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HomeMy WebLinkAboutLA199795LA199795 X X X X X $75.00 $75.00 28 February 2022 *Call Building Inspections (952.985.4440) to make appt. for footing inspection. *Email rtessman after installation for final inspection. LA199795 1 of 5 PROJECT: MJ TRUCKING DATE: PROJ. NO.: 33644 ENGINEER: CLIENT: SDDI SIGNS V5.5 units; pounds, feet unless noted otherwise Applied Wind Loads; from ASCE 7-16 F=qz*G*Cf*Af with qz = 0.00256KzKztKdV2 (29.3.2 & 29.4) Cf=1.438 (Fig. 29.3-1)1.00 0 max. height= 10.0 1.0 Kzt=1.0 (26.8.2) (=1.0 unless unusual landscape)s= #### Kz=from table 28.3-1 Exposure= c 2 Kd=0.85 for signs (table 26.6-1) Lz= V= 110 mph G= 0.85 (26.9)weight= 1.183 kips s/h=1.000 MDL=0.00 k-ft B/s=1.25 Pole structure height at Wind Loads component section c.g. Kz qz Af shear Moment MW 1 1.33 0.850 22.4 26.7 729 972 2 6.33 0.850 22.4 91.7 2507 15876 sums: 118.33 3236 16.85 (Mw)k-ft arm= 5.2 for s/h=1, add 10% (asce fig. 29.4-1):x 1.10 18.53 Pu=1.42 kip M= 18.53 k-ft M=sqrt(MDL 2+Mw 2) Mu=sqrt(1.2MDL 2+1.0MW 2) =18.53 k-ft Pole Design section; pipe Mu < IMn with Mn = fyZfy=35 ksi ࢥ=0.9 H Mu(k-ft)t (in) Z USE at grade 18.53 0.28 10.6 6 STD. Pipe, IMn=27.8 k-ft Footing Design footprint: round Z=1.3 IBC 1605.3.2 IBC Table 1806.2, sections 1806.3.4, 1807.3.2 S=(1.3x2x150 psf/ft) P= 2.52 kip S1 = S x d / 3 A = 2.34 x P / (S1 x b) S= 400 S1= 731 d =0.5xA (1+ (1+4.36x h/A) ^.5) IBC 1807.3.2.1 A= 2.69 footing:3' - 0" dia. 5' - 6" deep Z req'd. (in) Size(in) 7.06 6 27.35 1/27/2022 JC pressure qz*G*Cf 27.35 2 of 5 PROJECT: MJ TRUCKING DATE: PROJ. NO.: 33644 ENGINEER: CLIENT: SDDI SIGNS V5.5 units; pounds, feet unless noted otherwise Check 0.75" dia. Threaded Anchor Rods, F1554 Gr.36 Mu = = 18.53 k-ft Vu = = 3.236 kips n = #bolts per row = 2 s = = 9 in Tu per bolt = Mu/s/n = 12.355 kips Vu per bolt = Vu/n = 1.618 kips Per AISC J3: d(bolt) = 0.75 in Fu = 58 ksi I =0.75 A(bolt) = = 0.442 in2 Fnt = 0.75*Fu = 43.50 ksi Fnv = 0.45*Fu = 26.10 ksi IRnt =I*Fnt * A(bolt) =14.41 kips OK IRnv =I*Fnv * A(bolt) =8.65 kips OK Combined Tension & Shear Check: frv = V per bolt / A(bolt) = 3.66 ksi F'nt =1.3Fnt - Fnt/IFnv*frv< Fnt =43.50 ksi IRnt =IF'nt*A(bolt) =14.41 kips OK Embedment length: D= (Dia. of smaller anchor or rebar)= 0.750 in lap length= 40*D= 30 in min. embed= 3"+lap length= 33 in Check 12x12x0.75" Steel Base Plate, A36 (New) arm = 1.848 in b = 12.00 in t = 0.75 in n= 2 Mplate = T per bolt * n * arm = 45.665 k-in (Tu=See Above) Z= bt^2/4= 1.688 in3 IMn =ࢥ*Fy*Z = 0.9*36ksi*Z = 54.675 k-in Ratio check= Mplate/ࢥMn= 0.835 <1 OK Check Vertical Rebar 2*Tu per bolt/#bars 3.09 k (Tu=See Above) fy = 60 ksi # of bars (within embed. length): 8 db = 0.750 in bar #: 6 Ab = 0.442 in2 I = 0.75 Tc = I fy Ab = 19.88 k OK \s = 0.8 1/27/2022 JC (See Page#2) 3 of 5 PROJECT: MJ TRUCKING DATE: PROJ. NO.: 33644 ENGINEER: JC CLIENT: SDDI SIGNS V5.5 units; pounds, feet unless noted otherwise Check 0.375" Dia. Thru Bolts, A307 - Saddle Connection (LRFD):I=0.75 Pnet= (See Page#2)= 27.35 psf Tributary Area=ATrib=(See Page#2)=118.33 ft2 Wind Load= WL=Pnet*ATrib= 3.236 kips Dead Load= DL=1.2*10psf*ATrib= 1.420 kips #bolts= = 2 bolts Vu=sqrt(WL^2+DL^2)/#bolts=1.767 kips dia.= = 0.375 in Abolt= = 0.110 in2 Fnv= (0.45*60 ksi) = 27 ksi IVn=I*Fnv*Abolt=2.237 kips ok 1/27/2022 4 of 5 PROJECT: MJ TRUCKING DATE: PROJ. NO.: 33644 ENGINEER: CLIENT: SDDI SIGNS building code; IBC 2009 units; pounds, feet unless noted otherwise Check Pipe6SCH40 for torsion and combined forces (AISC 14 H3) Wind pressure= P= 27.35 psf (See Page#2) Trib. Area= A= 118.33 ft2 (See Page#2) Wind Load= WL= 3.236 k (P*A) arm= 30.00 in (0.2*(12'-6")) Tr = 97.08 k-in (WL*arm) Fy = 35 ksi D = 6.63 in3 Fcr = 147.02 ksi (eq'n. H3-2 t = 0.261 in3 or E = 29000 ksi Fcr = 135.91 ksi (eq'n. H3-2 L = 120.00 in but not greater than: C = 16.63 in3 0.6 Fy = 21 ksi I = 0.9 ITn = I Fcr C = 314 k-in OK Mr/Mc + (Tr/Tc)2 = 0.76 <1 OK (eq'n. H3-6) (See Page#2 for Mu & Mc) 1/27/2022 JC 5 of 5