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Project #: <br />SEISMIC ANALYSIS FOR NON-BUILDING STRUCTURES NOT SIMILAR TO BUILDINGS REF: ASCE CHAPTER 15 <br />Site Class: <br />Ss =1.311 of g Short Period Spectral Acceleration (USGS) <br />S1 =0.437 of g 1-sec Period Spectral Acceleration (USGS)0.25 0.5 0.75 1.0 1.25 1.5 1.25 1.50 <br />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 <br />Ie 1.0 - ASCE 7-16 Table 1.5-2 per 15.4.1.1 <br />hn =10.313 ft Structural height <br />w =15 psf Seismic Weight for analysis (conservative) <br />R =3 - Response Modification Coefficient for:0.1 0.2 0.3 0.4 0.5 0.6 0.40 0.50 <br />Signs and Billboards (Chapter 15)D 2.4 2.2 2 1.9 1.8 1.7 1.90 1.80 <br />Fa =1.20 - Short-Period Site Coefficient <br />Fv =1.86 - Long-Period Site Coefficient Section 11.4.8 Exception: <br />SMS =1.57 - Spectral Response Acceleration Parameter [Eqn 11.4-1] <br />SM1 =0.81 - Spectral Response Acceleration Parameter [Eqn 11.4-2] <br />SDS =1.05 - Design Spectral Acceleration Parameter [Eqn 11.4-3] <br />SD1 =0.54 - Design Spectral Acceleration Parameter [Eqn 11.4-4] <br />x = 0.75 - Period Parameter [Table 12.8-2] <br />Ct =0.02 - Period Parameter [Table 12.8-2] <br />Ta =0.12 sec Approximate Fundamental Period [Eqn 12.8-7] <br />Ts =0.5175 sec <br />SEISMIC RESPONSE COEFFICIENTS PER ASCE 7-16 12.8.1.1 Values for Section 11.4.8 Exception (as required): <br />Cs =0.3496 - Seismic Response Coefficient [Eqn 12.8-2]for T ” 1.5 Ts Cs =0.3496 - <--Use <br />Cs =1.5719 -Upper limit for T ” TL [Eqn 12.8-3]for 1.5 Ts < T ” TL Cs =2.3579 - <br />Cs =109.26 -Upper limit for T > TL [Eqn 12.8-4]for T > TL Cs =163.89 - <br />Cs,use =0.3496 -Cs,use =0.3496 - <br />Cs,use =0.3496 - Seismic Response Coefficient <br />Seismic Load (per pole): <br />1 0.2 7.2 0.2 0.1198 25.793 0.009 0.0011 Base Bending Moment: 1.1 k-ft <br />2 5.7 6.9 5.9583 3.099 592.43 0.2071 0.6418 Base Shear: 0.2638 kip <br />3 3.5 0.5 9.5 7.7292 26.563 0.0093 0.0718 WIND GOVERNS <br />4 0.8 9.0 10.313 9.9063 109.69 0.0383 0.3799 <br />5 0.0 0.0 10.313 10.313 0 0 0 Overstrength (per pole):ȍ = 1.75 - <br />6 0.0 0.0 10.313 10.313 0 0 0 Base Bending Moment: 1.9 k-ft <br />7 0.0 0.0 10.313 10.313 0 0 0 Base Shear: 0.4616 kip <br />8 0.0 0.0 10.313 10.313 0 0 0 WIND GOVERNS <br />9 0.0 0.0 10.313 10.313 0 0 0 <br />10 0.0 0.0 10.313 10.313 0 0 0 Post-Installed Anchors (0.75) per 17.2.3.4.4: <br />11 0.0 0.0 10.313 10.313 0 0 0 (only when applicable) <br />12 0.0 0.0 10.313 10.313 0 0 0 Base Bending Moment: 2.6 k-ft <br />13 0.0 0.0 10.313 10.313 0 0 0 Base Shear: 0.6 kip <br />14 0.0 0.0 10.313 10.313 0 0 0 WIND GOVERNS <br />15 0.0 0.0 10.313 10.313 0 0 0 <br />16 0.0 0.0 10.313 10.313 0 0 0 <br />17 0.0 0.0 10.313 10.313 0 0 0 <br />18 0.0 0.0 10.313 10.313 0 0 0 <br />19 0.0 0.0 10.313 10.313 0 0 0 <br />20 0.0 0.0 10.313 10.313 0 0 0 <br />H = 10.313 ft Overall height check <br />Weight Overrides <br />#ǻh <br />(ft) <br />Width <br />(ft) <br />W <br />(lb) <br />w <br />(plf) <br />w <br />(psf) <br />Site <br />Class <br />1-Sec Period Spectral Acceleration, S1 <br />W <br />(lb) <br />Fu <br />(kip) <br />Mu <br />(k-ft) <br />h <br />(ft) <br />2. Structures on Site Class D sites with S1 greater than or <br />equal to 0.2, provided the value of the seismic response <br />coefficient Cs is determined by Eq. (12.8-2) for values of T ” <br />1.5Ts and taken as equal to 1.5 times the value computed in <br />accordance with either Eq. (12.8-3) for TL • T > 1.5Ts or Eq. <br />(12.8-4) for T > TL. <br />z <br />(ft) <br />Table 11.4-2: Long-Period Site Coefficient, Fv (excerpt) <br />D - Default Table 11.4-1: Short-Period Site Coefficient, Fa (excerpt) <br />Site <br />Class <br />Short Period Spectral Acceleration, Ss <br />Raising Cane's RC1032 Drive Thru Canopy25070751415 N. Bristol St, Santa Ana, CA 92706 <br />Seismic Load Analysis <br />4 of 7