V.AISC 360-16 W Member Selection F.4
Verify the selection of an optimized wide flange section for major axis bending per the AISC 360-16 code.
Details
Select a wide flange section based on moment of inertia required to limit deflection. The member is used as a 30 ft simple span which caries a uniform dead load of 0.8 kip/ft and a uniform live load of 2 kip/ft. The member is continuously braced. The material is ASTM A992 (Fy = 50 ksi).
Validation
Ultimate load (for LRFD):
wu = 1.2(0.8) + 1.6(2.0) = 4.16 kip/ft
Mu = wuL2/8 = (4.16)(30)2/8 = 468 kip·ft
Service level load (for ASD):
wa = 0.8 + 2.0 = 2.8 kip/ft
Ma = waL2/8 = (2.8)(30)2/8 = 315 kip·ft
Minimum Moment of Inertia
Assume a live load deflection limit of L/360 = 30×12/360 = 1.0 in
Try a W24x55 (Ix = 1,350 in4)
The W24x55 is a compact section and the member is continuously braced.
Mn = Mp = FyZx = 50×134 = 6,700 in·k
LRFD
ϕbMn = 502.5 ft·k > 468 ft·k (OK)
ASD
Mn/Ωb = 334.3 ft·k > 315 ft·k (OK)
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 W Memb Selection F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 14-Feb-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 30 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 W24X192
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
2 FIXED BUT FX MZ
1 PINNED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -0.8
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -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
DEFINE ENVELOPE
3 ENVELOPE 1 TYPE STRENGTH
4 ENVELOPE 2 TYPE SERVICEABILITY
END DEFINE ENVELOPE
LOAD LIST ENV 1 2
PARAMETER 1
CODE AISC UNIFIED 2016
BEAM 1 ALL
DFF 240 ALL
DJ1 1 ALL
DJ2 2 ALL
SGR 28 ALL
TRACK 2 ALL
FLX 2 ALL
PROFILE W24 ALL
METHOD LRFD
SELECT OPTIMIZED
LOAD LIST ENV 2
PARAMETER 2
CODE AISC UNIFIED 2016
BEAM 1 ALL
DFF 240 ALL
DJ1 1 ALL
DJ2 2 ALL
SGR 28 ALL
TRACK 2 ALL
FLX 2 ALL
PROFILE W24 ALL
METHOD ASD
SELECT OPTIMIZED
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 ------------ ----------- ------------- 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 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST W24X192 (AISC SECTIONS)| | Status: PASS Ratio: 0.223 Loadcase: 3 | | Location: 15.00 Ref: Cl.F2.1 | | Pz: 0.000 T Vy: 0.1144E-05 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -468.0 | |-----------------------------------------------------------------------------| | Status: PASS Ratio: 0.223 Loadcase: 3 | | Location: 15.00 Ref: Cl.F2.1 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 117.541 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.223(PASS) | | Loc : 15.00 Condition : Cl.F2.1 | |-----------------------------------------------------------------------------| | SERVICEABILITY CHECKS | | Critical L/C : 4 Ratio : 0.186(PASS) | | Loc : 15.00 Condition : Deflection | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 15.00, PROPERTIES UNIT: IN ) | | Ag : 5.650E+01 Axx : 3.796E+01 Ayy : 2.066E+01 | | Ixx : 6.260E+03 Iyy : 5.300E+02 J : 3.080E+01 | | Sxx+: 4.910E+02 Sxx-: 4.910E+02 Zxx : 5.590E+02 | | Syy+: 8.154E+01 Syy-: 8.154E+01 Zyy : 1.260E+02 | | Cw : 7.724E+04 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 30.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 360.00) | | λ λp λr CASE | | Flange: NonSlender 4.45 N/A 13.49 Table.B4.1a.Case1 | | Web : NonSlender 26.64 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 360.00) | | λ λp λr CASE | | Flange: Compact 4.45 9.15 24.08 Table.B4.1b.Case10 | | Web : Compact 26.64 90.55 137.27 Table.B4.1b.Case15 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 5 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 2542. 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 2825.0 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 2754. 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.39236 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 3672.5 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 2334. 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 34.201 Cl.E2 | | Elastic Buckling Stress : Fex = 35236. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 6609.8 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 2593.4 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 923.9 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 117.54 Cl.E2 | | Elastic Buckling Stress : Fey = 2983.2 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 2616.3 kip/ft2 Eq.E3-3 | | Nom. Flexural Buckling : Pny = 1026.5 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 1930. 0.000 Cl.E4 3 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 10933. kip/ft2 Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 5465.5 kip/ft2 Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 2144.4 kip Eq.E4-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 6 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 | | 0.000 1025. 0.000 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.G6 | | Nom. Shear Along X : Vnx = 1138.8 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 62.40 619.7 0.101 Cl.G1 3 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 = 619.65 kip Eq.G2-1 | |-----------------------------------------------------------------------------| 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 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -468.0 2096. 0.223 Cl.F2.1 3 15.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 2329.2 kip-ft Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 472.5 0.000 Cl.F6.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 525.00 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| 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 BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 0.223 Eq.H1-1b 3 15.00 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 2542.5 kip Cl.H1.1 | | Moment Capacity : Mcx = 2096.3 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 472.50 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| |-----------------------------------------------------------------------------| | CHECKS FOR DEFLECTION | |-----------------------------------------------------------------------------| | RATIO L/C LOC | | 0.186 4 15.00 | | Actual Deflection : 0.27953 in. Actual Span/Defl. : 1287.9 | | Allowable Deflection : 1.5000 in. Allow Span/Defl. : 240.00 | |-----------------------------------------------------------------------------| PARAMETER 1 STAAD SPACE -- PAGE NO. 9 STAAD.PRO MEMBER SELECTION - 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 ------------ ----------- ------------- 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. 10 STAAD.PRO MEMBER SELECTION - AISC 360-16 LRFD (V1.2) ******************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST W24X55 (AISC SECTIONS)| | Status: PASS Ratio: 0.931 Loadcase: 3 | | Location: 15.00 Ref: Cl.F2.1 | | Pz: 0.000 T Vy: 0.1144E-05 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -468.0 | |-----------------------------------------------------------------------------| | Status: PASS Ratio: 0.931 Loadcase: 3 | | Location: 15.00 Ref: Cl.F2.1 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 268.605 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.931(PASS) | | Loc : 15.00 Condition : Cl.F2.1 | |-----------------------------------------------------------------------------| | SERVICEABILITY CHECKS | | Critical L/C : 4 Ratio : 0.864(PASS) | | Loc : 15.00 Condition : Deflection | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 15.00, PROPERTIES UNIT: IN ) | | Ag : 1.620E+01 Axx : 7.080E+00 Ayy : 9.322E+00 | | Ixx : 1.350E+03 Iyy : 2.910E+01 J : 1.180E+00 | | Sxx+: 1.144E+02 Sxx-: 1.144E+02 Zxx : 1.340E+02 | | Syy+: 8.302E+00 Syy-: 8.302E+00 Zyy : 1.330E+01 | | Cw : 3.866E+03 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 30.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 360.00) | | λ λp λr CASE | | Flange: NonSlender 6.94 N/A 13.49 Table.B4.1a.Case1 | | Web : Slender 54.63 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 360.00) | | λ λp λr CASE | | Flange: Compact 6.94 9.15 24.08 Table.B4.1b.Case10 | | Web : Compact 54.63 90.55 137.27 Table.B4.1b.Case15 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 11 STAAD.PRO MEMBER SELECTION - 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 | | 0.000 729.0 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 810.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 789.8 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.11250 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 1053.0 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 568.6 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 39.436 Cl.E2 | | Elastic Buckling Stress : Fex = 26502. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 6426.1 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 631.83 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 50.73 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 268.60 Cl.E2 | | Elastic Buckling Stress : Fey = 571.26 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 500.99 kip/ft2 Eq.E3-3 | | Nom. Flexural Buckling : Pny = 56.362 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 201.7 0.000 Cl.E4 3 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 2271.5 kip/ft2 Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 1992.1 kip/ft2 Eq.E3-3 | | Nom. Flex-tor Buckling : Pn = 224.11 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 12 STAAD.PRO MEMBER SELECTION - 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 | | 0.000 191.2 0.000 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.G6 | | Nom. Shear Along X : Vnx = 212.40 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 62.40 251.7 0.248 Cl.G1 3 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 = 279.66 kip Eq.G2-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 13 STAAD.PRO MEMBER SELECTION - 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 | | -468.0 502.5 0.931 Cl.F2.1 3 15.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 558.33 kip-ft Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 49.81 0.000 Cl.F6.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 55.350 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 14 STAAD.PRO MEMBER SELECTION - 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 H1 | | RATIO CRITERIA L/C LOC | | 0.931 Eq.H1-1b 3 15.00 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 729.00 kip Cl.H1.1 | | Moment Capacity : Mcx = 502.50 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 49.815 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| |-----------------------------------------------------------------------------| | CHECKS FOR DEFLECTION | |-----------------------------------------------------------------------------| | RATIO L/C LOC | | 0.864 4 15.00 | | Actual Deflection : 1.2962 in. Actual Span/Defl. : 277.73 | | Allowable Deflection : 1.5000 in. Allow Span/Defl. : 240.00 | |-----------------------------------------------------------------------------| ** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. ** PARAMETER 1 STAAD SPACE -- PAGE NO. 15 STAAD.PRO MEMBER SELECTION - 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 ------------ ----------- ------------- 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. 16 STAAD.PRO MEMBER SELECTION - AISC 360-16 LRFD (V1.2) ******************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST W24X55 (AISC SECTIONS)| | Status: PASS Ratio: 0.931 Loadcase: 3 | | Location: 15.00 Ref: Cl.F2.1 | | Pz: 0.000 T Vy: 0.1144E-05 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -468.0 | |-----------------------------------------------------------------------------| | Status: PASS Ratio: 0.931 Loadcase: 3 | | Location: 15.00 Ref: Cl.F2.1 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 268.605 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.931(PASS) | | Loc : 15.00 Condition : Cl.F2.1 | |-----------------------------------------------------------------------------| | SERVICEABILITY CHECKS | | Critical L/C : 4 Ratio : 0.864(PASS) | | Loc : 15.00 Condition : Deflection | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 15.00, PROPERTIES UNIT: IN ) | | Ag : 1.620E+01 Axx : 7.080E+00 Ayy : 9.322E+00 | | Ixx : 1.350E+03 Iyy : 2.910E+01 J : 1.180E+00 | | Sxx+: 1.144E+02 Sxx-: 1.144E+02 Zxx : 1.340E+02 | | Syy+: 8.302E+00 Syy-: 8.302E+00 Zyy : 1.330E+01 | | Cw : 3.866E+03 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 7200.000 Fu: 9359.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 30.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 360.00) | | λ λp λr CASE | | Flange: NonSlender 6.94 N/A 13.49 Table.B4.1a.Case1 | | Web : Slender 54.63 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 360.00) | | λ λp λr CASE | | Flange: Compact 6.94 9.15 24.08 Table.B4.1b.Case10 | | Web : Compact 54.63 90.55 137.27 Table.B4.1b.Case15 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 17 STAAD.PRO MEMBER SELECTION - 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 | | 0.000 729.0 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 810.00 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 789.8 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.11250 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 1053.0 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 568.6 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 39.436 Cl.E2 | | Elastic Buckling Stress : Fex = 26502. kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 6426.1 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 631.83 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 50.73 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 268.60 Cl.E2 | | Elastic Buckling Stress : Fey = 571.26 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 500.99 kip/ft2 Eq.E3-3 | | Nom. Flexural Buckling : Pny = 56.362 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 201.7 0.000 Cl.E4 3 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 2271.5 kip/ft2 Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 1992.1 kip/ft2 Eq.E3-3 | | Nom. Flex-tor Buckling : Pn = 224.11 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 18 STAAD.PRO MEMBER SELECTION - 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 | | 0.000 191.2 0.000 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.G6 | | Nom. Shear Along X : Vnx = 212.40 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 62.40 251.7 0.248 Cl.G1 3 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 = 279.66 kip Eq.G2-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 19 STAAD.PRO MEMBER SELECTION - 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 | | -468.0 502.5 0.931 Cl.F2.1 3 15.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 558.33 kip-ft Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 49.81 0.000 Cl.F6.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 55.350 kip-ft Eq.F6-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 20 STAAD.PRO MEMBER SELECTION - 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 H1 | | RATIO CRITERIA L/C LOC | | 0.931 Eq.H1-1b 3 15.00 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 729.00 kip Cl.H1.1 | | Moment Capacity : Mcx = 502.50 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 49.815 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| |-----------------------------------------------------------------------------| | CHECKS FOR DEFLECTION | |-----------------------------------------------------------------------------| | RATIO L/C LOC | | 0.864 4 15.00 | | Actual Deflection : 1.2962 in. Actual Span/Defl. : 277.73 | | Allowable Deflection : 1.5000 in. Allow Span/Defl. : 240.00 | |-----------------------------------------------------------------------------| 56. LOAD LIST ENV 2 57. PARAMETER 2 58. CODE AISC UNIFIED 2016 59. BEAM 1 ALL 60. DFF 240 ALL 61. DJ1 1 ALL 62. DJ2 2 ALL 63. SGR 28 ALL 64. TRACK 2 ALL 65. FLX 2 ALL 66. PROFILE W24 ALL 67. METHOD ASD 68. SELECT OPTIMIZED PARAMETER 2 STAAD SPACE -- PAGE NO. 21 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. 22 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 W24X55 (AISC SECTIONS)| | Status: PASS Ratio: 0.864 Loadcase: 4 | | Location: 15.00 Ref: Deflection | |-----------------------------------------------------------------------------| |-----------------------------------------------------------------------------| | CHECKS FOR DEFLECTION | |-----------------------------------------------------------------------------| | RATIO L/C LOC | | 0.864 4 15.00 | | Actual Deflection : 1.2962 in. Actual Span/Defl. : 277.73 | | Allowable Deflection : 1.5000 in. Allow Span/Defl. : 240.00 | |-----------------------------------------------------------------------------| PARAMETER 2 STAAD SPACE -- PAGE NO. 23 STAAD.PRO MEMBER SELECTION - 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. 24 STAAD.PRO MEMBER SELECTION - AISC 360-16 ASD (V1.2) ******************************************************* ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST W24X55 (AISC SECTIONS)| | Status: PASS Ratio: 0.864 Loadcase: 4 | | Location: 15.00 Ref: Deflection | |-----------------------------------------------------------------------------| ** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. ** PARAMETER 2 STAAD SPACE -- PAGE NO. 25 STAAD.PRO MEMBER SELECTION - 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. 26 STAAD.PRO MEMBER SELECTION - AISC 360-16 ASD (V1.2) ******************************************************* ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST W24X55 (AISC SECTIONS)| | Status: PASS Ratio: 0.864 Loadcase: 4 | | Location: 15.00 Ref: Deflection | |-----------------------------------------------------------------------------| 69. FINISH **************************************************************************** **WARNING** SOME MEMBER SIZES HAVE CHANGED SINCE LAST ANALYSIS. IN THE POST PROCESSOR, MEMBER QUERIES WILL USE THE LAST ANALYSIS FORCES WITH THE UPDATED MEMBER SIZES. TO CORRECT THIS INCONSISTENCY, PLEASE DO ONE MORE ANALYSIS. FROM THE UPPER MENU, PRESS RESULTS, UPDATE PROPERTIES, THEN FILE SAVE; THEN ANALYZE AGAIN WITHOUT THE GROUP OR SELECT COMMANDS. ****************************************************************************