V.AISC 360-16 Angle F.11A
Verify the available flexural strength of a single angle member per AISC 360-16.
Details
Verify the bending capacity of a single L4x4x1/4. The member is used as a 6 ft simple span subject to a uniform dead load of 0.05 kip/ft and a uniform live load of 0.15 kip/ft. The vertical leg of the single angle is up with the toe in compression. The material is ASTM A36.
Validation
Note: When assigning the angle, it should be given in a beta angle as the geometrical axis and principal axis are different, and in STAAD.Pro the calculation is done with reference with the principal axis. To match the geometric axis used in AISC 360-16, a BETA angle is assigned to the member in STAAD.Pro.
The nominal flexural strength, Mn , shall be the lowest value obtained to the limit states of yielding (plastic moment), lateral-torsional buckling, and leg local buckling.
Ultimate load (for LRFD):
wux = 1.2(0.05) + 1.6(0.15) = 0.30 kip/ft
Mux = wuxL2/8 = (0.30)(6)2/8 = 1.35 kip·ft
Service level load (for ASD):
wax = 0.05 + 0.15 = 0.20 kip/ft
Max = waxL2/8 = (0.20)(6)2/8 = 0.90 kip·ft
Yielding
The nominal flexural strength in the limit state of flexural yielding is:
| Mn = 1.5My = 1.5FySx | Eq. F10-1 |
| Mn = 1.5(36 ksi)(1.03 in3) = 55.6 in·kip |
Lateral Torsional Buckling
For single angles bending about a geometric axis with no lateral-torsional restraint:
| My = 0.8.FySx | F10-2 |
| My = 0.8(36 ksi)(1.03 in3) = 29.7 in·kip |
For bending about one of the geometric axes of an equal-leg angle without axial compression, no lateral-torsional restraint, and with maximum compression in the toe:
| Eq. F10-5a |
| = |
My / Mcr = 29.7 / 107 = 0.278 < 1.0; therefore, AISC eq. F 10-2 is applicable:
| Eq. F10-2 |
Leg Loca Buckling
AISC section F10.3 applies when the toe of the leg is in compression. Check the slenderness of the leg in compression:
| λ = b/t = 4.0 / 0.25 = 16.0 |
Determine the compact and noncompact slenderness ratios from Table B4.1b, Case 12:
λp < λ < λr , therefore the leg is noncompact in flexure.
Sc = 0.80Sx = 0.80 (1.03 in3) = 0.824 in3
| Eq. F10-6 |
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Lateral-torsional buckling, about X axis (ft·kips) LRFD | 2.91 | 2.940 | 1.0% | |
| Lateral-torsional buckling, about X axis (ft·kips) ASD | 1.93 | 1.956 | 1.3% |
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 Angle F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 06-Mar-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 6 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 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST L40404
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GZ 0.25
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GZ 0.2
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
PRINT ANALYSIS RESULTS
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
CB 1.14 ALL
SGR 1 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
CB 1.14 ALL
SGR 1 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (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 ------------ ----------- ------------- U Z Axis typically parallel to the sections principal major axis. V 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 FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST L40404 (AISC SECTIONS)| | Status: PASS Ratio: 0.447 Loadcase: 3 | | Location: 0.00 Ref: Cl.F10.2 | | Pz: 0.000 T Vy: -1.315 Vx: 1.315 | | Tz: 0.000 My: -1.315 Mx: -1.315 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 91.954 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.447(PASS) | | Loc : 0.00 Condition : Cl.F10.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 1.930E+00 Axx : 1.000E+00 Ayy : 1.000E+00 | | Ixx : 3.039E+00 Iyy : 3.039E+00 J : 4.021E-02 | | Sxx+: 7.627E-01 Sxx-: 9.266E-01 Zxx : 1.373E+00 | | Syy+: 1.731E+00 Syy-: 1.731E+00 Zyy : 3.115E+00 | | Cw : 5.051E-02 x0 : 9.720E-01 y0 : 9.720E-01 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 5184.000 Fu: 8351.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 6.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 72.00) | | λ λp λr CASE | | Flange: Slender 16.00 N/A 12.77 Table.B4.1a.Case3 | | Web : Slender 16.00 N/A 12.77 Table.B4.1a.Case3 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 72.00) | | λ λp λr CASE | | Flange: NonCompact 16.00 15.33 25.83 Table.B4.1b.Case12 | | Web : NonCompact 16.00 15.33 25.83 Table.B4.1b.Case12 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 8 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (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 | | 0.000 62.53 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 69.480 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 83.95 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.13403E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 111.94 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 48.51 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 57.375 Cl.E2 | | Elastic Buckling Stress : Fex = 12520. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 4359.2 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 53.898 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 48.51 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 57.375 Cl.E2 | | Elastic Buckling Stress : Fey = 12520. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 4359.2 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 53.898 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING U | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 50.73 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcu/ru = 45.208 Cl.E2 | | Elastic Buckling Stress : Feu = 20167. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcru = 4655.2 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnu = 56.369 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING V | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 40.01 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcv/rv = 91.954 Cl.E2 | | Elastic Buckling Stress : Fev = 4874.4 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrv = 3321.6 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnv = 44.453 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 9 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (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 | | 1.315 19.44 0.068 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.G3 | | Nom. Shear Along X : Vnx = 21.600 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 1.315 19.44 0.068 Cl.G1 3 0.00 | | | | Intermediate Results : | | Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along Y : Kv = 1.2000 Cl.G3 | | Nom. Shear Along Y : Vny = 21.600 kip Eq.G3-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 10 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (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 | | -1.315 4.240 0.310 Cl.F10.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 4.7114 kip-ft Eq.F10-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 1.315 4.240 0.310 Cl.F10.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 4.7114 kip-ft Eq.F10-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (U) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -1.860 7.010 0.265 Cl.F10.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along U : Mnu = 7.7886 kip-ft Eq.F10-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (V) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -.3701E-16 3.089 0.000 Cl.F10.1 3 2.00 | | | | Intermediate Results : | | Nom Flex Yielding Along V : Mnv = 3.4322 kip-ft Eq.F10-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -1.315 2.940 0.447 Cl.F10.2 3 0.00 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 3.2670 kip-ft Eq.F10-2 | | Mom. Distr. factor : CbX = 1.1400 Custom | | Crit. Elastic L-T-B Mom. : McrX = 8.9536 kip-ft Eq.F10-5a | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 1.315 3.392 0.388 Cl.F10.2 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding About Y : Mny = 3.7691 kip-ft Eq.F10-2 | | Mod. factor Cb : CbY = 1.1400 Custom | | Crit. Elas. L-T-B Moment : McrY = 48.408 kip-ft Eq.F10-5b | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT U | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -1.860 5.883 0.316 Cl.F10.2 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding About U : Mnu = 6.5367 kip-ft Eq.F10-2 | | modification factor Cb : CbU = 1.1400 Custom | | Crit. Elast. L-T-B Moment : McrU = 16.263 kip-ft Eq.F10-4 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -1.315 3.303 0.398 Cl.F10.3 3 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 3.6695 kip-ft Eq.F10-6 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -.6576 3.303 0.199 Cl.F10.3 3 3.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 3.6695 kip-ft Eq.F10-6 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(U) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -1.860 6.825 0.273 Cl.F10.3 3 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnu = 7.5829 kip-ft Eq.F10-6 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(V) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -.3701E-16 3.653 0.000 Cl.F10.3 3 2.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnv = 4.0594 kip-ft Eq.F10-6 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 11 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H2 | | RATIO CRITERIA L/C LOC | | 0.316 Eq.H2-1 3 0.00 | | | | Intermediate Results : | | Applied Stress : frbz = -1857.0 kip/ft2 Eq.H2-1 | | Allowable Stress : Fca = 4665.6 kip/ft2 Eq.H2-1 | | Allowable Stress : Fcbz = 5873.5 kip/ft2 Eq.H2-1 | | Allowable Stress : Fcbw = 5760.9 kip/ft2 Eq.H2-1 | |-----------------------------------------------------------------------------| 49. LOAD LIST 4 50. PARAMETER 2 51. CODE AISC UNIFIED 2016 52. METHOD ASD 53. CB 1.14 ALL 54. SGR 1 ALL 55. TRACK 2 ALL 56. CHECK CODE ALL PARAMETER 2 STAAD SPACE -- PAGE NO. 12 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 ------------ ----------- ------------- U Z Axis typically parallel to the sections principal major axis. V 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. 13 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 L40404 (AISC SECTIONS)| | Status: PASS Ratio: 0.488 Loadcase: 4 | | Location: 0.00 Ref: Cl.F10.2 | | Pz: 0.000 T Vy: -.9546 Vx: 0.9546 | | Tz: 0.000 My: -.9546 Mx: -.9546 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 91.954 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.488(PASS) | | Loc : 0.00 Condition : Cl.F10.2 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 1.930E+00 Axx : 1.000E+00 Ayy : 1.000E+00 | | Ixx : 3.039E+00 Iyy : 3.039E+00 J : 4.021E-02 | | Sxx+: 7.627E-01 Sxx-: 9.266E-01 Zxx : 1.373E+00 | | Syy+: 1.731E+00 Syy-: 1.731E+00 Zyy : 3.115E+00 | | Cw : 5.051E-02 x0 : 9.720E-01 y0 : 9.720E-01 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 5184.000 Fu: 8351.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 6.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 72.00) | | λ λp λr CASE | | Flange: Slender 16.00 N/A 12.77 Table.B4.1a.Case3 | | Web : Slender 16.00 N/A 12.77 Table.B4.1a.Case3 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 72.00) | | λ λp λr CASE | | Flange: NonCompact 16.00 15.33 25.83 Table.B4.1b.Case12 | | Web : NonCompact 16.00 15.33 25.83 Table.B4.1b.Case12 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 14 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 | | 0.000 41.60 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 69.480 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 55.97 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.13403E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 111.94 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 32.27 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 57.375 Cl.E2 | | Elastic Buckling Stress : Fex = 12520. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 4359.2 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 53.898 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 32.27 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 57.375 Cl.E2 | | Elastic Buckling Stress : Fey = 12520. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 4359.2 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 53.898 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING U | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 33.75 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcu/ru = 45.208 Cl.E2 | | Elastic Buckling Stress : Feu = 20167. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcru = 4655.2 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnu = 56.369 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING V | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 26.62 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcv/rv = 91.954 Cl.E2 | | Elastic Buckling Stress : Fev = 4874.4 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrv = 3321.6 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnv = 44.453 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 15 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 | | 0.9546 12.93 0.074 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.G3 | | Nom. Shear Along X : Vnx = 21.600 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.9546 12.93 0.074 Cl.G1 4 0.00 | | | | Intermediate Results : | | Coefficient Cv Along Y : Cv = 1.0000 Eq.G2-9 | | Coefficient Kv Along Y : Kv = 1.2000 Cl.G3 | | Nom. Shear Along Y : Vny = 21.600 kip Eq.G3-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 16 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 | | -.9546 2.821 0.338 Cl.F10.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 4.7114 kip-ft Eq.F10-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.9546 2.821 0.338 Cl.F10.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 4.7114 kip-ft Eq.F10-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (U) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -1.350 4.664 0.289 Cl.F10.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along U : Mnu = 7.7886 kip-ft Eq.F10-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (V) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -.1480E-15 2.055 0.000 Cl.F10.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along V : Mnv = 3.4322 kip-ft Eq.F10-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -.9546 1.956 0.488 Cl.F10.2 4 0.00 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 3.2670 kip-ft Eq.F10-2 | | Mom. Distr. factor : CbX = 1.1400 Custom | | Crit. Elastic L-T-B Mom. : McrX = 8.9536 kip-ft Eq.F10-5a | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.9546 2.257 0.423 Cl.F10.2 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding About Y : Mny = 3.7691 kip-ft Eq.F10-2 | | Mod. factor Cb : CbY = 1.1400 Custom | | Crit. Elas. L-T-B Moment : McrY = 48.408 kip-ft Eq.F10-5b | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT U | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -1.350 3.914 0.345 Cl.F10.2 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding About U : Mnu = 6.5367 kip-ft Eq.F10-2 | | modification factor Cb : CbU = 1.1400 Custom | | Crit. Elast. L-T-B Moment : McrU = 16.263 kip-ft Eq.F10-4 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -.9546 2.197 0.434 Cl.F10.3 4 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnx = 3.6695 kip-ft Eq.F10-6 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -.4773 2.197 0.217 Cl.F10.3 4 3.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mny = 3.6695 kip-ft Eq.F10-6 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(U) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -1.350 4.541 0.297 Cl.F10.3 4 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnu = 7.5829 kip-ft Eq.F10-6 | |-----------------------------------------------------------------------------| | FLANGE LOCAL BUCK(V) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -.1480E-15 2.431 0.000 Cl.F10.3 4 0.00 | | | | Intermediate Results : | | Nom F-L-B Cap : Mnv = 4.0594 kip-ft Eq.F10-6 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 17 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 H2 | | RATIO CRITERIA L/C LOC | | 0.345 Eq.H2-1 4 0.00 | | | | Intermediate Results : | | Applied Stress : frbz = -1347.8 kip/ft2 Eq.H2-1 | | Applied Stress : frbw = -.27607E-12 kip/ft2 Eq.H2-1 | | Allowable Stress : Fca = 3104.2 kip/ft2 Eq.H2-1 | | Allowable Stress : Fcbz = 3907.9 kip/ft2 Eq.H2-1 | | Allowable Stress : Fcbw = 3832.9 kip/ft2 Eq.H2-1 | |-----------------------------------------------------------------------------|