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9 OF THE SERVICE AND SHALL REMAIN THE PROPERTY OF:STC:WHETHER THE PROJECT FOR WHICH THEY ARE MADE IS EXECUTED:OR NOT. THESE DRAWINGS AND <br />Z <br />STRUCTURAL TECHNOLOGY CONSULTANTS <br />7827 CONVOY COURT, SUITE 406,: SAN:DIEGO, CA:92111 PHONE NO.: 858.278.2400 FAX NO.:858.278.2424 <br />N PROJECT: WSS-SHOE STYLE SELECTION #36, 1408 N, MAIN STREET, SANTA ANA, CA SHEET:1 OF 1 <br />1 PROJ. NO.: 1120-190 DESIGNER: :VH DATE:06-03-14 <br />j CLIENT: SAN PEDRO ELECTRIC SIGN COMPANY STRUCT. TYPE: BLADE SIGN QUANTITY: 1 <br />F!.4 <br />5 DESIGN CODE- CBC 2013 w/ ASCE 7 Provisions UNTTS; POUNDS, FT U.N.O <br />U. <br />E <br />t] <br />Z <br /><CE <br />to <br />U <br />Z <br />0 <br />U <br />G <br />0 <br />0 <br />Z <br />r <br />-1 <br />ASCE 7-10 Wind Loads <br />29.4.1 F=ch*G*C/*As <br />29.3.2 qh = 0.00256*Kh*Kt*Kd*V' <br />Kzt= 1.0 (unless unusuallandscape)Risk Category: II (Table 1.5-1) <br />Kh= table 29.3-1 Exposure C <br />1<d- 0.85 (Table 26.6-1, for signs)I= 500 (constant: for: Lz, Table 26.9-1) <br />V= 110 mph Fig. 26.5-lA e= 0.2 <br />26.9.6 G-0.925 ((1+1.7*g,*Iz*Q)/51+1.7*g.,*Iz)) or 0,85 €=0.2 <br />26.9-7 4=c*(33/z)(lio) <br />z=max(0.6*h, zmin) <br />zmin= 15 Load Combination Factor = 0.6 (Per 2.4110 <br />9.- 3.4 <br />g,= 3.4 <br />Pdasign = 0,6 X (P) <br />26.9-8 Q=4( 1.0 / (1+0.63*(B+I)/Lz)0·63 ) <br />26.9-9 Lz- 19/33)e <br />sign <br />elem. #14, 411 G s/h B/S Cf, Pdesign <br />1 10 0.85 22.38 0.85 0.20 1.60 1.80 20.54 <br />2 2 12.5 0.85 22.38 <br />M LOADS: <br />g SIGN AREA, A = 2.5' x 4.0' = 10 SQ-FT- <br /> WL = 10.0 SQ-FT x 20.54 PSF = 206 LB <br /> DL = 10.0 SQ-FT * 10.0 PSF = 100 LB <br /> Mwl = 206 LB x 2.0' = 412 LB-FT <br />E Mdi = 100 LB x 2.0' = 200 LE-FT <br />CE <br />B <br />81 CHECK WALL CONNECTIONS: <br />0 <br />g Tmax = [412 LB-FT x 12 IN/FT / (2 CONN. x 67 <br />X <br />0 V = SRSS[(206 LB /4 CONN.) + (100 LB / 4 CO <br />=I= <br /> USE 3/8" GALV. THRU-BOLT (A307) <br /> Tall = 2,475 LB, Vall = 1,320 LB OK <br />0 <br />0.85 0.20 1.60 1.80 20.54 <br />CHECK SUPPORT ARMS: <br />USE ALUM. RT 2x2xl/4 S = 0.911 in:.3 <br />Fbx = 412 LB-FT x, 12 IN-FT / (0.911 in? x 1 TUBE) = 5,427 P.SI <br />fby = 200 LB-FT x 12 IN-Fr / (0.911 in·.4 1 TUBE) = 2,637 PSI <br />fb(total) = 5,427 PSI + 2,637 PSI = 8,064 PSI <br />Fb = 9,100 PSI QK <br />1 + [200 LB-FT- x 12 IN/FT/ (2 CONN) x 69 - 612 LB <br />NN.)] = 57 LB / CONN <No. 875980 6| <br />Exp. 06/3012014 /# * <br />1- 32/viL <br />3 CHECK MOUNTING PLATE: <br /> USE ALUM. PL 5/8x8 <br />W <br />& Tmax =612 LB <br />0 <br />i M = 6122 LEI x 1.75" = 1,071 LB-IN <br />E Seff = 3.5" (0:625'92 /6 -O.228 in.3 <br />i fb = 1,071 LB-IN / 0.228 in.3 = 4,697 PSI <br />2 Fb = 11,800 PSI 915 <br />r <br />W <br />g <br />Cj <br />th <br />CC <br />Z <br />0 <br />6/3/2014 3:19:55 PM <br />CHECK INNER ANGLE: <br />USE STL L 2*2x3/16 Sx= 0.188 in., Sy = 0.188 In.3 <br />Mwl = 412 LB-FT x12 IN/FT / 2 ANGLES =, 2,472 LB-IN <br />MdI = [200 LB-FT x 12 IN/FT / 6"1[209 /4 = 2,000 LB-IN <br />Fbx = 2,472 LB-IN / 0.188 in? = 13,149 PSI <br />fby = 2,00OLE-IN / 0.188 in3 = 8,511 PSI <br />tb(total) = 13,149 PSI + 8,511 PSI = 21,660 PSI <br />Fb = 36,000 PSI / 1.67 = 21,557 PSI < 1% OVERSTRESS QK <br />VOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SCANNEp COPIEC STRUCTURAL TECHNOLOGY CONSULTANTS OR ITS OFFICERS OR AGENTS SHALL i ES OF PLAN SHEET !'