V.AISC 360-16 Built Up Column E.2
Verify the available compressive strength of a built-up column with a slender web per the AISC 360-16 code.
Details
From reference 2:
Verify that a built-up, ASTM A572 Grade 50 column with PL1 in.×8 in. flanges and a PL4 in.×15 in. web… is sufficient to carry a dead load of 70 kips and live load of 210 kips in axial compression. The column’s unbraced length is 15 ft and the ends are pinned in both axes.
ASTM A572 Grade 50: Fy = 50 ksi
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 Built Up Column E.STD is typically installed with the program.
STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 31-Oct-12
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 15 0;
MEMBER INCIDENCES
1 1 2;
START USER TABLE
*TABLE 1
*UNIT INCHES KIP
*ISECTION
*I1
*17 0.25 17 8 1 8 1 0 0 0
TABLE 2
UNIT INCHES KIP
WIDE FLANGE
I
19.75 17 0.25 8 1 1095.65 85.3529 5.41146 4.25 10.6667 8 1
END
UNIT INCHES KIP
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29732.7
POISSON 0.3
DENSITY 0.000283
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
STRENGTH FY 50 FU 65 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
MEMBER PROPERTY AMERICAN
1 UPTABLE 2 I
UNIT FEET KIP
SUPPORTS
1 PINNED
2 FIXED BUT FY MX MY MZ
LOAD 1 LOADTYPE Dead TITLE LOAD CASE 1
JOINT LOAD
2 FY -70
LOAD 2 LOADTYPE Live TITLE LOAD CASE 2
JOINT LOAD
2 FY -210
UNIT INCHES KIP
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
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
STP 2 ALL
SGR 15 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
STP 2 ALL
SGR 15 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 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 PLANE -- PAGE NO. 4 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST I (UPT) | | Status: PASS Ratio: 0.843 Loadcase: 3 | | Location: 0.00 Ref: Cl.E3 | | Pz: 420.0 C Vy: 0.000 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 0.000 | |-----------------------------------------------------------------------------| | COMPRESSION SLENDERNESS | | Actual Slenderness Ratio : 86.586 | | Allowable Slenderness Ratio : 200.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.843(PASS) | | Loc : 0.00 Condition : Cl.E3 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 1.975E+01 Axx : 1.067E+01 Ayy : 4.250E+00 | | Ixx : 1.096E+03 Iyy : 8.535E+01 J : 5.411E+00 | | Sxx+: 1.289E+02 Sxx-: 1.289E+02 Zxx : 1.421E+02 | | Syy+: 2.134E+01 Syy-: 2.134E+01 Zyy : 3.223E+01 | | Cw : 5.461E+03 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 50.000 Fu: 65.000 | |-----------------------------------------------------------------------------| | Actual Member Length: 180.000 | | Design Parameters (Built-Up) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 180.00) | | λ λp λr CASE | | Flange: NonSlender 4.00 N/A 11.08 Table.B4.1a.Case2 | | Web : Slender 60.00 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 180.00) | | λ λp λr CASE | | Flange: Compact 4.00 9.15 19.65 Table.B4.1b.Case11 | | Web : Compact 60.00 90.55 137.27 Table.B4.1b.Case15 | |-----------------------------------------------------------------------------| STAAD PLANE -- PAGE NO. 5 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 888.8 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 987.50 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 962.8 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 19.750 in2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 1283.8 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 420.0 800.5 0.525 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 24.167 Cl.E2 | | Elastic Buckling Stress : Fex = 490.07 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 47.910 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 889.47 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 420.0 497.9 0.843 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 86.586 Cl.E2 | | Elastic Buckling Stress : Fey = 38.177 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcry = 28.900 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pny = 553.26 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 420.0 673.0 0.624 Cl.E4 3 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 92.170 ksi Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 39.844 ksi Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 747.78 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD PLANE -- PAGE NO. 6 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 432.0 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 = 480.00 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 114.8 0.000 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 = 127.50 kip Eq.G2-1 | |-----------------------------------------------------------------------------| STAAD PLANE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 6393. 0.000 Cl.F2.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 7103.1 kip-in Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 1451. 0.000 Cl.F6.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 1611.7 kip-in Eq.F6-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 5403. 0.000 Cl.F2.2 3 0.00 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 6003.6 kip-in Eq.F2-2 | | Mom. Distr. factor : CbX = 1.0000 Custom | | Limiting Unbraced Length : LpX = 88.115 in Eq.F2-5 | | coefficient C : Cx = 1.0000 Eq.F2-8a | | Effective Rad. of Gyr. : Rts = 2.3015 in Eq.F2-7 | | Limiting Unbraced Length : LrX = 304.70 in Eq.F2-6 | |-----------------------------------------------------------------------------| STAAD PLANE -- PAGE NO. 8 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 0.843 Eq.H1-1a 3 0.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 497.94 kip Cl.H1.1 | | Moment Capacity : Mcx = 5403.3 kip-in Cl.H1.1 | | Moment Capacity : Mcy = 1450.5 kip-in Cl.H1.1 | |-----------------------------------------------------------------------------| 62. LOAD LIST 4 63. PARAMETER 2 64. CODE AISC UNIFIED 2016 65. METHOD ASD 66. STP 2 ALL 67. SGR 15 ALL 68. TRACK 2 ALL 69. CHECK CODE ALL PARAMETER 2 STAAD PLANE -- PAGE NO. 9 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 PLANE -- PAGE NO. 10 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST I (UPT) | | Status: PASS Ratio: 0.845 Loadcase: 4 | | Location: 0.00 Ref: Cl.E3 | | Pz: 280.0 C Vy: 0.000 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 0.000 | |-----------------------------------------------------------------------------| | COMPRESSION SLENDERNESS | | Actual Slenderness Ratio : 86.586 | | Allowable Slenderness Ratio : 200.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.845(PASS) | | Loc : 0.00 Condition : Cl.E3 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 0.00, PROPERTIES UNIT: IN ) | | Ag : 1.975E+01 Axx : 1.067E+01 Ayy : 4.250E+00 | | Ixx : 1.096E+03 Iyy : 8.535E+01 J : 5.411E+00 | | Sxx+: 1.289E+02 Sxx-: 1.289E+02 Zxx : 1.421E+02 | | Syy+: 2.134E+01 Syy-: 2.134E+01 Zyy : 3.223E+01 | | Cw : 5.461E+03 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 50.000 Fu: 65.000 | |-----------------------------------------------------------------------------| | Actual Member Length: 180.000 | | Design Parameters (Built-Up) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 180.00) | | λ λp λr CASE | | Flange: NonSlender 4.00 N/A 11.08 Table.B4.1a.Case2 | | Web : Slender 60.00 N/A 35.88 Table.B4.1a.Case5 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 180.00) | | λ λp λr CASE | | Flange: Compact 4.00 9.15 19.65 Table.B4.1b.Case11 | | Web : Compact 60.00 90.55 137.27 Table.B4.1b.Case15 | |-----------------------------------------------------------------------------| STAAD PLANE -- PAGE NO. 11 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 591.3 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 987.50 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 641.9 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 19.750 in2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 1283.8 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 280.0 532.6 0.526 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 24.167 Cl.E2 | | Elastic Buckling Stress : Fex = 490.07 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 47.910 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 889.47 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 280.0 331.3 0.845 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 86.586 Cl.E2 | | Elastic Buckling Stress : Fey = 38.177 ksi Eq.E3-4 | | Crit. Buckling Stress : Fcry = 28.900 ksi Eq.E3-2 | | Nom. Flexural Buckling : Pny = 553.26 kip Eq.E7-1 | |-----------------------------------------------------------------------------| | FLEXURAL-TORSIONAL-BUCKLING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 280.0 447.8 0.625 Cl.E4 4 0.00 | | | | Intermediate Results : | | Elastic F-T-B Stress : Fe = 92.170 ksi Eq.E4-2 | | Crit. F-T-B Stress : Fcr = 39.844 ksi Eq.E3-2 | | Nom. Flex-tor Buckling : Pn = 747.78 kip Eq.E7-1 | |-----------------------------------------------------------------------------| STAAD PLANE -- PAGE NO. 12 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 287.4 0.000 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.G6 | | Nom. Shear Along X : Vnx = 480.00 kip Eq.G6-1 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 76.35 0.000 Cl.G1 4 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 = 127.50 kip Eq.G2-1 | |-----------------------------------------------------------------------------| STAAD PLANE -- PAGE NO. 13 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 4253. 0.000 Cl.F2.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 7103.1 kip-in Eq.F2-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 965.1 0.000 Cl.F6.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 1611.7 kip-in Eq.F6-1 | |-----------------------------------------------------------------------------| | LAT TOR BUCK ABOUT X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 3595. 0.000 Cl.F2.2 4 0.00 | | | | Intermediate Results : | | Nom L-T-B Cap : Mnx = 6003.6 kip-in Eq.F2-2 | | Mom. Distr. factor : CbX = 1.0000 Custom | | Limiting Unbraced Length : LpX = 88.115 in Eq.F2-5 | | coefficient C : Cx = 1.0000 Eq.F2-8a | | Effective Rad. of Gyr. : Rts = 2.3015 in Eq.F2-7 | | Limiting Unbraced Length : LrX = 304.70 in Eq.F2-6 | |-----------------------------------------------------------------------------| STAAD PLANE -- PAGE NO. 14 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 0.845 Eq.H1-1a 4 0.00 | | | | Intermediate Results : | | Axial Capacity : Pc = 331.29 kip Cl.H1.1 | | Moment Capacity : Mcx = 3595.0 kip-in Cl.H1.1 | | Moment Capacity : Mcy = 965.10 kip-in Cl.H1.1 | |-----------------------------------------------------------------------------|