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Project Number: 224730-2 <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 = 20.723 k-ft (from RISA results)Max. Shear at Connection: Vmax = 6.082 kip (from RISA results)Max. Axial Tension: ATmax = 1.516 kip (from RISA results)Moment Used in Calculation: Mu = 20.83 k-ft (engineer's discretion)Mu = 249960 lb-inShear Used in Calculation: Vu = 6115 # (engineer's discretion)Tension Used in Calculation: ATu = 1525 # (engineer's discretion) <br /> CONNECTION GEOMETRYPlate Depth: dp = 11.5 inPlate Width: bp = 11.5 inBolt Quantity: qbolt = 4Distance to Row 1: d1 = 1.5 inDistance to Row 2: d2 = 10 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 = 0.75 inNominal Bolt Area: Ab = 0.442 in2Nominal Tensile Strength: Fnt = 90 ksi AISC 360 Table J3.2Allowable Tensile Stress: Tab = 19.89 kip 0.5 Fnt AbNominal Shear Strength: Fnv = 54 ksi AISC 360 Table J3.2Allowable Shear Stress: Vab = 11.934 kip 0.5 Fnv AbMax. Bolt Tension:TBmax = 16.232 kipCheck Tension:PASS 81.6%capacityMax. Bolt Shear:VBmax = 0.381 kip ATu / qboltCheck Shear:PASS 3.2%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 = 40580 lb-in 2 TBmax (greater of d5 & d6)Safety Factor: Ωp = 1.67Required Thickness:tmin = 0.809 in t2min = (4 Mn Ωp) / (Fy dp) Use 7/8'' thick plate min. <br />Page 67 of 111