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Wind Uplift <br /> Simplified Procedure for Components and Cladding <br /> ASCE 7-10,Section 30.5 <br /> V= 145 mph Basic Wind Speed <br /> Exposure D ASCE 7-10,Section 26.7 <br /> A = 1.47 Adjustment Factor for building height,ASCE 7-10,Figure 30.5-1 <br /> KZt= 1 Topographic Factor,ASCE 7-10,Section 26.8.2 <br /> Roof 0= 18.1 deg <br /> sanehor= 48 in Horizontal spacing of roof anchors <br /> Af;b= 21.60 sf Panel Area tributary to each roof anchor <br /> Pnet30 Net Wind Design Pressure,ASCE 7-10,Figure 30.5-1 <br /> Roof Zone Zone 1 Zone 2 Zone 3 As shown in ASCE 7-10,Figure 30.5-1 <br /> 31.5 psf 49.1 psf 89.3 psf <br /> Pnet=AKztPn.60= Design Wind Uplift Pressure,ASCE 7-10,Equation 30.5-1 <br /> Zone 1 Zone 2 Zone 3 <br /> 46 psf 72 psf 131 psf <br /> Pnet= 16 psf Minimum Design Wind Pressure,ASCE 7-10,Section 30.2.2 <br /> Use 46 psf Use 72 psf Use 131 psf <br /> Connection to Existing Roof Framing <br /> F.S.= 1 Additional Factor of Safety applied to withdrawal force,if desired <br /> AMb= 21.60 ft` <br /> DLpanel= 2.59 psf <br /> Zone 1 Zone 2 Zone 3 <br /> W„Plia= 46 psf 72 psf 131 psf <br /> Pia,=F.S.x Atrib x(0.61)-0.6W) Withdrawal force for each roof anchor <br /> Zone 1 Zone 2 Zone 3 <br /> -565.6lbs -450.91bs -416.71bs <br /> Connection Capacity <br /> db= 5/16 in Lag Screw diameter <br /> DpC1= 2.50 in Lag Screw penetration into existing framing member <br /> Southern Pine Species of wood framing <br /> CD= 1.6 Load Duration Factor for Wind Loading,NDS Table 2.3.2 <br /> Ct= 0.7 Temperature Factor,NDS Table 10.3.4 <br /> W= 235 lb/in Withdrawal Capacity NDS Equation 12.2-1 <br /> W'=CD x Ct x W= 263 lb/in Adjusted withdrawal value <br /> Pattuw=Dpen x W'= 6571bs Based on penetration depth <br /> Zone 1 Zone 2 Zone 3 <br /> DEMAND= 566 lbs 451 lbs 417 lbs <br /> Max Load=0.861 OK <br /> CAPACITY= 6571bs 657 lbs 657 lbs <br /> Page 3 of 3 iv' . <br />