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Customer S&H Systems <br />Project Collectors.com <br />Job Number <br />4 FRAME & COLUMN ANAL.Page 7.4 <br />Platform PLT1 <br />Frame Line Location EW Frame Direct Design Method K = 1.0 <br />The unity factor is calculated in accordance with AISC section H1.AISC 360 Chapt C2, C3 Appendix 7; AISC Design Guide 28 <br />INTERIOR COLUMN SIZE = 4x4x3/16 C EXTERIOR COLUMN SIZE = 4x4x3/16 C <br />Yield Stress of Steel, Fy =50 ksi Fu = 62 Fy= 50 ksi Fu = 62 <br />Area, Ag =2.58 in2 bf 4.00 Ag = 2.58 in2 bf 4.00 <br />Section Modulus, Sx =3.1 in3 b 3.48 Sx = 3.1 in3 b 3.48 <br />Radius of Gyration, r = 1.55 in be 3.48 r = 1.55 in be 3.48 <br />Moment of Inertia, I = 6.21 in4 tf 0.174 I = 6.21 in4 tf 0.174 <br />Plastic Sect. Modulus, Zx =3.67 in3 Seff 3.11 Zx = 3.67 in3 Seff 3.11 <br />K factor for calculations =1.00 Aeff 2.58 K =1.00 Aeff 2.58 <br />Kl/r = 27.1 Ieff 6.21 Kl/r = 27.1 Ieff 6.21 <br />Fe =396.54 ksi Qa 1.00 Fe = 396.54 ksi Qa 1.00 <br />fcr =47.43 ksi Mp 183.5 fcr = 47.43 ksi Mp 183.5 <br />AvaiLabel axial strength, Pc / Ω = 73.3 kips Mn Fl Buck 155 Pc / Ω = 73.3 kips Mn Fl Buck 155 <br />Allow. flexural strength, Mc / Ω= 9.2 k-Ft Mn web buck 184 Mc / Ω= 7.7 k-Ft Mn web buck 184 <br />Mδ = Rv*(δ+δe) <br />Level 0 to 1 Interior Column Forces M1st=Ψ*Rh*H M2nd = Ψ*Rv*Δ2nd Me = Rv*Ecc Level 1 to2 <br />LC Factored Rv Rh M0-1 Base M10-1 top M2=PΔ0-1 B PΔ0-1 Me Mδ M Center M11+ Base M21=PΔ1-2 <br />F, Kips K K K-Ft K-Ft K-Ft K-Ft K-Ft K-Ft <br />2 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 <br />5 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 <br />6 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 <br />8 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 <br />OvRh1 = CvxOv*Rh M = OvM1st+M2nd+Me <br />Multi Level Distribution Factor Cvx 1.000 Rv1 = Wv*(TAC for Girder or BS*ETL for beam)+PvDL <br />Level 0 to 1 Column For Framing Conn. at column. <br />LC Rv Rh M base M Center M top Unity OvRh OvM base Rv1 OvRh1 OvM1 <br />K K K-FT K-FT K-FT Equat. K K-FT K K K-FT <br />2 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.0 0.00 0.0 <br />5 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.0 0.00 0.0 <br />6 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.0 0.00 0.0 <br />8 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.0 0.00 0.0 <br />COLUMN IS OK. <br />Level 0 to 1 Exterior Column Forces <br />LC Factored Rv Rh M0-1 Base M0-1 top PΔ0-1 B PΔ0-1 Me Mδ M Center M1+ Base M = PΔ1+ <br />F, Kips K K K-Ft K-Ft K-Ft K-Ft K-Ft K-Ft K-Ft <br />2 0.03 0.7 0.02 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 <br />5 0.24 0.1 0.12 0.4 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.00 <br />6 0.18 0.6 0.09 0.3 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.00 <br />8 0.24 0.1 0.12 0.4 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.00 <br />Multi Level Distribution Factor Cvx 1.000 Rh1 = Cvx*Rh M = OvM1st+M2nd+Me <br />Rv1 = Wv*(TAC for Girder or BS*ETL for beam)+PvDL+Cvx*OvF*H/TFL <br />Level 0 to 1 Column For Framing Conn. at column. <br />LC Rv Rh M base M Center M top Unity OvRh OvM base Rv1 OvRh1 OvM1 <br />K K K-FT K-FT K-FT Equat.K K-FT K K K-FT <br />2 0.7 0.0 0.1 0.0 0.0 0.01 0.02 0.06 0.7 0.02 0.0 <br />5 0.1 0.1 0.4 0.2 0.0 0.06 0.19 0.65 0.1 0.19 0.0 <br />6 0.6 0.1 0.3 0.2 0.0 0.05 0.14 0.49 0.5 0.14 0.0 <br />8 0.1 0.1 0.4 0.2 0.0 0.06 0.19 0.65 0.0 0.19 0.0 <br />COLUMN IS OK. <br />Solutions Inc. <br />Steele <br /> Base Pl. <br />10010 <br /> Base Pl. <br />6737 W. Washington St. West Allis, WI 53214