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Project Number: 224730-1 <br />Project Location: Santa Ana, CA 92704 <br />AMERICANA OUTDOORS <br />STRUCTURAL CALCULATIONS <br />Page 11 of 25 <br />6/10/2025 <br />POST TO RAFTER CONNECTION <br /> CONNECTION FORCESMax. Moment at Connection: Mmax = 16.346 k-ft (from RISA results)Max. Shear at Connection: Vmax = 4.325 kip (from RISA results)Max. Axial Tension: ATmax = 1.331 kip (from RISA results)Moment Used in Calculation: Mu = 16.43 k-ft (engineer's discretion)Mu = 197160 lb-inShear Used in Calculation: Vu = 4350 # (engineer's discretion)Tension Used in Calculation: ATu = 1340 # (engineer's discretion) <br /> CONNECTION GEOMETRYPlate Depth: dp = 11 inPlate Width: bp = 11 inBolt Quantity: qbolt = 4Distance to Row 1: d1 = 1.25 inDistance to Row 2: d2 = 9.75 inDistance to Row 3: d3 = 0 inDistance to Row 4: d4 = 0 inCritical Section Width:h = 8.5 inDistance to Back of Post: d5 = 1.25 inPost Depth: dpost = 6 inDistance to Front of Post: d6 = 1.227 in <br /> CONNECTION BOLTSUse ASTM F3125 grade A325 structural bolts.Nominal Bolt Diameter: Db = 0.625 inNominal Bolt Area: Ab = 0.307 in2Nominal Tensile Strength: Fnt = 90 ksi AISC 360 Table J3.2Allowable Tensile Stress: Tab = 13.815 kip 0.5 Fnt AbNominal Shear Strength: Fnv = 54 ksi AISC 360 Table J3.2Allowable Shear Stress: Vab = 8.289 kip 0.5 Fnv AbMax. Bolt Tension:TBmax = 12.685 kipCheck Tension:PASS 91.8%capacityMax. Bolt Shear:VBmax = 0.335 kip ATu / qboltCheck Shear:PASS 4.0%capacity <br /> PLATE THICKNESSYield Strength: Fy = 36000 psi Deteremine required thickness from nominal moment using equation Mn = Fy Z where Z = dp t2 / 4Nominal Moment: Mn = 31713 lb-in 2 TBmax (greater of d5 & d6)Safety Factor: Ωp = 1.67Required Thickness:tmin = 0.731 in t2min = (4 Mn Ωp) / (Fy dp) Use 3/4'' thick plate min. <br />Page 13 of 111