V. AISC 360-22 W Section Shear
Verify the the shear capacity of a wide flange 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/. pp
Problem
A 3' long, simply supported beam supports a concentrated load of 48 kips of dead load and 148 kips of live load at mid-span. The section is a W40x215 with transverse stiffeners spaced as 12 in c/c. Consider tension field action for the shear capacity.
Section Properties
From reference #2:
- Depth, d = 39.0 in
- Flange thickness, tf = 1.22 in
- Web thickness, tw = 0.650 in
- Flange + fillet distance, kdes = 2.40 in
- h / tw = 52.6
Calculations
Section Forces
LRFD:P = 1.2 DL + 1.6 LL = 1.2
(48) + 1.6 (148) = 294.4
kips
Vu = ½ (294.4) = 147.2
kips
P = DL + LL = 48 + 148 = 196
kips
Va = ½ (196) = 98
kips
Shear Strength of the Web
From reference #1, Cv1 = 1.0 for a W30x215 with Fy = 50 ksi.
Aw = d×tw
= 39.0 × 0.650 = 25.35 in2
LRFD: , ratio
ASD: , ratio
Tension Field
h = d - 2×kdes = 39.0
- 2 (2.40) = 34.2 in
LRFD: , ratio
ASD: , ratio
Comparison
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| LRFD Shear Capcity, ϕVVn (kips) | 684.5 | 684.4 | negligible | |
| LRFD shear ratio | 0.215 | 0.215 | none | |
| ASD Shear Capacity, Vn/Ωv (kips) | 455.4 | 455.4 | none | |
| ASD shear ratio | 0.215 | 0.215 | 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 W Section Shear.STD is typically installed with the program.
The following design parameters are used:
- The steel yield strength is directly specified:
FYLD 50 - The spacing of the transverse stifferers is specified using
STIFF 12 - Tension field action consideration is indicated using
TFA 1
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 17-Jun-24
END JOB INFORMATION
INPUT WIDTH 79
UNIT INCHES KIP
JOINT COORDINATES
1 0 0 0; 2 36 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29000
POISSON 0.3
DENSITY 0.000283
ALPHA 6.5e-06
DAMP 0.03
G 11200
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY 'US (AISC 2023).DB3'
1 TABLE 'W' ST 'W40X215'
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED BUT FX MX MZ
2 FIXED BUT FZ MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 CON GY -48 18
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 CON GY -148 18
LOAD COMB 3 COMBINATION LOAD CASE 3
1 1.2 2 1.6
LOAD COMB 4 COMBINATION LOAD CASE 4
1 1.0 2 1.0
PERFORM ANALYSIS
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2022
FYLD 50 ALL
METHOD LRFD
STIFF 12 ALL
TFA 1 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2022
FYLD 50 ALL
METHOD ASD
STIFF 12 ALL
TFA 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. 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 W40X215 (STANDARD SECTI|NS)
| Status: PASS Ratio: 0.215 Loadcase: 3 |
| Location: 0.00 Ref: Cl.G1 |
| Pz: 0.000 T Vy: 147.2 Vx: 0.000 |
| Tz: 0.000 My: 0.000 Mx: 0.000 |
|-----------------------------------------------------------------------------|
| TENSION SLENDERNESS |
| Actual Slenderness Ratio : 10.124 |
| Allowable Slenderness Ratio : 300.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 3 Ratio : 0.215(PASS) |
| Loc : 0.00 Condition : Cl.G1 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 6.350E+01 Axx : 3.855E+01 Ayy : 2.535E+01 |
| Ixx : 1.670E+04 Iyy : 8.030E+02 J : 2.480E+01 |
| Sxx+: 8.564E+02 Sxx-: 8.564E+02 Zxx : 9.640E+02 |
| Syy+: 1.016E+02 Syy-: 1.016E+02 Zyy : 1.560E+02 |
| Cw : 2.862E+05 x0 : 0.000E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 50.000 Fu: 60.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 36.000 |
| Design Parameters (Rolled) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 3 LOC: 36.00) |
| λ λp λr CASE |
| Flange: NonSlender 6.48 N/A 13.49 Table.B4.1a.Case1 |
| Web : Slender 56.25 N/A 35.88 Table.B4.1a.Case5 |
| |
| FLEXURE CLASSIFICATION (L/C: 3 LOC: 36.00) |
| λ λp λr CASE |
| Flange: Compact 6.48 9.15 24.08 Table.B4.1b.Case10 |
| Web : Compact 56.25 90.55 137.27 Table.B4.1b.Case15 |
|-----------------------------------------------------------------------------|
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 2858. 0.000 Cl.D2 3 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 3175.0 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 2858. 0.000 Cl.D2 3 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 63.500 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 3810.0 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 2546. 0.000 Cl.E3 3 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcx/rx = 2.2199 Cl.E2 |
| Effective Slenderness : Lcx/rx = 2.2199 Cl.E2 |
| Elastic Buckling Stress : Fex = 58081. ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnx = 49.982 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 2828.5 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 2530. 0.000 Cl.E3 3 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcy/ry = 10.124 Cl.E2 |
| Effective Slenderness : Lcy/ry = 10.124 Cl.E2 |
| Elastic Buckling Stress : Fey = 2792.8 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 49.627 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 2810.8 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL-TORSIONAL-BUCKLING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 2534. 0.000 Cl.E4 3 0.00 |
| |
| Intermediate Results : |
| Elastic F-T-B Stress : Fe = 3626.8 ksi Eq.E4-2 |
| Nom. F-T-B Stress : Fn = 49.712 ksi Eq.E3-2 |
| Nom. Flex-tor Buckling : Pn = 2815.1 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
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 1041. 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 = 1156.6 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 147.2 684.4 0.215 Cl.G1 3 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along Y : Kv = 51.411 Eq.G2-5 |
| Nom. Shear Along Y : Vny = 760.50 kip Eq.G2-6 |
|-----------------------------------------------------------------------------|
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 (X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -2650. 0.4338E+05 0.061 Cl.F2.1 3 18.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 48200. kip-in Eq.F2-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 7020. 0.000 Cl.F6.1 3 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 7800.0 kip-in Eq.F6-1 |
|-----------------------------------------------------------------------------|
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 H1 |
| RATIO CRITERIA L/C LOC |
| 0.061 Eq.H1-1b 3 18.00 |
| |
| Intermediate Results : |
| Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 |
| Axial Capacity : Pc = 2857.5 kip Cl.H1.1 |
| Moment Capacity : Mcx = 43380. kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 7020.0 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|
49. LOAD LIST 4
50. PARAMETER 2
51. CODE AISC UNIFIED 2022
52. FYLD 50 ALL
53. METHOD ASD
54. STIFF 12 ALL
55. TFA 1 ALL
56. TRACK 2 ALL
57. 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
------------ ----------- -------------
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. 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 W40X215 (STANDARD SECTI|NS)
| Status: PASS Ratio: 0.215 Loadcase: 4 |
| Location: 0.00 Ref: Cl.G1 |
| Pz: 0.000 T Vy: 98.00 Vx: 0.000 |
| Tz: 0.000 My: 0.000 Mx: 0.000 |
|-----------------------------------------------------------------------------|
| TENSION SLENDERNESS |
| Actual Slenderness Ratio : 10.124 |
| Allowable Slenderness Ratio : 300.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 4 Ratio : 0.215(PASS) |
| Loc : 0.00 Condition : Cl.G1 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 6.350E+01 Axx : 3.855E+01 Ayy : 2.535E+01 |
| Ixx : 1.670E+04 Iyy : 8.030E+02 J : 2.480E+01 |
| Sxx+: 8.564E+02 Sxx-: 8.564E+02 Zxx : 9.640E+02 |
| Syy+: 1.016E+02 Syy-: 1.016E+02 Zyy : 1.560E+02 |
| Cw : 2.862E+05 x0 : 0.000E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 50.000 Fu: 60.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 36.000 |
| Design Parameters (Rolled) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 4 LOC: 36.00) |
| λ λp λr CASE |
| Flange: NonSlender 6.48 N/A 13.49 Table.B4.1a.Case1 |
| Web : Slender 56.25 N/A 35.88 Table.B4.1a.Case5 |
| |
| FLEXURE CLASSIFICATION (L/C: 4 LOC: 36.00) |
| λ λp λr CASE |
| Flange: Compact 6.48 9.15 24.08 Table.B4.1b.Case10 |
| Web : Compact 56.25 90.55 137.27 Table.B4.1b.Case15 |
|-----------------------------------------------------------------------------|
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 1901. 0.000 Cl.D2 4 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 3175.0 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 1905. 0.000 Cl.D2 4 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 63.500 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 3810.0 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 1694. 0.000 Cl.E3 4 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcx/rx = 2.2199 Cl.E2 |
| Effective Slenderness : Lcx/rx = 2.2199 Cl.E2 |
| Elastic Buckling Stress : Fex = 58081. ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnx = 49.982 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 2828.5 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 1683. 0.000 Cl.E3 4 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcy/ry = 10.124 Cl.E2 |
| Effective Slenderness : Lcy/ry = 10.124 Cl.E2 |
| Elastic Buckling Stress : Fey = 2792.8 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 49.627 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 2810.8 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL-TORSIONAL-BUCKLING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 1686. 0.000 Cl.E4 4 0.00 |
| |
| Intermediate Results : |
| Elastic F-T-B Stress : Fe = 3626.8 ksi Eq.E4-2 |
| Nom. F-T-B Stress : Fn = 49.712 ksi Eq.E3-2 |
| Nom. Flex-tor Buckling : Pn = 2815.1 kip Eq.E7-1 |
|-----------------------------------------------------------------------------|
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 |
| 0.000 692.6 0.000 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 = 1156.6 kip Eq.G6-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 98.00 455.4 0.215 Cl.G1 4 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along Y : Kv = 51.411 Eq.G2-5 |
| Nom. Shear Along Y : Vny = 760.50 kip Eq.G2-6 |
|-----------------------------------------------------------------------------|
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 (X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -1764. 0.2886E+05 0.061 Cl.F2.1 4 18.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 48200. kip-in Eq.F2-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 4671. 0.000 Cl.F6.1 4 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 7800.0 kip-in Eq.F6-1 |
|-----------------------------------------------------------------------------|
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 H1 |
| RATIO CRITERIA L/C LOC |
| 0.061 Eq.H1-1b 4 18.00 |
| |
| Intermediate Results : |
| Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 |
| Axial Capacity : Pc = 1901.2 kip Cl.H1.1 |
| Moment Capacity : Mcx = 28862. kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 4670.7 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|