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<br />Broyles And Associates <br />508 Baylor Court, Suite C <br />Chesapeake, Virgnia 23320 <br />PH: 757-436-2070 <br />Project <br />Starbucks <br />Job Ref. <br /> <br />Section <br />115 MPH Sign Foundation Design <br />Sheet no./rev. <br /> 8 <br />Calc. by <br />RSW <br />Date <br />2021/30/2024 <br />4 <br />Chk'd by <br /> <br />Date <br /> <br />App'd by <br /> <br />Date <br /> <br /> <br />POST INSTALLED ANCHORS AT MENU BOARD (PRE-SELL BOARD SIMILAR) <br />ANCHOR BOLT DESIGN <br />In accordance with ACI318-14 <br />Tedds calculation version 2.1.08 <br />Design summary <br />Description Unit Required Provided Util. Result <br />Anchor tensile strength (kips) 2.10 18.70 0.112 PASS <br />Concrete breakout (kips) 4.20 6.98 0.601 PASS <br />Bond strength (kips) 4.20 6.06 0.693 PASS <br /> <br />Anchor shear strength (kips) 0.70 9.07 0.077 PASS <br />Shear breakout (rear) (kips) 0.70 8.70 0.081 PASS <br />Side shear breakout (rear) (kips) 0.70 22.13 0.032 PASS <br />Anchor pryout (kips) 0.70 15.09 0.046 PASS <br />Interaction of forces 1.200 0.773 0.645 PASS <br />Anchor bolt geometry <br />Anchor bolt Proprietary bolt Diameter of anchor bolt da = 0.75 in <br />Number of bolts in x direction Nboltx = 2 Number of bolts in y direction Nbolty = 2 <br />Total number of bolts ntotal = 4 Total No. of bolts in tension ntens = 2 <br />Spacing of bolts in x direction sboltx = 8 in Spacing of bolts in y direction sbolty = 8 in <br />Effective area of anchor Ase = 0.43 in2 Embed. depth of anchor bolt hef = 12 in <br />Foundation geometry <br />Member thickness ha = 36 in <br />CL baseplate - left edge xce1 = 10 in CL baseplate - right edge xce2 = 10 in <br />CL baseplate - bot. edge yce1 = 10 in CL baseplate - top edge yce2 = 10 in <br />Material details <br />Nom. tensile stress of steel futa = 58 ksi Compressive strength of conc f’c = 3 ksi <br />Concrete modification factor  = 1.00 <br />Mod. factor, concrete failure a = 1.00 Mod. factor, adhesive bond a1 = 1.00 <br />Strength reduction factors <br />Tension of steel element t,s = 0.75 Shear of steel element v,s = 0.65 <br />Concrete tension t,c = 0.75 Concrete shear v,c = 0.75 <br />Concrete tension for pullout t,cB = 0.70 Concrete shear for pryout v,cB = 0.70 <br />Seismic requirements <br />Seismic category D <br />Attachment undergoes ductile yielding - the attachment (not covered in this calculation) will undergo ductile yielding <br />at a force level corresponding to anchor forces no greater than the calculated design strength of the anchors. Anchor <br />tensile strengths associated with concrete failure modes will be taken to be 0.75 times the calculated strength. <br />Anchor forces <br />No. of bolt rows in tension NboltN = 1 <br />Axial force in bolts for row 1 N1 = 4.20 kips <br />Total axial force on bolt group NR = 4.20 kips Max axial force to single bolt Nmax,s = 2.10 kips <br />Eccentricity of axial load e’N = 0.00 in Shear force to bolt group V = 0.70 kips <br />2701 N Grand Ave- <br />Sign12/5/2024