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Project Job Ref <br /> 1 Aaron's I Wall Sign Project 4:225721 •'tIIOMp <br /> < 3'-0"x 31'-8 5/8"Letters and Tag Line DWG#:EB-12260 .,//�•' op'-Pj►�Ir <br /> �t n <br /> Section Sheet no./rev. Air O <br /> rr <br /> ■ Wall Fastener Design 2 x <br /> Thompson Engineering Services,LLC Calc.by Date Chk'd by Date }Q� <br /> P.O.Box 1500,Englewood,TN 37329 D.J.W. 9/28/2021 C.E.T. 9/28/2021 p �p,20103098 S� <br /> Phone:(423)781-7336 Fax:(423)781-7337 ' +nGISTER di <br /> ZONAL O <br /> WIND LOAD &FASTENER DESIGN <br /> WIND LOADING Silne4 1/,Z171,Z1 <br /> In accordance with ASCE7-10 <br /> Using the components and cladding design method <br /> Tedds calculation version 2.1.08 <br /> Building data <br /> Type of roof Flat Length of building b=220.00 ft <br /> Width of building d=90.00 ft Height to eaves H=20.00 ft <br /> Height of parapet hp=5.00 ft <br /> Mean height h=20.00 ft <br /> General wind load requirements <br /> Basic wind speed V=110.0 mph Risk category II <br /> Exponent coef(Table 26.6-1) Ka=0.85 Exposure category(c1 26.7.3) C <br /> Enclosure class(c1.26.10) Enclosed buildings Int pres coef+ve GCpi_p=0.18 <br /> Int pres coef-ve GCpi_"=-0.18 <br /> Parapet int.press.coef+ve GCpi_pp=0.18 Parapet int.press.coef-ve GCpi_np=-0.18 <br /> Gust effect factor Gf=0.85 <br /> Topography <br /> Topo factor not significant Kzt=1.0 <br /> Velocity pressure <br /> Velocity pressure coefficient Kz=0.90 Velocity pressure qh=23.7 psf <br /> Velocity pressure at parapet <br /> Velocity pressure coefficient KZ=0.94 Velocity pressure qp=24.7 psf <br /> Peak velocity pressure for internal pressure <br /> Peal(velocity pressure-int qi=23.70 psf <br /> Equations used in tables <br /> Net pressure p=qh x[GCp-GCpi] <br /> Parapet net pressure p=qp x[GCp-GCpi_,] <br /> Components and cladding pressures-Wall(Table 30.4-1 and Figure 30.4-2A) <br /> Component Zone Length ' Width Eff.area +GCp -GCp Pres(+ve) Pres eve) <br /> (ft) (ft) (ft2) (psf) (psf) <br /> Overall Sign(L) 4p 3.0 31.7 95.2 0.74 -0.83 22.9 -25.1 <br /> Single 36"Letter(L) 4p 3.0 2.0 6.0 0.90 -0.99 26.7 -29.0 <br /> 18" Cabinet(L) 4p 1.5 15.1 22.7 0.84 -0.93 25.3 -27.6 <br /> Ultimate Design Wind Pressure(worst case),WLm,T=29.0 psf <br /> Seismic Load Requirements(tagline cabinet,worst case) <br /> SEISMIC FORCES(ASCE 7-10) <br /> Seismic Design Parameters:Risk Category II,Site Class D(Default): Ss=1.405 Si=0.537 <br /> Seismic Demands on Non-Structural Components(Billboards&Signs)(Sect 13.3.1) <br /> Numerical Seismic design Value at 0.2s SA SDs=0.936 <br /> Effective seismic weight of the structure Wp=250 lbs (conservative approximation) <br /> Componant Importance Factor(section 13.1.3) Ip=1_0 <br /> Componant Amplification Factor(table 13.5-1) ap=2.5 <br /> Componant Respone Modification Factor(table 13.5-1) Rp=3_0 <br /> Height in structure of point of attachment of component with respect to the base, z=(24 ft+0 in)=24.000 ft <br /> Average roof height of structure with respect to the base., h=(25 ft+0 in)=25.000 ft u <br /> Seismic Design Force(Eq 13.3-1) Fp=(0.4*ap*SDs*Wp)/(Rp/Ip)*(1+2*(min(z/h,1)))=227.8 lbs ~ =S <br /> Qlj, <br /> Concurrent Vertical Force, Fc=Wp* SDs * 0.2=46.800 lbs O <br /> o: <br /> in <br /> ASD Seismic Shear, FE=0.7*Fp=159.4 lbs <br /> ASD Wind Shear, Fw=(0.6 *WLuuT)*((1 ft+6 in)*(15 ft+ 1.3125 in))=394.4 lbs Wind Load Governs Design. o <br /> This document is for the sole use of C.E.T.and his designees.Unauthorized use is strictly prohibited. <br /> I0 if 7 <br />