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ECLIPSE <br /> ENGINEERING ECLIPSE- ENGINEERING .C O M <br /> Project: Cascade Coffee Addition <br /> Project#: 22-10-138 MEZZANINE SEISMIC ANALYSIS <br /> Name: J.Teems <br /> Date: 11/01/22 <br /> Seismic Design Criteria <br /> L)Occupancy Category&Importance Factor(Section 115) <br /> oD=II <br /> I=1 <br /> 2.)Regional Spectral Accelerations(Section 1L4.1) <br /> S,=1.37 • <br /> S,=0.486 <br /> 3.)Site Classification(Section 114.2) <br /> Site Class=D-default <br /> 4.)Site Coefficients&MCER Accelerations(Section 11.4.3) <br /> S,,,=1.644 <br /> =0.882 <br /> 5.)Design Spectral Accelerations(Section 11.4.4) <br /> Sos=1.096 <br /> So,=0.588 <br /> 6.)Seismic Design Category(Section 116) Period Calculations <br /> Soc=D DL W= 24136 lbs (From Risa) <br /> Column= HSS5x5x114 <br /> X Direction <br /> Seismic Design Requirements for Building Structures fx=2630 lbs (From Risa) <br /> deflection x=0.281 in (From Risa) <br /> Structural System&Limitations(Section 12.2) T=2.528 sec (Eqn 15.4-6) <br /> Seismic Force-Resisting System= Steel Ordinary Moment Frames <br /> 7 Direction <br /> R=3.5 Reponse Modification Coefficient fz=2630 lbs (From Risa) <br /> fl,=3 Overstrength Factor deflection z=0.352 in (From Risa) <br /> C,=3 Deflection Amplification Factor T=2.8295 sec (Eqn 15.4-6) <br /> h,=NP Structual System Height Limit <br /> Seismic Loads-Equivalent Lateral Force Procedure Seismic Force <br /> L)Fundamental Period(Section 12.8.2.1) 1.)Loading <br /> =0.028 (Table 12.8-2) Floor Dead Load <br /> x=0.800 Floor Topping=1 L8"TnG Plywoc -> 3.7 psf <br /> h,=12.50 (Structural Height) Decking=10ga steel -> 5.492 psf <br /> T,=0.21 (Approximate Period) Joists=W8x10 -> 3.57 psf <br /> T,=2.53 (Calculated Period-Section 15.4.4) Beam=W12x30 -> 2.22 psf <br /> Misc=HVAC,Electrical -> 5 psf <br /> 20 psf <br /> 2.)Short-Period and Long-Period Transition Periods Floor Live Load Used for Seismic <br /> Ts=0.54 Occupancy=Light Storage -> 3125 psf <br /> Tc=6 (Fig 22-15 through 22-20) <br /> 2.)Base Shear <br /> 3.)Seismic Response Coefficient(Section 12.8.L1) A=450 sq.ft. <br /> C,=0.313 (Eqn 12.8.2) V=L53 kip 3.41 psf USED SPSI TO MATCH PREVIOUS moon <br /> =0.048 (Eqn 12.8-5) V,,,=0.09 kip 0.20 psf (Eqn 1.4-1) <br /> C,,,O=0.089 (Eqn 12.8-6) Conservatively using 5psf to match previous colts. <br /> 0.048 H,,,=183 kip 3.63 psf <br /> C,=0.066 (Eqn 12.8.3) <br /> C,,,,=0.158 (Eqn 12.8-4) V=A x[(Dead Load)+(Seismic Live Load)]x Cs <br /> Cyr=0.066 Hmin=MAX[0.025(D+L)A,Height•to Depth Ratio x 200i5s x N] <br /> C,=0.066 <br /> MIS'>(JU�A Mi tilt WA <br /> 00 PK(406)721i133 PH(406)652-1442 en meims-moo PH:(541)3we-e656 PH, 13911229 Page 2 of 98 <br />