1610 E St Andrew Pl Unit #100 - Plan

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Customer S&H Systems Project Collectors.com Job Number 10010 2 TYPICAL SEISMIC Page 2.2 Structure: Project Address - Design Code Site Class D Seismic Design Data Period for Site Class D Seismic Design Cat 4 SS = 1.272 g Fa = 1.20 SMS = 1.527 SDS = 1.019 g D Table 11.6-1 4 S1 = 0.455 g Fv = 1.55 SM1 = 0.705 SD1 = 0.470 g D Table 11.6-2 Approximate Fundamental Period Top of platform, h =4.0 Ft Number of stories, N =1 Section 12.8.2.1 TL = 8 ASCE 7-10 pg 171 Ta = Ct*hx 0.085 Sec Equation 12.8-7 Ct = 0.028 Table 12.8-2 Ta = 0.1*N = 0.100 Sec Equation 12.8-8 x = 0.80 Table 12.8-2 Ts = SD1 / SDS 0.461 T = NA Input from STAAD or NA Cu = 1.40 Ta = 0.085 Tu = Cu*Ta 0.119 T = 0.085 Seismic Design Category Risk Category II Ie = 1.00 Table 12.8-1 Section 12.3 No Section 11.6.4 No Section 11.6.4 Seismic Design Category D Reduced SDS per ASCE 7-16 Section 12.8.1.3 Redundance Factor ρ 1.30 Section 12.3.4.2 Are all 6 criteria met No SDS = 1.019 Structural System Selection for R values 2.5 AOS-CC R = 1.25 Ωo = 2 Cd = 2.5 Table 15.4-2 Detailed per AISC 360 Limitations Structure Type Non Building Structure NOT Similar to Buildings Ωo Elev=2.00 Table 12.2-1 note g Equivalent Lateral Force Procedure Ωobase =2.00 AISC 341 sect 1.3 Cs = 0.01 If seismic Category A 0.010 *D Section 11.7, 1.4 Cs = SDS / (R / I ) = 1.019/(1.25/1) 0.815 *D Equation 12.8-2 Cs <= SD1 / ( T * ( R / I )) for T <= TL = 0.47/(0.085*(1.25/1)) 4.424 *D Equation 12.8-3 Cs <= SD1 * TL / ( T2 * ( R / I )) for T > TL = 0.47*8/(0.085^2/(1.25/1)) NA *D Equation 12.8-4 Cs >= MAX (0.044*SDS*Ie, 0.03) 0.045 *D Equation 15.4-1 Cs >= 0.8*S1 / (R / I ) for Non Buildings and S1 >0.60 NA *D Equation 15.4-2 Cs = 0.815 *D Base Shear V = Cs*W 0.815 *W Member Design Qe = V or Fp Eh = ρ *Qe = ρ*Cs * W = 1.3*0.815*D 1.060 *W Section 12.4.2.1 Ev = 0.2*SDS*W = 0.2*1.019*D 0.204 *W Section12.4.2.2 ΩoEh = Min (Ωo *Eh / ρ , Cs*R / I)=2*1.0595 / 1.3 1.630 *W Only for SDC B to F Steele Solutions Inc. Moment connection overstrength non req'd in SDC A-C In Seismic Cat. D, E, F Height <= 50 Ft. All other Self- supporting structures not covered, NS to buildings For Cant col Per AISC 341-10 Sec C-E1.6b, Limit seismic forces based on Limiting earthquake force R=1 Which is the Design Earthquake Ground Motion = Cs*R / I, which equals SDS for T< 1 sec Are the diaphragms are rigid as defined in section 12.3.1 Does the distance between vertical elements of the seismic force resisting system exceed 40Ft? (Column side connections, Knee braces, or Braced frames) 1610 E St. Andrews Pl, Santa Ana, CA 92705 ASCE 7-16 PLT1 6737 W. Washington St. West Allis, WI 53214