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A.V. Schwan & Associates JOB TITLE F&D Santa Ana CPU Canopy <br />6000 E Thomas Rd <br />Scottsdale, AZ 85251 JOB NO.7202 SHEET NO. <br />602-265-4331 CALCULATED BY ATB DATE <br />CHECKED BY MK DATE <br /> Seismic Loads:CBC 2019 Strength Level Forces <br />Risk Category : II <br />Importance Factor (Ie) : 1.00 <br />Site Class : D - code default <br />Ss (0.2 sec) = 126.70 %g A site specific ground motion analysis is required for seismically <br />S1 (1.0 sec) = 45.40 %g isolated structures or with damping systems, see ASCE7 11.4.8 <br />Site specific ground motion analysis performed: <br />Fa = 1.200 Sms = 1.520 SDS =1.014 Design Category = D <br />Fv = 1.846 Sm1 = 0.838 SD1 =0.559 Design Category = D <br />Seismic Design Category =D <br /> Redundancy Coefficient ρ = 1.00 Code exception must be met for p to equal 1.0 <br />Number of Stories: 1 <br />Structure Type:All other building systems <br />Horizontal Struct Irregularities: No plan Irregularity <br />Vertical Structural Irregularities: No vertical Irregularity <br />Flexible Diaphragms: Yes <br />Building System: Cantilevered Column Systems detailed to conform to the requirements for: <br />Seismic resisting system: Steel ordinary cantilever column system <br />System Structural Height Limit: System not permitted for this seismic design category <br />Actual Structural Height (hn) = 18.0 ft <br />See ASCE7 Section 12.2.5 for exceptions and other system limitations <br />DESIGN COEFFICIENTS AND FACTORS <br />Response Modification Coefficient (R) = 1.25 <br /> Over-Strength Factor (Ωo) =1.25 <br />Deflection Amplification Factor (Cd) = 1.25 <br />SDS =1.000 (Sds modified for Cs & Ev calculation since <br />SD1 =0.559 meets ASCE 7 section 12.8.1.3) <br />Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = Qe +/-0.200D QE = horizontal seismic force <br />Special Seismic Load Effect (Em) =Emh +/- Ev = Ωo QE +/- 0.2SDS D = 1.25Qe +/-0.203D D = dead load <br />PERMITTED ANALYTICAL PROCEDURES <br />Simplified Analysis - Use Equivalent Lateral Force Analysis <br />Equivalent Lateral-Force Analysis - Permitted <br />Building period coef. (CT) =0.020 Cu = 1.40 <br />Approx fundamental period (Ta) =CThn <br />x = 0.175 Tmax = CuTa = 0.245 sec <br />User calculated fundamental period = T = 0.175 sec <br />Long Period Transition Period (TL) =ASCE7 map =8 sec <br />Seismic response coef. (Cs) =SdsI/R =0.800 ASCE7 11.4.8 exception 2 equations used <br />but not less than Cs = 0.044SdsI = 0.044 <br />USE Cs = 0.800 <br />Design Base Shear V =0.800W <br />Model & Seismic Response Analysis - Permitted (see code for procedure) <br />ALLOWABLE STORY DRIFT <br />Structure Type: All other structures <br />Allowable story drift Δa = 0.020hsx where hsx is the story height below level x <br />sec x= 0.75 <br />10 of 42 <br />1801 E Dyer Rd <br />3/11/2025