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Author: Admin | 2025-04-28
FLEXURAL BUCKLING X || DEMAND CAPACITY RATIO REFERENCE L/C LOC || 840.0 927.5 0.906 Cl.E3 3 0.00 | | || Intermediate Results : || Effective Slenderness : Lcx/rx = 58.633 Cl.E2 || Elastic Buckling Stress : Fex = 11989. kip/ft2 Eq.E3-4 || Nom. Flexural Buckling : Pnx = 1030.5 kip Eq.E3-1 ||-----------------------------------------------------------------------------|| FLEXURAL BUCKLING Y || DEMAND CAPACITY RATIO REFERENCE L/C LOC || 840.0 1003. 0.838 Cl.E3 3 0.00 || | | Intermediate Results : || Effective Slenderness : Lcy/ry = 48.701 Cl.E2 || Elastic Buckling Stress : Fey = 17377. kip/ft2 Eq.E3-4 || Crit. Buckling Stress : Fcry = 6053.6 kip/ft2 Eq.E3-2 || Nom. Flexural Buckling : Pny = 1114.0 kip Eq.E3-1 ||-----------------------------------------------------------------------------|| FLEXURAL-TORSIONAL-BUCKLING || DEMAND CAPACITY RATIO REFERENCE L/C LOC || 840.0 837.0 1.004 Cl.E4 3 0.00 || || Intermediate Results : || Elastic F-T-B Stress : Fe = 8513.5 kip/ft2 Eq.E4-2 || Crit. F-T-B Stress : Fcr = 5053.6 kip/ft2 Eq.E3-2 || Nom. Flex-tor Buckling : Pn = 930.01 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 || 0.000 555.9 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 = 617.70 kip Eq.G6-1 ||-----------------------------------------------------------------------------|| SHEAR ALONG Y || DEMAND CAPACITY RATIO REFERENCE L/C LOC || 0.000 184.8 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 :
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