V. AISC 360-16 UPT Square Hollow Section
Verify the axial compression capacity, shear capacity, flexure capacity, torsional capacity, and interaction ratio of a user-provided hollow square section member per both the LRFD and ASD methods of the AISC 360-16 code.
Details
A 5' × 5' portal frame consists of W12x72 columns and a UPT SHS member for the beam. The section outer depth, D, is 8" and the thickness, t, is 0.30".
- A uniformly distributed load of -2.25 k/in along the beam in the global Y direction.
- Lateral loads at the top of the left column of 50 kips in the global X direction and 25 kips in the global Z direction (out of plane).
- A concentrated torque of 0.75 in·kips at mid-span of the beam.
- E = 29,000 ksi
- Fy = 50 ksi
Validation
Design Forces
- Mz = 599.6 in·kips, Fy = 67.5 kips
Section Properties
- Inner depth, d = 8 - 2×0.30 = 7.40 in.
- Area,
- Shear area, Aw = 2×D×tw = 4.80 in2
- Moment of inertia,
- Elastic section modulus,
- Radius of gyration,
- Plastic section modulus,
- HSS Torsional constant,
Section Classification
The design thickness, t = 0.93×tw = 0.279 in
The design depth, d = D - 3t = 7.163 in
Flange in compression
Per Table 4.1a Case 6, , therefore flanges are non-slender for compression. Similar for the web of the square section.
Flexure classification of flange:
Per Table 4.1b, Case 17, , therefore flange is compact for bending.
Flexure classification of web:
Per Table 4.1b, Case 19, , therefore web is compact for bending.
Compression Capacity
Effective slenderness ratio:
Elastic buckling stress:
Critical buckling stress:
Nominal buckling strength:
- The ultimate compression capacity (LRFD) = ϕcPn = 0.9 × 449.9 = 404.9 kips
- The allowable compression capacity (ASD) = Pn/Ωc = 449.9 / 1.67 = 269.4 kips
Calculate Shear Capacity
The nominal shear strength:- The ultimate shear capacity (LRFD) = ϕvVn = 0.9 × 144 = 129.6 kips
- The allowable shear capacity (ASD) = Vn/Ωv = 144 / 1.67 = 86.23 kips
Calculate Bending Capacity
Bending capacity in plastic yielding (compact section):
- The ultimate bending capacity (LRFD) = ϕbMy = 0.9 × 1,335 = 1,201 in·kips
- The allowable bending capacity (ASD) = My/Ωb = 1,335 / 1.67 = 799.2 in·kips
Torsional Capacity
Nominal torsional capacity:
- The ultimate torsional capacity (LRFD) = ϕTTn = 0.9 × 1,064 = 957.7 kips
- The allowable torsional capacity (ASD) = Tn/ΩT = 1,064 / 1.67 = 637.2 kips
Interaction Ratio for Bending and Compression
Check the interaction ratio for Load Case 1:
So use Eq. H1-1b for both methods: .
Results
Result Type | Reference | STAAD.Pro | Difference | Comments | |
---|---|---|---|---|---|
LRFD | Compression capacity (kips) | 404.9 | 404.9 | none | |
Bending capacity (in·kips) | 1,201 | 1,201 | none | ||
Shear capacity (kips) | 129.6 | 129.6 | none | ||
Torsional capacity (in·kips) | 957.7 | 957.7 | none | ||
Interaction ratio | 0.514 | 0.514 | none | ||
ASD | Compression capacity (kips) | 269.4 | 269.4 | none | |
Bending capacity (in·kips) | 799.2 | 799.2 | none | ||
Shear capacity (kips) | 86.23 | 86.23 | none | ||
Torsional capacity (in·kips) | 637.2 | 637.2 | none | ||
Interaction ratio | 0.765 | 0.772 | negligible |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\09 Steel Design\US\AISC\AISC 360-16 UPT Square Hollow Section.STD is typically installed with the program.
The following design parameters are used:
- The welded SHS member is specified using
STP 2
- Shear lag factor, U for tension rupture capacity is specified
by
SLF 0.8
The remaining parameters all use their default values.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 13-Apr-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT INCHES KIP
JOINT COORDINATES
1 0 0 0; 2 0 60 0; 3 60 60 0; 4 60 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4;
START USER TABLE
TABLE 1
UNIT INCHES KIP
TUBE
SHS
9.24 8 8 0.3 91.4452 91.4452 136.96 4.8 4.8
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 AMERICAN
1 TABLE ST W12X72
3 TABLE ST W12X72
MEMBER PROPERTY
2 UPTABLE 1 SHS
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
4 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
2 UNI GY -2.25
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
JOINT LOAD
2 FX 50 FZ 25
LOAD 3 LOADTYPE None TITLE LOAD CASE 3
MEMBER LOAD
2 CMOM GX 0.75
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PARAMETER 1
CODE AISC UNIFIED 2016
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD LRFD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
PARAMETER 2
CODE AISC UNIFIED 2016
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD ASD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2
|-----------------------------------------------------------------------------|
| Member No: 2 Profile: ST SHS (UPT) |
| Status: PASS Ratio: 0.521 Loadcase: 1 |
| Location: 0.00 Ref: Cl.G1 |
| Pz: 11.80 C Vy: 67.50 Vx: 0.000 |
| Tz: 0.000 My: 0.000 Mx: 599.7 |
|-----------------------------------------------------------------------------|
| COMPRESSION SLENDERNESS |
| Actual Slenderness Ratio : 19.072 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 0.521(PASS) |
| Loc : 0.00 Condition : Cl.G1 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 9.240E+00 Axx : 4.800E+00 Ayy : 4.800E+00 |
| Ixx : 9.145E+01 Iyy : 9.145E+01 J : 1.370E+02 |
| Sxx+: 2.286E+01 Sxx-: 2.286E+01 Zxx : 2.669E+01 |
| Syy+: 2.286E+01 Syy-: 2.286E+01 Zyy : 2.669E+01 |
| Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 50.000 Fu: 60.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 60.000 |
| Design Parameters (Built-Up) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 0.80 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 2 LOC: 60.00) |
| λ λp λr CASE |
| Flange: NonSlender 25.45 N/A 33.72 Table.B4.1a.Case6 |
| Web : NonSlender 25.45 N/A 33.72 Table.B4.1a.Case6 |
| |
| FLEXURE CLASSIFICATION (L/C: 2 LOC: 60.00) |
| λ λp λr CASE |
| Flange: Compact 25.45 26.97 33.72 Table.B4.1b.Case17 |
| Web : Compact 25.45 58.28 137.27 Table.B4.1b.Case19 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 8
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL TENSION |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 415.8 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 462.00 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 332.6 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 7.3920 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 443.52 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 24.39 404.9 0.060 Cl.E3 2 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcx/rx = 19.072 Cl.E2 |
| Elastic Buckling Stress : Fex = 786.84 ksi Eq.E3-4 |
| Crit. Buckling Stress : Fcrx = 48.688 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 449.87 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 24.39 404.9 0.060 Cl.E3 2 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcy/ry = 19.072 Cl.E2 |
| Elastic Buckling Stress : Fey = 786.84 ksi Eq.E3-4 |
| Crit. Buckling Stress : Fcry = 48.688 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 449.87 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 9
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR SHEAR |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.7438E-01 129.6 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 = 144.00 kip Eq.G4-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 67.50 129.6 0.521 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 = 144.00 kip Eq.G4-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 10
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR BENDING |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 599.7 1201. 0.499 Cl.F7.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 1334.7 kip-in Eq.F7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 2.231 1201. 0.002 Cl.F7.1 2 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 1334.7 kip-in Eq.F7-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 11
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL BEND INTERACTION |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H1 |
| RATIO CRITERIA L/C LOC |
| 0.514 Eq.H1-1b 1 0.00 |
| |
| Intermediate Results : |
| Axial Capacity : Pc = 404.89 kip Cl.H1.1 |
| Moment Capacity : Mcx = 1201.2 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 1201.2 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 12
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR TORSION |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 131.1 957.7 0.137 Cl.H3.1 2 0.00 |
| |
| Intermediate Results : |
| Crit. Stress. Fcr : Fcr = 30.000 ksi Eq.H3-3 |
| Nom. Strength : Tn = 1064.1 kip-in Eq.H3-1 |
|-----------------------------------------------------------------------------|
59. PARAMETER 2
60. CODE AISC UNIFIED 2016
61. SLF 0.8 MEMB 2
62. FYLD 50 ALL
63. FU 60 ALL
64. METHOD ASD
65. STP 2 MEMB 2
66. TRACK 2 MEMB 2
67. CHECK CODE MEMB 2
PARAMETER 2
STAAD SPACE -- PAGE NO. 13
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
***NOTE : AISC 360-16 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 360-16 code.
The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16
design results are reported in AISC 360-16 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 360-16 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. 14
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2
|-----------------------------------------------------------------------------|
| Member No: 2 Profile: ST SHS (UPT) |
| Status: PASS Ratio: 0.783 Loadcase: 1 |
| Location: 0.00 Ref: Cl.G1 |
| Pz: 11.80 C Vy: 67.50 Vx: 0.000 |
| Tz: 0.000 My: 0.000 Mx: 599.7 |
|-----------------------------------------------------------------------------|
| COMPRESSION SLENDERNESS |
| Actual Slenderness Ratio : 19.072 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 0.783(PASS) |
| Loc : 0.00 Condition : Cl.G1 |
|-----------------------------------------------------------------------------|
| SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) |
| Ag : 9.240E+00 Axx : 4.800E+00 Ayy : 4.800E+00 |
| Ixx : 9.145E+01 Iyy : 9.145E+01 J : 1.370E+02 |
| Sxx+: 2.286E+01 Sxx-: 2.286E+01 Zxx : 2.669E+01 |
| Syy+: 2.286E+01 Syy-: 2.286E+01 Zyy : 2.669E+01 |
| Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 |
|-----------------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 50.000 Fu: 60.000 |
|-----------------------------------------------------------------------------|
| Actual Member Length: 60.000 |
| Design Parameters (Built-Up) |
| Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 0.80 CSP: 12.00 |
|-----------------------------------------------------------------------------|
| COMPRESSION CLASSIFICATION (L/C: 2 LOC: 60.00) |
| λ λp λr CASE |
| Flange: NonSlender 25.45 N/A 33.72 Table.B4.1a.Case6 |
| Web : NonSlender 25.45 N/A 33.72 Table.B4.1a.Case6 |
| |
| FLEXURE CLASSIFICATION (L/C: 2 LOC: 60.00) |
| λ λp λr CASE |
| Flange: Compact 25.45 26.97 33.72 Table.B4.1b.Case17 |
| Web : Compact 25.45 58.28 137.27 Table.B4.1b.Case19 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 15
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL TENSION |
|-----------------------------------------------------------------------------|
| TENSILE YIELDING |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 276.6 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Nom. Ten. Yld Cap : Pn = 462.00 kip Eq.D2-1 |
|-----------------------------------------------------------------------------|
| TENSILE RUPTURE |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.000 221.8 0.000 Cl.D2 1 0.00 |
| |
| Intermediate Results : |
| Effective area : Ae = 7.3920 in2 Eq.D3-1 |
| Nom. Ten. Rpt Cap : Pn = 443.52 kip Eq.D2-2 |
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL COMPRESSION |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 24.39 269.4 0.091 Cl.E3 2 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcx/rx = 19.072 Cl.E2 |
| Elastic Buckling Stress : Fex = 786.84 ksi Eq.E3-4 |
| Crit. Buckling Stress : Fcrx = 48.688 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pnx = 449.87 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL BUCKLING Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 24.39 269.4 0.091 Cl.E3 2 0.00 |
| |
| Intermediate Results : |
| Effective Slenderness : Lcy/ry = 19.072 Cl.E2 |
| Elastic Buckling Stress : Fey = 786.84 ksi Eq.E3-4 |
| Crit. Buckling Stress : Fcry = 48.688 ksi Eq.E3-2 |
| Nom. Flexural Buckling : Pny = 449.87 kip Eq.E3-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 16
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR SHEAR |
|-----------------------------------------------------------------------------|
| SHEAR ALONG X |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 0.7438E-01 86.23 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 = 144.00 kip Eq.G4-1 |
|-----------------------------------------------------------------------------|
| SHEAR ALONG Y |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 67.50 86.23 0.783 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 = 144.00 kip Eq.G4-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 17
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR BENDING |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (X) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 599.7 799.2 0.750 Cl.F7.1 1 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along X : Mnx = 1334.7 kip-in Eq.F7-1 |
|-----------------------------------------------------------------------------|
| FLEXURAL YIELDING (Y) |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 2.231 799.2 0.003 Cl.F7.1 2 0.00 |
| |
| Intermediate Results : |
| Nom Flex Yielding Along Y : Mny = 1334.7 kip-in Eq.F7-1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 18
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR AXIAL BEND INTERACTION |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H1 |
| RATIO CRITERIA L/C LOC |
| 0.772 Eq.H1-1b 1 0.00 |
| |
| Intermediate Results : |
| Axial Capacity : Pc = 269.39 kip Cl.H1.1 |
| Moment Capacity : Mcx = 799.22 kip-in Cl.H1.1 |
| Moment Capacity : Mcy = 799.22 kip-in Cl.H1.1 |
|-----------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 19
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2)
****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted).
- Member : 2 Contd.
|-----------------------------------------------------------------------------|
| CHECKS FOR TORSION |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY |
| DEMAND CAPACITY RATIO REFERENCE L/C LOC |
| 131.1 637.2 0.206 Cl.H3.1 2 0.00 |
| |
| Intermediate Results : |
| Crit. Stress. Fcr : Fcr = 30.000 ksi Eq.H3-3 |
| Nom. Strength : Tn = 1064.1 kip-in Eq.H3-1 |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H.3-X AXIS |
| RATIO CRITERIA L/C LOC |
| 0.614 Eq.H3-6 2 0.00 |
|-----------------------------------------------------------------------------|
| COMBINED FORCES CLAUSE H.3-Y AXIS |
| RATIO CRITERIA L/C LOC |
| 0.136 Eq.H3-6 2 0.00 |
|-----------------------------------------------------------------------------|