V. AISC 360-22 HSST Bending
Verify the flexural capacity of a UPT rectangular tube 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 support beam is subject to a 2.5 kips/in along its length and a concentrated moment of 2.5 in·kips about the Y axis at the midspan. The section is a 7" x 4" tube with a wall thickness of ¼". The section is on it side. The material is Grade 65 steel.
Calculations
Section Properties
- Section depth, d = 4 in
- Section width, b = 7 in
- Internal depth, d1 = 4 - 2×0.25 = 3.5 in
- Internal with, b1 = 7 - 2×0.25 = 6.5 in
- Cross sectional area, A = db - d1b1 = 4×7 - 3.5×6.5 = 5.25 in2
- Elastic section modulus about x axis,
- Plastic section modulus about x axis,
- Plastic section modulus about y axis,
Section Forces
For this example, assume the loads given are ultimate loads and that the service loads are 60% of the ultimate.
LRFD:
Muy = ½ (2.5) = 1.25
in·kips
Max =0.6 (405) = 243 in·kips
May =0.6 (1.25) = 0.75
in·kips
Element Slenderness
It is assumed that this tube
is a welded box section; therefore there
is no corner radius to consider. This is conservative when determining the
compactness of the elements.
Flanges:
Clear distance between webs, b' = b1 = 6.5 in. (Table B4.1b, case 21 and B4.1b.(e) )
λpf < λf <
λrf, so the flanges are noncompact
in flexure.
Webs:
Clear distance between webs, h = d1 = 3.5 in. (Table B4.1b, case 19 and B4.1b.(e) )
λw < λps, so the
webs are compact
in flexure.
Flexure About Major Axis
Yielding:
LRFD: , ratio
ASD: , ratio
Flange local buckling:
LRFD: , ratio
ASD: , ratio
Flexure About Minor Axis
Yielding:
LRFD: , ratio
ASD: , ratio
Web local buckling does not apply as the webs are compact:
Comparison
| Result Type | Reference | STAAD.Pro | Difference | Comments | |
|---|---|---|---|---|---|
| LRFD | Flexural yielding capacity about X axis, ϕbMn (in·kips) | 473.5 | 473.5 | none | |
| Flange local buckling capacity about X axis, ϕbMn (in·kips) | 455.3 | 440.3 | 3.3% | See note abelow. |
|
| Flexural yielding capacity about Y axis, ϕbMn (in·kips) | 703.8 | 703.8 | none | ||
| Critical bending ratio | 0.890 | 0.882 | 0.9% | ||
| ASD | Flexural yielding capacity about X axis, Mn/Ωb (in·kips) | 315.0 | 315.0 | none | |
| Flange local buckling capacity about X axis, Mn/Ωb (in·kips) | 302.9 | 293.0 | 3.3% | See note abelow. |
|
| Flexural yielding capacity about Y axis, Mn/Ωb (in·kips) | 468.2 | 468.3 | negligible | ||
| Critical bending ratio | 0.802 | 0.796 | 0.7% | ||
- STAAD.Pro takes an even more conservative approach in determing
the
clear
width for the element width to thickness ratios. The program uses the width from center-to-center of supporting edge, thus increasing the element slenderness ratio.
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 HSST Bending.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 20-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;
START USER TABLE
TABLE 1
UNIT INCHES KIP
TUBE
CUSTOMHSS
5.25 4 7 0.25 14.1094 34.2344 30.5106 2 3.5
END
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
1 UPTABLE 1 CUSTOMHSS
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
2 FIXED BUT FX MX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -2.5
1 CMOM GY 2.5 18
LOAD COMB 2 COMBINATION LOAD CASE 2
1 0.6
PERFORM ANALYSIS
LOAD LIST 1
PARAMETER 1
CODE AISC UNIFIED 2022
METHOD LRFD
FYLD 65 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 2
PARAMETER 2
CODE AISC UNIFIED 2022
METHOD ASD
FYLD 65 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 CUSTOMHSS (UPT) |
| Status: PASS Ratio: 0.883 Loadcase: 1 |
| Location: 0.00 Ref: Eq.H1-1b |
| Pz: 0.000 T Vy: 55.79 Vx: -.1042 |
| Tz: 0.000 My: 0.6250 Mx: 388.6 |
|-----------------------------------------------------------------------------|
| TENSION SLENDERNESS |
| Actual Slenderness Ratio : 21.960 |
| Allowable Slenderness Ratio : 300.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 0.883(PASS) |
| Loc : 0.00 Condition : Eq.H1-1b |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 5.250E+00 Axx : 3.500E+00 Ayy : 2.000E+00 |
| Ixx : 1.411E+01 Iyy : 3.423E+01 J : 3.051E+01 |
| Sxx+: 7.055E+00 Sxx-: 7.055E+00 Zxx : 8.094E+00 |
| Syy+: 9.781E+00 Syy-: 9.781E+00 Zyy : 1.203E+01 |
| Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 65.000 Fu: 65.000 |
|-----------------------------------------------------------------------------|
| 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: 1 LOC: 36.00) |
| λ λp λr CASE |
| Flange: NonSlender 25.00 N/A 29.57 Table.B4.1a.Case6 |
| Web : NonSlender 13.00 N/A 29.57 Table.B4.1a.Case6 |
| |
| FLEXURE CLASSIFICATION (L/C: 1 LOC: 36.00) |
| λ λp λr CASE |
| Flange: NonCompact 26.88 23.66 29.57 Table.B4.1b.Case17 |
| Web : Compact 13.98 51.12 120.40 Table.B4.1b.Case19 |
|-----------------------------------------------------------------------------|
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 |
| -0.000 307.1 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 341.25 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 255.9 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 5.2500 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 341.25 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 293.4 0.000 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcx/rx = 21.960 Cl.E2 |
| Effective Slenderness : Lcx/rx = 21.960 Cl.E2 |
| Elastic Buckling Stress : Fex = 593.53 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnx = 62.088 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 325.96 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 301.4 0.000 Cl.E3 1 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcy/ry = 14.098 Cl.E2 |
| Effective Slenderness : Lcy/ry = 14.098 Cl.E2 |
| Elastic Buckling Stress : Fey = 1440.1 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 63.784 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 334.86 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 |
| 0.1042 122.9 0.001 Cl.G1 1 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along X : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along X : Kv = 5.0000 Cl.G4 |
| Nom. Shear Along X : Vnx = 136.50 kip Eq.G4-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 55.79 70.20 0.795 Cl.G1 1 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along Y : Kv = 5.0000 Cl.G4 |
| Nom. Shear Along Y : Vny = 78.000 kip Eq.G4-1 |
|-----------------------------------------------------------------------------|
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 (X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 388.6 473.5 0.821 Cl.F7.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 526.09 kip-in Eq.F7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 1.250 703.8 0.002 Cl.F7.1 1 18.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 782.03 kip-in Eq.F7-1 |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 388.6 440.3 0.882 Cl.F7.2 1 0.00 |
| |
| Intermediate Results : |
| Nom F-L-B Cap : Mnx = 489.27 kip-in Eq.F7-2 |
|-----------------------------------------------------------------------------|
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 |
| 0.883 Eq.H1-1b 1 0.00 |
| |
| Intermediate Results : |
| Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 |
| Axial Capacity : Pc = 255.94 kip Cl.H1.1 |
| Moment Capacity : Mcx = 440.34 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 703.83 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|
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 TORSION |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 442.1 0.000 Cl.H3.1 1 0.00 |
| |
| Intermediate Results : |
| Crit. Stress. Fcr : Fcr = 39.000 ksi Eq.H3-3 |
| Nom. Strength : Tn = 491.24 kip-in Eq.H3-1 |
|-----------------------------------------------------------------------------|
50. LOAD LIST 2
51. PARAMETER 2
52. CODE AISC UNIFIED 2022
53. METHOD ASD
54. FYLD 65 ALL
55. TRACK 2 ALL
56. CHECK CODE ALL
PARAMETER 2
STAAD SPACE -- PAGE NO. 10
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. 11
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 CUSTOMHSS (UPT) |
| Status: PASS Ratio: 0.797 Loadcase: 2 |
| Location: 0.00 Ref: Eq.H1-1b |
| Pz: 0.000 T Vy: 33.48 Vx: -.6250E-01 |
| Tz: 0.000 My: 0.3750 Mx: 233.1 |
|-----------------------------------------------------------------------------|
| TENSION SLENDERNESS |
| Actual Slenderness Ratio : 21.960 |
| Allowable Slenderness Ratio : 300.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 2 Ratio : 0.797(PASS) |
| Loc : 0.00 Condition : Eq.H1-1b |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 5.250E+00 Axx : 3.500E+00 Ayy : 2.000E+00 |
| Ixx : 1.411E+01 Iyy : 3.423E+01 J : 3.051E+01 |
| Sxx+: 7.055E+00 Sxx-: 7.055E+00 Zxx : 8.094E+00 |
| Syy+: 9.781E+00 Syy-: 9.781E+00 Zyy : 1.203E+01 |
| Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 65.000 Fu: 65.000 |
|-----------------------------------------------------------------------------|
| 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: 2 LOC: 36.00) |
| λ λp λr CASE |
| Flange: NonSlender 25.00 N/A 29.57 Table.B4.1a.Case6 |
| Web : NonSlender 13.00 N/A 29.57 Table.B4.1a.Case6 |
| |
| FLEXURE CLASSIFICATION (L/C: 2 LOC: 36.00) |
| λ λp λr CASE |
| Flange: NonCompact 26.88 23.66 29.57 Table.B4.1b.Case17 |
| Web : Compact 13.98 51.12 120.40 Table.B4.1b.Case19 |
|-----------------------------------------------------------------------------|
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 AXIAL TENSION |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 204.3 0.000 Cl.D2 2 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 341.25 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| -0.000 170.6 0.000 Cl.D2 2 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 5.2500 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 341.25 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 195.2 0.000 Cl.E3 2 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcx/rx = 21.960 Cl.E2 |
| Effective Slenderness : Lcx/rx = 21.960 Cl.E2 |
| Elastic Buckling Stress : Fex = 593.53 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fnx = 62.088 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 325.96 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 200.5 0.000 Cl.E3 2 0.00 |
| |
| Intermediate Results : |
| Fabricated Slenderness : Lcy/ry = 14.098 Cl.E2 |
| Effective Slenderness : Lcy/ry = 14.098 Cl.E2 |
| Elastic Buckling Stress : Fey = 1440.1 ksi Eq.E3-4 |
| Nom. Buckling Stress : Fny = 63.784 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 334.86 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
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 SHEAR |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.6250E-01 81.74 0.001 Cl.G1 2 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along X : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along X : Kv = 5.0000 Cl.G4 |
| Nom. Shear Along X : Vnx = 136.50 kip Eq.G4-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 33.48 46.71 0.717 Cl.G1 2 0.00 |
| |
| Intermediate Results : |
| Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 |
| Coefficient Kv Along Y : Kv = 5.0000 Cl.G4 |
| Nom. Shear Along Y : Vny = 78.000 kip Eq.G4-1 |
|-----------------------------------------------------------------------------|
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 BENDING |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 233.1 315.0 0.740 Cl.F7.1 2 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 526.09 kip-in Eq.F7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.7500 468.3 0.002 Cl.F7.1 2 18.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 782.03 kip-in Eq.F7-1 |
|-----------------------------------------------------------------------------|
| FLANGE LOCAL BUCK(X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 233.1 293.0 0.796 Cl.F7.2 2 0.00 |
| |
| Intermediate Results : |
| Nom F-L-B Cap : Mnx = 489.27 kip-in Eq.F7-2 |
|-----------------------------------------------------------------------------|
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 AXIAL BEND INTERACTION |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H1 |
| RATIO CRITERIA L/C LOC |
| 0.797 Eq.H1-1b 2 0.00 |
| |
| Intermediate Results : |
| Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 |
| Axial Capacity : Pc = 170.62 kip Cl.H1.1 |
| Moment Capacity : Mcx = 292.98 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 468.28 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|
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 TORSION |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 294.2 0.000 Cl.H3.1 2 0.00 |
| |
| Intermediate Results : |
| Crit. Stress. Fcr : Fcr = 39.000 ksi Eq.H3-3 |
| Nom. Strength : Tn = 491.24 kip-in Eq.H3-1 |
|-----------------------------------------------------------------------------|