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% ECLIPSE ENGINEERING ECLIPSE-ENGINEERING.COM <br /> Project: Cascade Coffee Addition <br /> Project#: 22-10-138 MEZZANINE SEISMIC ANALYSIS <br /> Name: J.Teems <br /> Date: 03/20/23 <br /> Seismic Design Criteria <br /> 1)Occupancy Category D Importance Factor(Section 115) <br /> OC=II <br /> 1=1 <br /> 2.)Regional Spectral Accelerations(Section 114.1) <br /> S,=1.37 <br /> Si=0.486 <br /> 3.)Site Classification(Section 114.2) <br /> Site Class=D-default <br /> 4.)Site Coefficients&MCER Accelerations(Section 114.3) <br /> SMs=1.644 <br /> S„1=0.882 <br /> 5.)Design Spectral Accelerations(Section 114.4) <br /> Scs=1.096 <br /> Sol=0.588 <br /> 6.)Seismic Design Category(Section 116)' Period Calculations <br /> SDc=D DL W= 15645 lbs (From Risa) <br /> Column= HSS5x5x114 <br /> X Direction <br /> Seismic Design Requirements for Building Structures fx=5180 lbs (From Risa) <br /> deflection x=1808 in (From Risa) <br /> Structural System&Limitations(Section 12.2) T=4.656 sec (Eqn 15.4-6) <br /> Seismic Force-Resisting System= Steel Ordinary Moment Frames(Ulimited Height) <br /> 7!Direction <br /> R=1 Reponse Modification Coefficient fz=5180 lbs (From Risa) <br /> 03,=1 Overstrength Factor deflection z=2.086 in (From Risa) <br /> Ce=1 Deflection Amplification Factor T=5.0011 sec (Eqn 15.4-6) <br /> h,=NL Structual System Height Limit <br /> Seismic Loads-Equivalent Lateral Force Procedure Seismic Force <br /> 1)Fundamental Period(Section 128.2.1) L)Loading <br /> CI=0.028 Floor Dead Load <br /> x=0.800 (Table 12.8-2) Floor Topping=1118"TnG Plywoc -> 3.7 psf <br /> h,=12.50 (Structural Height) Decking=logo steel -> 5.492 psf <br /> T,=0.21 (Approximate Period) Joists=W8x10 -> 3.57 psf <br />• T,=4.66 (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 -> 3126 pot <br /> Ti=6 (Fig 22-15 through 22-20) <br /> 2.)Base Shear <br /> 3.)Seismic Response Coefficient(Section 12.8.11) A=801 sq.ft. <br /> C,=L096 (Eqn 12.8-2) V=5.18 kip 6.47 psf <br /> ,,;,1=0.048 (Eqn 12.8-5) V,„;,=0.16 kip 0.20 psf (Eqn 14-1) <br /> C:mn2=0.243 (Eqn 12.8-6) <br /> C,,,;,=0.048 H =2.90 kip 3.63 psf <br /> C,,,,,a=0.126 (Eqn 12.8-3) <br /> =0.163 (Eqn 12.8-4) V=A x[(Dead Load)+(Seismic Live Load)]x Cs <br /> 0.126 Hmin=MAX[0.025(D+L)A,Height to Depth Ratio x 2001bs x N] <br /> C,= <br /> Seismic Force of Hoppers(Treated as dead load for seismic) <br /> Hopper weight 1500 lb <br /> Total Hopper weight 6000 lb(4)hoppers <br /> Area Per Hopper 16 sq.ft. <br /> Hopper Area Load-Gravity 93.8 psf <br /> Hopper Area Load-Seismic 11.8 psf <br /> Total Seismic Shear 757.7 lb <br /> MISSOULA.MT WHITEFISH.MT SPOKANE.WE BEND.OR PORTLAND.OR <br /> PH:teem 721-6n3g PH.(408)652dM2 PH:(609)921-7731 PH.(6o1)$888869 PH1603) -1228 4/81 <br />