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Project: <br />Location: <br />MEMBER CHECKS (ROOF 1)PASS <br />1. (E) WOOD ROOF CONSTRUCTION: <br />ROOF SLOPE =18° <br />FRAMING TYPE =Rafters <br />WOOD SPECIES & GRADE =DF #2 <br />RAFTER OR TRUSS TOP CHORD SIZE =2x8 (S =13.14 in^3 ; I = 47.63 in^4) <br />RAFTER OR TRUSS SPACING =24" o.c. <br />MEMBER HORIZONTAL SPAN, L =14'-0"14 <br />2. MEMBER LOADING: <br />GOVERNING LOAD CASE = <br />TOTAL LOAD, WTL = <br />3. BENDING CHECKS: <br />REFERENCE DESIGN BENDING STRESS, Fb =900 psi <br />LOAD DURATION FACTOR, Cd =0.90 <br />SIZE FACTOR, CF =1.20 <br />REPETITIVE MEMBER FACTOR, Cr =1.15 <br />ALLOWABLE BENDING STRESS, F'b = Fb x Cd x Cf x Cr =1,118 psi <br />MEMBER BENDING STRESS, fb = Mmax / S =500 psi <br />BENDING DEMAND-CAPACITY RATIO = fb / F'b =45%< 100%BENDING O.K. <br />4. SHEAR CHECKS: <br />REFERENCE DESIGN SHEAR STRESS, Fv =180 psi <br />LOAD DURATION FACTOR, Cd =0.90 <br />ALLOWABLE SHEAR STRESS, F'v = Fv x Cd =162 psi <br />MAX SHEAR, Vmax = WTL.L / 2 =156 lbs <br />MEMBER AREA, A =10.88 in2 <br />MEMBER SHEAR STRESS, fv = Vmax / A =14.4 psi <br />SHEAR DEMAND-CAPACITY RATIO = fv / F'v =9%< 100%SHEAR O.K. <br />5. DEFLECTION CHECKS: <br />ALLOWABLE DEFLECTION (TOTAL LOAD), ΔALL-TL =(L/180)E = <br />=0.933 in SPAN TYPE = <br />MAX DEFLECTION (TOTAL LOAD), ΔMAX-TL =5WL^4/384EI <br />=0.254 in (L/663) <br />ΔMAX-TL <ΔALL-LL TOTAL LOAD DEFLECTION O.K. <br /> * RLL = 0 PSF UNDER PV <br />16,00,000 psi <br />Simple Span <br />DL + PV <br />22 plf <br />ROOF SNOW LOAD 0.0 0.0 0.0 <br />ROOF DEAD LOAD <br />ROOF LIVE LOAD*0.0 0.0 0.0 <br />8.0 8.4 16.8 <br />PV DEAD LOAD 2.6 2.8 5.5 <br />30011 Ivy Glenn Dr, Ste 219, Laguna Niguel, CA 92677 <br />info@lagunaengineers.com <br />LOAD TYPE UNIFORM LOAD <br />(PSF) <br />U.L. PROJECTION <br />OVER HORIZ. SPAN (PSF) <br />MEMBER DESIGN <br />LOAD (PLF) <br />David Smith <br />Santa Ana, CA <br />Page 4 <br />HISTORIC-825 N <br />Lacy St2/18/2025