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LATERAL CALCULATIONS <br /> 1319 Pinkerton Ave,Everett Latitude,Longitude:47.9227621,-122.214154 <br /> ASCE 7-10 WIND PRESSURES <br /> Kz Kv <br /> (VELOCIT (WIND SQUARE OF: <br /> V DIREC <br /> PRESSUR Kzt TIONAL V(ASCE 7-10 BAISIC <br /> E (TOPPOGR ITV W IND SPEED IN <br /> QZ_RFD(ASCE7-10 W IND PRESSURE AT MEAN COEFFEC APHIC FACTO MPH,3-SECOND <br /> ROOF HEIGHT IN PSF)= 0.00256 ENT) FACTOR) R) 1 (IMPORTANCE FACTOR) GUST) Exposure Class <br /> 22.7889216 0.00256 0.85 0.85 1 1 111 B <br /> Z(highest structure <br /> elevation above <br /> (VELOCITVPRESSURE COEFFECENT)Kz=2.01(2/grade) Zg(h) <br /> rue cat o of site: 40 1200 0 7 <br /> Exposure Category B 1200 7 <br /> ure Cat o C 900 9.5 <br /> ure Cat o D 700 11 <br /> IWIND LOAD NON-BUILDING STRUCTURE <br /> OZ_RFD(ASCE7-10 WIND PRESSURE AT MEAN <br /> ROOF HEIGHT IN PSF)= 22.7889216 Ibs/ft2 <br /> L1 ft <br /> H 10 ft <br /> Wind Lateral Load 227.889216 lbs ^H w ryL <br /> SEISMIC CALCULATIONS FOR NON-BUILDING STRUCTURE 0.4a osW Z �� WAS <br /> component amplification factor that varies F- S 1+2-1I <br /> from 1.0(rigid component Tp<0.06 p /R \ ` h 1 ( <br /> seconds)to 2.5(flexible component).Tp is I`RL) Q <br /> the fundamental period of the component. ap 1 <br /> Seismic Acelleration .SDS 1.071 G <br /> Seismic Mass W 2,376 lbs <br /> Response Modification Factor Table A4.3.1 R 2.5(cantaliver,non- Fp shall be a minimum of: <br /> IMPORTANCE FACTOR Ip 1.00 Fp=0.3SDSIpW p FpMin 763.4088 lbs <br /> height in structure of point of attachment of compo,Z 0.50 ft Fp need not be greater than: 50570 <br /> average roof height of structure with respect to the H 10.00 ft Fp=1.6SDSIpW p FpMax 4071.5136 lbs (�EGIs <br /> Sesimic Force Fp 763.4088 lbs Vsro ♦ �'� <br /> LATERAL FORCES SUMMARY Cf <br /> REDUNDENCY FACTOR 1.0 1.3 if torsional structure <br /> LEVEL# EW NS <br /> 1.0 Seismic Lateral Load(Max) 3 763 N/A lbs <br /> 1.0 Wind Lateral Load max 3 228 N/A lbs <br /> Moment about lowest block above grade <br /> 763 Seismic Lateral Load(out-of-plane) <br /> 5 Height above grade/2(center of mass)(ft) <br /> 3817.044 Moment(ft-lbs) <br /> 2,376 DL Mass above grade <br /> 3.98 Horizontal Distance from Center of Mass to Bearing Edge of Foundation <br /> 9456.48 Resisting Moment(ft-lbs) <br /> 600 Sliding Resistence Due to Passive Earth Pressure Ibe <br /> 150 psf/ft of grade <br /> 2 ft below grade <br /> 742.5 Sliding Resistance Due to Friction <br /> 2,970 Rock Mass+Foundation Mass <br /> 0.25 Coefficent of friction <br /> 763.4088 Fp <br /> FS SEISMIC OVERTURNING-OUT-OF-PLANE 2.477435419 <br /> FS WIND OVERTURNING-OUT-OF-PLANE 41.49595214 <br /> FS SEISMIC SLIDING 1.758559765 <br />