V. AISC 360-16 UPT Pipe Section
Verify the axial compression capacity, shear capacity, flexure capacity, torsional capacity, and interaction ratio of a user-provided pipe 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 pipe member for the beam. The pipe outer diameter, D, is 10" and the thickness, t, is 0.25".
Material Properties
- E = 29,000 ksi
- Fy = 50 ksi
Validation
Design Forces
Section Properties
- Inner diameter, d = 10 - 2×0.25 = 9.5 in.
- Area,
- Shear area, Ay = Ax= Ag / 2 = 3.83 in2
- Moment of inertia,
- Elastic section modulus,
- Radius of gyration,
- Plastic section modulus,
- HSS Torsional constant,
Section Classification
Flange in compression
Per Table 4.1a Case 9, , therefore flanges are non-slender for compression.
Web in compression
Per Table 4.1a, Case 9, , therefore the web is non-slender for compression.
Flexure classification:
Per Table 4.1b, Case 20, , therefore flange is compact for bending.
Compression Capacity
Effective slenderness ratio:
Elastic buckling stress:
| (Eq. E3-4) |
Critical buckling stress:
| (Eq. E3-2) |
Nominal buckling strength:
| Pn = Ag× Fcr = 7.66 × 48.91 = 374.5 kips | (Eq. E3-1) |
The axial capacity:
- The ultimate compression capacity (LRFD) = ϕcPn = 0.9 × 374.5 = 337.0 kips
- The allowable compression capacity (ASD) = Pn/Ωc = 374.5 / 1.67 = 224.3 kips
Calculate Shear Capacity
Critical stress is the minimum of Fcr1, Fcr2, and Fcr3:
So, Fcr = 30 ksi.
The nominal shear strength:
Vn = Fcr × Ax = 30 × 3.83 = 114.9 kips
The axial capacity:- The ultimate shear capacity (LRFD) = ϕvVn = 0.9 × 114.9 = 103.4 kips
- The allowable shear capacity (ASD) = Vn/Ωv = 114.9 / 1.67 = 68.78 kips
Calculate Bending Capacity
Bending capacity in plastic yielding (compact section):
| My = Fy × Zx = 50 × 23.77 = 1,189 in·kips | (Eq F8-1) |
The bending capacity for flexural yielding about the Y axis:
- The ultimate bending capacity (LRFD) = ϕbMy = 0.9 × 1,189 = 1,070 in·kips
- The allowable bending capacity (ASD) = My/Ωb = 1,189 / 1.67 = 711.7 in·kips
Interaction Ratio for Bending and Compression
Check the interaction ratio for Load Case 1:
So use Eq. H1-1b for both methods: .
Calculate Torsion Capacity
Critical stress is the minimum of Fcr1, Fcr2, and Fcr3. From shear calculations, Fcr = 30 ksi.
The nominal shear strength:
Tn = Fcr × C = 30 × 37.33 = 1,120 in·kips
The axial capacity:- The ultimate torsional capacity (LRFD) = ϕTTn = 0.9 × 1,120 = 1,008 in·kips
- The allowable torsional capacity (ASD) = Tn/ΩT = 114.9 / 1.67 = 670.6 in·kips
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments | |
|---|---|---|---|---|---|
| LRFD | Compression capacity (kips) | 337 | 337 | none | |
| Bending capacity (in·kips) | 1,070 | 1,070 | none | ||
| Shear capacity (kips) | 103.4 | 103.4 | none | ||
| Interaction ratio | 0.578 | 0.578 | none | ||
| Torsional capacity (in·kips) | 1,008 | 1,008 | none | ||
| ASD | Compression capacity (kips) | 224.3 | 224.3 | none | |
| Bending capacity (in·kips) | 711.7 | 711.7 | none | ||
| Shear capacity (kips) | 68.78 | 68.78 | none | ||
| Interaction ratio | 0.869 | 0.869 | none | ||
| Torsional capacity (in·kips) | 670.6 | 670.6 | none | ||
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-16 UPT Pipe Section.STD is typically installed with the program.
The following design parameters are used:
- The welded pipe 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
PIPE
PIPE
10 9.5 0 0
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 3 TABLE ST W12X72
MEMBER PROPERTY
2 UPTABLE 1 PIPE
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 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). ***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. 7 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 PIPE (UPT) | | Status: PASS Ratio: 0.653 Loadcase: 1 | | Location: 0.00 Ref: Cl.G1 | | Pz: 11.75 C Vy: 67.50 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 599.6 | |-----------------------------------------------------------------------------| | COMPRESSION SLENDERNESS | | Actual Slenderness Ratio : 17.400 | | Allowable Slenderness Ratio : 200.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 1 Ratio : 0.653(PASS) | | Loc : 0.00 Condition : Cl.G1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 7.658E+00 Axx : 3.829E+00 Ayy : 3.829E+00 | | Ixx : 9.105E+01 Iyy : 9.105E+01 J : 1.821E+02 | | Sxx+: 1.821E+01 Sxx-: 1.821E+01 Zxx : 2.377E+01 | | Syy+: 1.821E+01 Syy-: 1.821E+01 Zyy : 2.377E+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 40.00 N/A 63.80 Table.B4.1a.Case9 | | Web : NonSlender 40.00 N/A 63.80 Table.B4.1a.Case9 | | | | FLEXURE CLASSIFICATION (L/C: 2 LOC: 60.00) | | λ λp λr CASE | | Flange: Compact 40.00 40.60 179.80 Table.B4.1b.Case20 | | Web : Compact 40.00 40.60 179.80 Table.B4.1b.Case20 | |-----------------------------------------------------------------------------| 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 | | 0.000 344.6 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 382.88 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 275.7 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Effective area : Ae = 6.1261 in2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 367.57 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 24.26 337.0 0.072 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 17.400 Cl.E2 | | Elastic Buckling Stress : Fex = 945.37 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 48.905 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 374.50 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 24.26 337.0 0.072 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 17.400 Cl.E2 | | Elastic Buckling Stress : Fey = 945.37 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcry = 48.905 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pny = 374.50 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 | | 0.6958E-01 103.4 0.001 Cl.G1 2 0.00 | | | | Intermediate Results : | | Nom. Shear Along X : Vnx = 114.86 kip Eq.G5-1 | | Crit. Stress Fcr Along X : Fcrx = 30.000 ksi Eq.G5-2 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 67.50 103.4 0.653 Cl.G1 1 0.00 | | | | Intermediate Results : | | Nom. Shear Along Y : Vny = 114.86 kip Eq.G5-1 | | Crit. Stress Fcr Along Y : Fcrx = 30.000 ksi Eq.G5-2 | |-----------------------------------------------------------------------------| 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 | | 599.6 1070. 0.561 Cl.F8.1 1 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 1188.5 kip-in Eq.F8-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 2.087 1070. 0.002 Cl.F8.1 2 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 1188.5 kip-in Eq.F8-1 | |-----------------------------------------------------------------------------| 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 | | 0.578 Eq.H1-1b 1 0.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 337.05 kip Cl.H1.1 | | Moment Capacity : Mcx = 1069.7 kip-in Cl.H1.1 | | Moment Capacity : Mcy = 1069.7 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 | | 156.3 1008. 0.155 Cl.H3.1 2 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 30.000 ksi Cl.H3.1(a) | | Nom. Strength : Tn = 1119.9 kip-in Eq.H3-1 | |-----------------------------------------------------------------------------| 57. PARAMETER 2 58. CODE AISC UNIFIED 2016 59. SLF 0.8 MEMB 2 60. FYLD 50 ALL 61. FU 60 ALL 62. METHOD ASD 63. STP 2 MEMB 2 64. TRACK 2 MEMB 2 65. 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 PIPE (UPT) | | Status: PASS Ratio: 0.981 Loadcase: 1 | | Location: 0.00 Ref: Cl.G1 | | Pz: 11.75 C Vy: 67.50 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 599.6 | |-----------------------------------------------------------------------------| | COMPRESSION SLENDERNESS | | Actual Slenderness Ratio : 17.400 | | Allowable Slenderness Ratio : 200.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 1 Ratio : 0.981(PASS) | | Loc : 0.00 Condition : Cl.G1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 7.658E+00 Axx : 3.829E+00 Ayy : 3.829E+00 | | Ixx : 9.105E+01 Iyy : 9.105E+01 J : 1.821E+02 | | Sxx+: 1.821E+01 Sxx-: 1.821E+01 Zxx : 2.377E+01 | | Syy+: 1.821E+01 Syy-: 1.821E+01 Zyy : 2.377E+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 40.00 N/A 63.80 Table.B4.1a.Case9 | | Web : NonSlender 40.00 N/A 63.80 Table.B4.1a.Case9 | | | | FLEXURE CLASSIFICATION (L/C: 2 LOC: 60.00) | | λ λp λr CASE | | Flange: Compact 40.00 40.60 179.80 Table.B4.1b.Case20 | | Web : Compact 40.00 40.60 179.80 Table.B4.1b.Case20 | |-----------------------------------------------------------------------------| 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 | | 0.000 229.3 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 382.88 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 183.8 0.000 Cl.D2 1 0.00 | | | | Intermediate Results : | | Effective area : Ae = 6.1261 in2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 367.57 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 24.26 224.3 0.108 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 17.400 Cl.E2 | | Elastic Buckling Stress : Fex = 945.37 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 48.905 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 374.50 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 24.26 224.3 0.108 Cl.E3 2 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 17.400 Cl.E2 | | Elastic Buckling Stress : Fey = 945.37 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcry = 48.905 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pny = 374.50 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 | | 0.6958E-01 68.78 0.001 Cl.G1 2 0.00 | | | | Intermediate Results : | | Nom. Shear Along X : Vnx = 114.86 kip Eq.G5-1 | | Crit. Stress Fcr Along X : Fcrx = 30.000 ksi Eq.G5-2 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 67.50 68.78 0.981 Cl.G1 1 0.00 | | | | Intermediate Results : | | Nom. Shear Along Y : Vny = 114.86 kip Eq.G5-1 | | Crit. Stress Fcr Along Y : Fcrx = 30.000 ksi Eq.G5-2 | |-----------------------------------------------------------------------------| 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 | | 599.6 711.7 0.843 Cl.F8.1 1 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 1188.5 kip-in Eq.F8-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 2.087 711.7 0.003 Cl.F8.1 2 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 1188.5 kip-in Eq.F8-1 | |-----------------------------------------------------------------------------| 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 | | 0.869 Eq.H1-1b 1 0.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 224.25 kip Cl.H1.1 | | Moment Capacity : Mcx = 711.68 kip-in Cl.H1.1 | | Moment Capacity : Mcy = 711.68 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 | | 156.3 670.6 0.233 Cl.H3.1 2 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 30.000 ksi Cl.H3.1(a) | | Nom. Strength : Tn = 1119.9 kip-in Eq.H3-1 | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H.3-X AXIS | | RATIO CRITERIA L/C LOC | | 0.775 Eq.H3-6 2 0.00 | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H.3-Y AXIS | | RATIO CRITERIA L/C LOC | | 0.166 Eq.H3-6 2 0.00 | |-----------------------------------------------------------------------------|