V.AISC 360-16 C Tension ASD
Verify the tensile yield and tensile rupture strength of channel section with ASD method for AISC 360-16 code.
Details
The member is a C5x9 section. Steel grade is ASTM A992. Member is loaded with dead load of 15 kips and live load of 50 kips. The member is welded (i.e., no bolt holes) and the shear lag factor, U, is calculated as 0.908.
Validation
Service load: P = DL + LL = 65 kips
Tensile Yielding
Nominal tensile yield strength:
| PnY = FyAg = 50×2.64 = 132 kip | [Eqn. D2-1] |
| PnY/ΩtY = 132 / 1.67 = 79.04 kip |
Ratio for tensile yield = 65 / 79.04 = 0.822
Tensile Rupture
Net area, An = Ag = 2.64 in2
Effective net area based on D3: Ae = An×U = 2.397 in2
Nominal tensile rupture strength:
| PnR = FuAe = 65×2.397 = 155.8 kip | [Eqn. D2-2] |
| PnR/ΩtR = 155.8 / 2.00 = 77.9 kip |
Ratio for tensile yield = 65 / 77.9 = 0.834
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Tensile yield strength, PnY/ΩtY (kip) | 79.04 | 79.04 | none | |
| Ratio | 0.822 | 0.822 | none | |
| Tensile rupture strength, PnR/ΩtR (kip) | 77.9 | 77.91 | negligible | |
| Ratio | 0.834 | 0.834 | none |
STAAD.Pro Input File
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-16 C Tension ASD.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 20-Feb-18
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 10 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST C5X9
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1
JOINT LOAD
2 FX 15
LOAD 2 LOADTYPE Live TITLE LOAD CASE 2
JOINT LOAD
2 FX 50
LOAD COMB 3 COMBINATION LOAD CASE 3
1 1.0 2 1.0
PERFORM ANALYSIS
PARAMETER 1
CODE AISC UNIFIED 2016
FU 9360 ALL
FYLD 7200 ALL
METHOD ASD
SLF 0.908 ALL
STP 1 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (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. 4 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST C5X9 (AISC SECTIONS)| | Status: PASS Ratio: 0.834 Loadcase: 3 | | Location: 0.00 Ref: Cl.D2 | | Pz: 65.00 T Vy: 0.000 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 0.000 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 246.826 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.834(PASS) | | Loc : 0.00 Condition : Cl.D2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 2.640E+00 Axx : 1.210E+00 Ayy : 1.625E+00 | | Ixx : 8.890E+00 Iyy : 6.240E-01 J : 1.090E-01 | | Sxx+: 3.556E+00 Sxx-: 3.556E+00 Zxx : 4.390E+00 | | Syy+: 4.555E-01 Syy-: 1.200E+00 Zyy : 9.130E-01 | | Cw : 2.926E+00 x0 : -9.563E-01 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 10.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 0.91 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 1 LOC: 120.00) | | λ λp λr CASE | | Flange: NonSlender 5.91 N/A 13.49 Table.B4.1a.Case1 | | Web : NonSlender 13.42 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 1 LOC: 120.00) | | λ λp λr CASE | | Flange: Compact 5.91 9.15 24.08 Table.B4.1b.Case10 | | Web : Compact 13.42 90.55 137.27 Table.B4.1b.Case15 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 5 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 65.00 79.04 0.822 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 132.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 65.00 77.91 0.834 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.16647E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 155.81 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 57.82 0.000 Cl.E3 1 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 65.393 Cl.E2 | | Elastic Buckling Stress : Fex = 9638.2 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 5266.7 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 96.557 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 6.513 0.000 Cl.E3 1 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 246.83 Cl.E2 | | Elastic Buckling Stress : Fey = 676.52 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 593.30 kip/ft2 Eq.E3-3 | | Nom. Flexural Buckling : Pny = 10.877 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 54.05 0.000 Cl.E4 1 0.00 | | | | Intermediate Results : | | Constant : H = 0.79760 Eq.E4-8 | | Euler Buckling Stress : Fez = 15379. kip/ft2 Eq.E4-7 | | Elastic F-T-B Stress : Fe = 7929.7 kip/ft2 Eq.E4-3 | | Crit. F-T-B Stress : Fcr = 4923.6 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 90.267 kip Eq.E4-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 6 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 21.73 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.G6 | | Nom. Shear Along X : Vnx = 36.288 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 29.19 0.000 Cl.G1 1 0.00 | | | | Intermediate Results : | | Coefficient Cv Along Y : Cv = 1.0000 - | | Coefficient Kv Along Y : Kv = 5.3400 Eq.G2-5 | | Nom. Shear Along Y : Vny = 48.750 kip Eq.G2-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 10.95 0.000 Cl.F2.1 1 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 18.292 kip-ft Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 1.819 0.000 Cl.F6.1 1 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 3.0369 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 6.269 0.000 Cl.F2.2 1 0.00 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 10.470 kip-ft Eq.F2-2 | | Mom. Distr. factor : CbX = 1.0000 Custom | | Limiting Unbraced Length : LpX = 1.7173 ft Eq.F2-5 | | coefficient C : Cx = 1.0807 Eq.F2-8b | | Effective Rad. of Gyr. : Rts = 0.51367E-01 ft Eq.F2-7 | | Limiting Unbraced Length : LrX = 10.104 ft Eq.F2-6 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 8 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 0.834 Eq.H1-1a 3 0.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 77.906 kip Cl.H1.1 | | Moment Capacity : Mcx = 6.2693 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 1.8185 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| 45. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= OCT 27,2022 TIME= 15:33:41 ****