Nom. F-T-B Stress : Fn = 31.072 ksi Eq.E3-2 |
| Nom. Flex-tor Buckling : Pn = 310.72 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
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 |
| 0.000 167.1 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 = 185.64 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 207.1 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 = 230.16 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 |
| 0.000 3200. 0.000 Cl.F2.1 3 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 3556.0 kip-in Eq.F2-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 320.4 0.000 Cl.F6.1 3 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 355.98 kip-in Eq.F6-1 |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 650.8 0.000 Cl.F2.2 3 0.00 |
| |
| Intermediate Results : |
| Nom L-T-B Cap : Mnx = 723.14 kip-in Eq.F2-3 |
| Mom. Distr. factor : CbX = 1.0000 Custom |
| Limiting Unbraced Length : LpX = 32.181 in Eq.F2-5 |
| coefficient C : Cx = 1.0811 Eq.F2-8b |
| Effective Rad. of Gyr. : Rts = 1.1293 in Eq.F2-7 |
| Limiting Unbraced Length : LrX = 105.59 in Eq.F2-6 |
| Crit. Elas. L-T-B Stress : FcrX = 17.218 ksi Eq.F2-4 |
|-----------------------------------------------------------------------------|
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 |
| 0.014 Eq.H1-1b 3 0.00 |
| |
| Intermediate Results : |
| Axial Capacity : Pc = 486.00 kip Cl.H1.1 |
| Moment Capacity : Mcx = 650.82 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 320.38 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|
52. PARAMETER 2
53. CODE AISC UNIFIED 2022
54. METHOD ASD
55. FYLD 70 ALL
56. FU 90 ALL
57. NSF 0.9 ALL
58. SLF 0.8 ALL
59. STP 2 ALL
60. KZ 0.9 ALL
61. KY 1 ALL
62. TRACK 2 ALL
63. 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 C15X33 (AISC SECTIONS)|
| Status: PASS Ratio: 0.043 Loadcase: 3 |
| Location: 0.00 Ref: Cl.D2 |
| Pz: 14.00 T Vy: 0.000 Vx: 0.000 |
| Tz: 0.000 My: 0.000 Mx: 0.000 |
|-----------------------------------------------------------------------------|
| TENSION SLENDERNESS |
| Actual Slenderness Ratio : 267.162 |
| Allowable Slenderness Ratio : 300.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 3 Ratio : 0.043(PASS) |
| Loc : 0.00 Condition : Cl.D2 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 1.000E+01 Axx : 4.420E+00 Ayy : 5.480E+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: 70.000 Fu: 90.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 240.000 |
| Design Parameters (Built-Up) |
| Kx: 0.90 Ky: 1.00 NSF: 0.90 SLF: 0.80 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 3 LOC: 240.00) |
| λ λp λr CASE |
| Flange: NonSlender 5.23 N/A 11.40 Table.B4.1a.Case1 |
| Web : Slender 34.25 N/A 30.33 Table.B4.1a.Case5 |
| |
| FLEXURE CLASSIFICATION (L/C: 3 LOC: 240.00) |
| λ λp λr CASE |
| Flange: Compact 5.23 7.73 20.35 Table.B4.1b.Case10 |
| Web : Compact 34.25 76.53 116.02 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 |
| 14.00 419.2 0.033 Cl.D2 3 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 700.00 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 14.00 324.0 0.043 Cl.D2 3 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 7.2000 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 648.00 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 354.0 0.000 Cl.E3 3 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcx/rx = 42.762 Cl.E2 |
| Effective Slenderness : Lcx/rx = 38.486 Cl.E2 |
| Elastic Buckling Stress : Fex = 193.24 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnx = 60.152 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 591.10 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 21.06 0.000 Cl.E3 3 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcy/ry = 267.16 Cl.E2 |
| Effective Slenderness : Lcy/ry = 267.16 Cl.E2 |
| Elastic Buckling Stress : Fey = 4.0100 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 3.5168 ksi Eq.E3-3 |
| Nom. Flexural Buckling : Pny = 35.168 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL-TORSIONAL-BUCKLING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 186.1 0.000 Cl.E4 3 0.00 |
| |
| Intermediate Results : |
| Constant : H = 0.91231 Eq.E4-8 |
| Euler Buckling Stress : Fez = 36.800 ksi Eq.E4-7 |
| Elastic F-T-B Stress : Fe = 36.074 ksi Eq.E4-3 |
| Nom. F-T-B Stress : Fn = 31.072 ksi Eq.E3-2 |
| Nom. Flex-tor Buckling : Pn = 310.72 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
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 |
| 0.000 111.2 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 = 185.64 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 137.8 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 = 230.16 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 |
| 0.000 2129. 0.000 Cl.F2.1 3 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 3556.0 kip-in Eq.F2-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 213.2 0.000 Cl.F6.1 3 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 355.98 kip-in Eq.F6-1 |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 433.0 0.000 Cl.F2.2 3 0.00 |
| |
| Intermediate Results : |
| Nom L-T-B Cap : Mnx = 723.14 kip-in Eq.F2-3 |
| Mom. Distr. factor : CbX = 1.0000 Custom |
| Limiting Unbraced Length : LpX = 32.181 in Eq.F2-5 |
| coefficient C : Cx = 1.0811 Eq.F2-8b |
| Effective Rad. of Gyr. : Rts = 1.1293 in Eq.F2-7 |
| Limiting Unbraced Length : LrX = 105.59 in Eq.F2-6 |
| Crit. Elas. L-T-B Stress : FcrX = 17.218 ksi Eq.F2-4 |
|-----------------------------------------------------------------------------|
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 |
| 0.022 Eq.H1-1b 3 0.00 |
| |
| Intermediate Results : |
| Axial Capacity : Pc = 324.00 kip Cl.H1.1 |
| Moment Capacity : Mcx = 433.02 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 213.16 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|