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Project#: Chase ATM Drive-Thru Clearance Bar REVERENCE <br /> 23091291 Murphys Corner Tekin 1515 132nd St SE,Everett,WA 92802 ENGINEERING <br /> SEISMIC ANALYSIS FOR NON-BUILDING STRUCTURES NOT SIMILAR TO BUILDINGS REF:ASCE CHAPTER 15 <br /> USGS REPORT: Risk Category: II ASCE 7-10 Table 1.5-1 <br /> Ss= 0 of g Short Period Spectral Acceleration le 1 - ASCE 7-10 Table 1.5-2 per 15.4.1.1 <br /> Si= 0 of g 1-sec Period Spectral Acceleration hs= 9.5 ft Structural height <br /> Fe= 0 - Site Coefficient w= 15 psf Assumed Seismic Weight(conservative) <br /> F,,= 0 - Site Coefficient TABLE 15-4.2: <br /> I L= 0 sec Long-Period Transition Period R= 3 - Response Modification Coefficient for: <br /> ASCE 7-10 Figure 22-12 Signs and Billboards <br /> EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 12.8 PER 15.1.3 <br /> SMs= 0.00- Spectral Response Acceleration Parameter [Eqn 11.4-1] <br /> but= 0.00- Spectral Response Acceleration Parameter [Eqn 11.4-2] <br /> SEs= 0.00- Design Spectral Acceleration Parameter [Eqn 11.4-3] <br /> SD,= 0.00- Design Spectral Acceleration Parameter [Eqn 11.4-4] <br /> x= 0.75- Period Parameter [Table 12.8-2] <br /> et= 0.02- Period Parameter [Table 12.8-2] <br /> Is= 0.11 sec Approximate Fundamental Period [Eqn 12.8-7] <br /> CALCULATION OF SEISMIC RESPONSE COEFFICIENTS PER ASCE 7-10 12.8.1.1 <br /> u,= 0 - Seismic Response Coefficient [Eqn 12.8-2] <br /> C,= 0 - Upper limit for T<_TL [N.A] [Eqn 12.8-3] <br /> (.;,= 0- Upper limit tor I > I L [Applicable] [Eqn 12.8-4] <br /> U,= 0- Applicable Upper limit <br /> Cs= 0.03- Lower limit [Eqn 15.4-1] <br /> G,,= 0- Lower limit tor S,z U.6g [N/A] [Eqn 15.4-2] <br /> (-„= 0.03- Applicable Lower limit <br /> u.= 0.03 Seismic Response Coefficient(Strength Design) <br /> Weight Overrides <br /> # Ah Width W w w h z W F,, M,, <br /> (ft) (ft) (lb) (plf) (psf) (ft) (ft) (lb) (kip) (k-ft) <br /> 1 1.0 8.8 1 0.5 132.5 3.975 1.9875 Seismic Load(per pole): <br /> 2 2.0 0.5 3 2 15 0.45 0.9 Base Bending Moment: 0.0 k-ft <br /> 3 3.0 0.0 6 4.5 0 0 0 Base Shear: 0.0044 kip <br /> 4 4.0 0.0 10 8 0 0 0 SEISMIC GOVERNS <br /> 5 5.0 0.0 15 12.5 0 0 0 <br /> 6 6.0 0.0 21 18 0 0 0 Overstrength(per pole): 0= 2.5- <br /> 7 7.0 0.0 28 24.5 0 0 0 Base Bending Moment: 0.0 k-ft <br /> 8 8.0 0.0 36 32 0 0 0 Base Shear: 0.0111 kip <br /> 9 9.0 0.0 45 40.5 0 0 0 SEISMIC GOVERNS <br /> 10 10.0 0.0 55 50 0 0 0 <br /> 11 11.0 0.0 66 60.5 0 0 0 Post-Installed Anchors(0.75)per 17.2.3.4.4: <br /> 12 12.0 0.0 78 72 0 0 0 (only when applicable) <br /> 13 13.0 0.0 91 84.5 0 0 0 Base Bending Moment: 0.0 k-ft <br /> 14 14.0 0.0 105 98 0 0 0 Base Shear: 0.0 kip <br /> 15 15.0 0.0 120 112.5 0 0 0 SEISMIC GOVERNS <br /> 16 16.0 0.0 136 128 0 0 0 <br /> 17 17.0 0.0 153 144.5 0 0 0 <br /> 18 18.0 0.0 171 162 0 0 0 <br /> 19 19.0 0.0 190 180.5 0 0 0 <br /> 20 20.0 0.0 210 200 0 0 0 <br /> H= 210 ft Overall height check <br /> 4 of 5 <br />