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JOB NO.: U3998.0066.231 <br />SUBJECT: CONNECTION <br />PROJECT: West Alton Residence <br />Calculate Uplift Forces on Connection <br />Pressure <br />(0.6 Dead -0.6 Wind) <br />(psf) <br />Max Trib. Width1 <br />(ft) <br />Max Trib. <br />Area2 <br />(ft2) <br />Max Uplift <br />Force <br />(lbs) <br />Zone 1 , 2e 21 .3 4.0 1 1 .7 249 <br />Zone 2n, 2r, 3e 31 .8 4.0 1 1 .7 371 <br />Zone 3r 38.5 4.0 1 1 .7 449 <br />Calculate Connection Capacity <br /> Lag Screw Size [in]:5/1 6 <br />Cd:1 .6 NDS Table 2.3.2 <br />Embedment3 [in]:2.5 <br />Grade: <br />Nominal Capacity [lbs/in]:205 NDS Table 1 2.2A <br />Number of Screws:1 <br />Prying Coefficient:1 .4 <br />Total Capacity [lbs]:586 <br />Determine Result <br />Maximum Demand [lbs]: 449 <br />Lag Screw Capacity [lbs]: 586 <br />Result: Capacity > Demand, Connection is adequate. <br />Notes <br />1. 'Max Trib. Width' is the width along the rails tributary to the connection. <br />3. Embedment is measured from the top of the framing member to the beginning of the tapered tip of the lag <br />screw. Embedment in sheathing or other material is not effective. The length of the tapered tip is not part of the <br />embedment length. <br />2. 'Max Trib Area' is the product of the 'Max. Trib Width' and 1/2 the panel width/height perpendicular to the <br />rails. (2) rails per row of panels. Length of panels perpendicular to the rails shall not exceed 70". <br />SPF (G = 0.42) <br />941 W Alton Ave - <br />201 7966906/27/23