V. AISC 360-22 L Compression
Verify the compression capacity of a single angle member per the AISC 360-22 code.
Reference
- Steel Construction Manual, 16th Edition, American Institute of Steel Construction, 2017
AISC Shapes Database v15.0
November, 2017. https://www.aisc.org/publications/steel-construction-manual-resources/15th-ed-steel-construction-manual/shapes-database-v15.0
Problem
A 10' long cantilever member is subjected to 20 kips compressive load. The member is a single L8x6x3/4 (as specified in the 15th Ed. AISC shapes database). The material is grade A36 steel. There are no transverse loads and the member is laterally braced at top and bottom. Assume the member is connected via the long leg to the load and support and that the attachment is welded.
Section Properties
From reference #2:
- Long leg width, b1 = 8.0 in
- Short leg width, b2 = 6.0 in
- Thickness, t = 0.75 in
- Area, A = 9.94 in2
- Radius of gyration about the y-axis, ry = 1.75 in
- Tangent of angle between geometric and principal axes, tan(α) = 0.550
- Moment of inertia about the major principle axis, Iw = 77.8 in4
- Moment of inertia about the minor principle axis, Iz = 16.6 in4
- Radius of gyration about the minor principle axis, rz = 1.29in
Calculations
Section Forces
This example will use a single load case for both LRFD and ASD examples: 1.0DL + 1.0LL.
Pu =
Pa = 20 kips
Eccentricity Effects
The ratio of long leg to short leg, b1/b2 = 8.00 / 6.00 = 1.33 < 1.7.
Lc/r < 200, so the effects of eccentricity may be neglected.
Element Slenderness
Long leg (Table B4.1a, case 3 and B4.1b.(e) ) governs slenderness by inspection:
λLL < λr, so the
legs are nonslender
in compression.
Flexural-torsional buckling (as described in Cl. E4) does not need to be considered per Cl. E5, since .
Flexural Buckling
For members without slender elements, Cl. E3 applies.
The available compressive strength:
LRFD: , ratio
ASD: , ratio
Principle Axes
The radius of gyration about the major and minor principle axes, respectively:
The slenderness ratio about the minor principle axis, . Thus, the principle axes do not govern flexural buckling.
Comparison
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Compression capcaity, ϕcPn LRFD (kips) | 144.5 | 148.2 | 2.6% | See note abelow. |
| Critical ratio, LRFD | 0.138 | 0.135 | 2.2% | |
| Compression capcaity, Pn/Ωc ASD (kips) | 96.12 | 98.63 | 2.6% | |
| Critical ratio, LRFD | 0.203 | 0.208 | 2.5% |
- The STAAD input file compared here uses a slightly higher value for the modulus of elasticy, E = 29,733 ksi (205 MPa).
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 L Compression.STD is typically installed with the program.
The following design parameters are used:
- The long leg of the angle as the connection side is specified using:
LEG 0 - The web member of a regular truss is specified using
IMM 0 - The member requirements for single angle members in compression in sections
E5.(1) to E5.(3) are met and this is specified using the
E5P 0
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 21-MAY-24
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 3.04801 0;
MEMBER INCIDENCES
1 2 1;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+08
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-05
DAMP 0.03
G 7.88462e+07
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST L806012
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
JOINT LOAD
2 FY -88.9644
PERFORM ANALYSIS
UNIT INCHES KIP
PARAMETER 1
CODE AISC UNIFIED 2022
LEG 0 ALL
IMM 0 ALL
E5P 0 ALL
TRACK 2 ALL
METHOD LRFD
CHECK CODE ALL
PARAMETER 2
CODE AISC UNIFIED 2022
LEG 0 ALL
IMM 0 ALL
E5P 0 ALL
TRACK 2 ALL
METHOD ASD
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
------------ ----------- -------------
U Z Axis typically parallel to the sections principal major axis.
V 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. 4
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 L806012 (AISC SECTIONS)|
| Status: PASS Ratio: 0.135 Loadcase: 1 |
| Location: 0.00 Ref: Cl.E3 |
| Pz: 20.00 C Vy: 0.000 Vx: -0.000 |
| Tz: 0.000 My: 0.000 Mx: -0.000 |
|-----------------------------------------------------------------------------|
| COMPRESSION SLENDERNESS |
| Actual Slenderness Ratio : 123.322 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 0.135(PASS) |
| Loc : 0.00 Condition : Cl.E3 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 9.990E+00 Axx : 4.500E+00 Ayy : 6.000E+00 |
| Ixx : 6.343E+01 Iyy : 3.072E+01 J : 1.873E+00 |
| Sxx+: 6.419E+00 Sxx-: 6.224E+00 Zxx : 2.526E+01 |
| Syy+: 1.403E+01 Syy-: 1.773E+01 Zyy : 1.124E+01 |
| Cw : 7.281E+00 x0 : 1.180E+00 y0 : 2.175E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 36.000 Fu: 58.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 120.000 |
| Design Parameters (Rolled) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 1 LOC: 120.00) |
| λ λp λr CASE |
| Flange: NonSlender 8.00 N/A 12.93 Table.B4.1a.Case3 |
| Web : NonSlender 10.67 N/A 12.93 Table.B4.1a.Case3 |
| |
| FLEXURE CLASSIFICATION (L/C: 1 LOC: 120.00) |
| λ λp λr CASE |
| Flange: Compact 8.00 15.52 26.15 Table.B4.1b.Case12 |
| Web : Compact 10.67 15.52 26.15 Table.B4.1b.Case12 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 5
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 |
| 0.000 323.7 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 359.64 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 434.6 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 9.9900 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 579.42 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 20.00 148.2 0.135 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcy/ry = 123.32 Eq.E5-1 |
| Elastic Buckling Stress : Fey = 19.295 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 16.488 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 164.71 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING U |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 20.00 294.3 0.068 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcu/ru = 43.077 Cl.E2 |
| Effective Slenderness : Lcu/ru = 43.077 Cl.E2 |
| Elastic Buckling Stress : Feu = 158.14 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnu = 32.728 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnu = 326.95 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING V |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 20.00 207.6 0.096 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcv/rv = 93.024 Cl.E2 |
| Effective Slenderness : Lcv/rv = 93.024 Cl.E2 |
| Elastic Buckling Stress : Fev = 33.912 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnv = 23.085 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnv = 230.62 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 6
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 87.48 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.G3 |
| Nom. Shear Along X : Vnx = 97.200 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 116.6 0.000 Cl.G1 1 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along Y : Kv = 1.2000 Cl.G3 |
| Nom. Shear Along Y : Vny = 129.60 kip Eq.G3-1 |
|-----------------------------------------------------------------------------|
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 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR BENDING |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (U) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 681.8 0.000 Cl.F10.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along U : Mnu = 757.51 kip-in Eq.F10-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (V) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 302.5 0.000 Cl.F10.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along V : Mnv = 336.11 kip-in Eq.F10-1 |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT U |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 665.1 0.000 Cl.F10.2 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding About U : Mnu = 739.02 kip-in Eq.F10-2 |
| modification factor Cb : CbU = 1.0000 Custom |
| Crit. Elast. L-T-B Moment : McrU = 3315.7 kip-in Eq.F10-4 |
|-----------------------------------------------------------------------------|
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 BEND INTERACTION |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H2 |
| RATIO CRITERIA L/C LOC |
| 0.135 Eq.H2-1 1 0.00 |
| |
| Intermediate Results : |
| Applied Stress : fra = -2.0020 ksi Eq.H2-1 |
| Allowable Stress : Fca = 14.839 ksi Eq.H2-1 |
| Allowable Stress : Fcbz = 47.414 ksi Eq.H2-1 |
| Allowable Stress : Fcbw = 22.862 ksi Eq.H2-1 |
|-----------------------------------------------------------------------------|
41. PARAMETER 2
42. CODE AISC UNIFIED 2022
43. LEG 0 ALL
44. IMM 0 ALL
45. E5P 0 ALL
46. TRACK 2 ALL
47. METHOD ASD
48. CHECK CODE ALL
PARAMETER 2
STAAD SPACE -- PAGE NO. 9
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
------------ ----------- -------------
U Z Axis typically parallel to the sections principal major axis.
V 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. 10
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 L806012 (AISC SECTIONS)|
| Status: PASS Ratio: 0.203 Loadcase: 1 |
| Location: 0.00 Ref: Cl.E3 |
| Pz: 20.00 C Vy: 0.000 Vx: -0.000 |
| Tz: 0.000 My: 0.000 Mx: -0.000 |
|-----------------------------------------------------------------------------|
| COMPRESSION SLENDERNESS |
| Actual Slenderness Ratio : 123.322 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 0.203(PASS) |
| Loc : 0.00 Condition : Cl.E3 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 9.990E+00 Axx : 4.500E+00 Ayy : 6.000E+00 |
| Ixx : 6.343E+01 Iyy : 3.072E+01 J : 1.873E+00 |
| Sxx+: 6.419E+00 Sxx-: 6.224E+00 Zxx : 2.526E+01 |
| Syy+: 1.403E+01 Syy-: 1.773E+01 Zyy : 1.124E+01 |
| Cw : 7.281E+00 x0 : 1.180E+00 y0 : 2.175E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 36.000 Fu: 58.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 120.000 |
| Design Parameters (Rolled) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 1 LOC: 120.00) |
| λ λp λr CASE |
| Flange: NonSlender 8.00 N/A 12.93 Table.B4.1a.Case3 |
| Web : NonSlender 10.67 N/A 12.93 Table.B4.1a.Case3 |
| |
| FLEXURE CLASSIFICATION (L/C: 1 LOC: 120.00) |
| λ λp λr CASE |
| Flange: Compact 8.00 15.52 26.15 Table.B4.1b.Case12 |
| Web : Compact 10.67 15.52 26.15 Table.B4.1b.Case12 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 11
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 |
| 0.000 215.4 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 359.64 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 289.7 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 9.9900 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 579.42 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 20.00 98.63 0.203 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcy/ry = 123.32 Eq.E5-1 |
| Elastic Buckling Stress : Fey = 19.295 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 16.488 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 164.71 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING U |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 20.00 195.8 0.102 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcu/ru = 43.077 Cl.E2 |
| Effective Slenderness : Lcu/ru = 43.077 Cl.E2 |
| Elastic Buckling Stress : Feu = 158.14 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnu = 32.728 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnu = 326.95 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING V |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 20.00 138.1 0.145 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcv/rv = 93.024 Cl.E2 |
| Effective Slenderness : Lcv/rv = 93.024 Cl.E2 |
| Elastic Buckling Stress : Fev = 33.912 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnv = 23.085 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnv = 230.62 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 12
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 58.20 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.G3 |
| Nom. Shear Along X : Vnx = 97.200 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 77.60 0.000 Cl.G1 1 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along Y : Kv = 1.2000 Cl.G3 |
| Nom. Shear Along Y : Vny = 129.60 kip Eq.G3-1 |
|-----------------------------------------------------------------------------|
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 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR BENDING |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (U) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 453.6 0.000 Cl.F10.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along U : Mnu = 757.51 kip-in Eq.F10-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (V) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 201.3 0.000 Cl.F10.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along V : Mnv = 336.11 kip-in Eq.F10-1 |
|-----------------------------------------------------------------------------|
| LAT TOR BUCK ABOUT U |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 442.5 0.000 Cl.F10.2 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding About U : Mnu = 739.02 kip-in Eq.F10-2 |
| modification factor Cb : CbU = 1.0000 Custom |
| Crit. Elast. L-T-B Moment : McrU = 3315.7 kip-in Eq.F10-4 |
|-----------------------------------------------------------------------------|
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 BEND INTERACTION |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H2 |
| RATIO CRITERIA L/C LOC |
| 0.203 Eq.H2-1 1 0.00 |
| |
| Intermediate Results : |
| Applied Stress : fra = -2.0020 ksi Eq.H2-1 |
| Allowable Stress : Fca = 9.8729 ksi Eq.H2-1 |
| Allowable Stress : Fcbz = 31.546 ksi Eq.H2-1 |
| Allowable Stress : Fcbw = 15.211 ksi Eq.H2-1 |
|-----------------------------------------------------------------------------|