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Project #: SEISMIC ANALYSIS FOR NON-BUILDING STRUCTURES NOT SIMILAR TO BUILDINGS REF: ASCE CHAPTER 15 Site Class: Ss =1.309 of g Short Period Spectral Acceleration (USGS) S1 =0.466 of g 1-sec Period Spectral Acceleration (USGS)0.25 0.5 0.75 1.0 1.25 1.5 1.25 1.50 TL =8 sec Long-Period Transition Period (USGS)D 1.6 1.4 1.2 1.1 1.0 1.0 1.00 1.00 Ie 1.0 - ASCE 7-16 Table 1.5-2 per 15.4.1.1 hn =5.9583 ft Structural height w =15 psf Seismic Weight for analysis (conservative) R =3 - Response Modification Coefficient for:0.1 0.2 0.3 0.4 0.5 0.6 0.40 0.50 Signs and Billboards (Chapter 15)D 2.4 2.2 2 1.9 1.8 1.7 1.90 1.80 Fa =1.20 - Short-Period Site Coefficient Fv =1.83 - Long-Period Site Coefficient Section 11.4.8 Exception: SMS =1.57 - Spectral Response Acceleration Parameter [Eqn 11.4-1] SM1 =0.85 - Spectral Response Acceleration Parameter [Eqn 11.4-2] SDS =1.05 - Design Spectral Acceleration Parameter [Eqn 11.4-3] SD1 =0.57 - Design Spectral Acceleration Parameter [Eqn 11.4-4] x = 0.75 - Period Parameter [Table 12.8-2] Ct =0.02 - Period Parameter [Table 12.8-2] Ta =0.08 sec Approximate Fundamental Period [Eqn 12.8-7] Ts =0.5441 sec SEISMIC RESPONSE COEFFICIENTS PER ASCE 7-16 12.8.1.1 Values for Section 11.4.8 Exception (as required): Cs =0.3491 - Seismic Response Coefficient [Eqn 12.8-2]for T 1.5 Ts Cs =0.3491 - <--Use Cs =2.49 -Upper limit for T TL [Eqn 12.8-3]for 1.5 Ts < T TL Cs =3.735 - Cs =261.17 -Upper limit for T > TL [Eqn 12.8-4]for T > TL Cs =391.75 - Cs,use =0.3491 -Cs,use =0.3491 - Cs,use =0.3491 - Seismic Response Coefficient Seismic Load (per pole): 1 0.2 7.2 0.2 0.1198 25.793 0.009 0.0011 Base Bending Moment:0.6 k-ft 2 5.7 6.9 5.9583 3.099 592.43 0.2068 0.6409 Base Shear: 0.2158 kip 3 0.0 0.0 5.9583 5.9583 0 0 0 WIND GOVERNS 4 0.0 0.0 5.9583 5.9583 0 0 0 5 0.0 0.0 5.9583 5.9583 0 0 0 Overstrength (per pole):ȍ = 1.75 - 6 0.0 0.0 5.9583 5.9583 0 0 0 Base Bending Moment:1.1 k-ft 7 0.0 0.0 5.9583 5.9583 0 0 0 Base Shear: 0.3776 kip 8 0.0 0.0 5.9583 5.9583 0 0 0 WIND GOVERNS 9 0.0 0.0 5.9583 5.9583 0 0 0 10 0.0 0.0 5.9583 5.9583 0 0 0 Post-Installed Anchors (0.75) per 17.2.3.4.4: 11 0.0 0.0 5.9583 5.9583 0 0 0 (only when applicable) 12 0.0 0.0 5.9583 5.9583 0 0 0 Base Bending Moment:1.5 k-ft 13 0.0 0.0 5.9583 5.9583 0 0 0 Base Shear:0.5 kip 14 0.0 0.0 5.9583 5.9583 0 0 0 WIND GOVERNS 15 0.0 0.0 5.9583 5.9583 0 0 0 16 0.0 0.0 5.9583 5.9583 0 0 0 17 0.0 0.0 5.9583 5.9583 0 0 0 18 0.0 0.0 5.9583 5.9583 0 0 0 19 0.0 0.0 5.9583 5.9583 0 0 0 20 0.0 0.0 5.9583 5.9583 0 0 0 H = 5.9583 ft Overall height check W (lb) w (plf) w (psf) h (ft) D - Default Table 11.4-1: Short-Period Site Coefficient, Fa (excerpt) Site Class Short Period Spectral Acceleration, Ss Table 11.4-2: Long-Period Site Coefficient, Fv (excerpt) Site Class z (ft) W (lb) Fu (kip) Mu (k-ft)#ǻh (ft) Width (ft) 1-Sec Period Spectral Acceleration, S1 Weight Overrides 2. Structures on Site Class D sites with S1 greater than or equal to 0.2, provided the value of the seismic response coefficient Cs is determined by Eq. (12.8-2) for values of T 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. (12.8-3) for TL T > 1.5Ts or Eq. (12.8-4) for T > TL. 1303 N. Bristol St , Santa Ana, CA 92706 2511019A Raising Cane's Menu Board - Menu Board 4 of 6 Page 30 Page 30