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Project Title: Wildreed Apartments <br /> Engineer: DEI <br /> DEI Project ID: 23-107 <br /> Project Descr: Deck Repair <br /> DIBBLE ENGINEERS INC <br /> Wood Beam Project File:Wildreed Framing Checks.ec6 <br /> LIC#:KW-06014989,Build:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: New 8x8 Posts (Check Top Level for Governing Lateral Loads) <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set: IBC 2021 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 1200 psi E:Modulus of Elasticity <br /> Load Combination IBC 2021 Fb- 1200 psi Ebend-xx 1600 ksi <br /> Fc-Prll 1000 psi Eminbend-xx 580ksi <br /> Wood Species Douglas Fir-Larch Fc-Perp 625 psi <br /> Wood Grade No.1 Fv 170 psi <br /> Beam Bracing Completely Unbraced Ft 825 psi Density 31.21 pcf <br /> L( .2) <br /> 8x8 8x8 <br /> Span=10.0 ft Span=4.0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight NOT internally Calculated and added <br /> Load for Span Number 2 APPLYING FULL 200 LBS FORCE <br /> Point Load : L=0.20 k @ 4.0 ft, (Guard Loads) TO POST CONSERVATIVE <br /> DESIGN SUMMARY <br /> Maximum Bending Stress Ratio = 0.1421 Maximum Shear Stress Ratio = 0.039 : 1 <br /> Section used for this span 8x8 Section used for this span 8x8 <br /> fb:Actual = 136.53psi fv:Actual = 5.33 psi <br /> F'b = 960.00 psi F'v = 136.00 psi <br /> Load Combination L Only Load Combination L Only <br /> Location of maximum on span = 10.000ft Location of maximum on span = 10.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.064 in Ratio= 1492—180 Span:2:L Only <br /> Max Upward Total Deflection -0.022 in Ratio= 5384—180 Span: 1 :L Only <br /> ... .........- - - ----— -- <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support—1 support 2 Support 3 <br /> Max Upward from all Load Conditions 0.280 <br /> Max Upward from Load Combinations 0.210 <br /> Max Upward from Load Cases 0.280 <br /> Max Downward from all Load Conditio -0.080 <br /> Max Downward from Load Combinations -0.060 --*SUPPORT 2: LOAD TRANSFERS <br /> Max Downward from Load Cases(Resin -0.080 L Only -0.080 0.280 TO BEAM THROUGH HUC610 <br /> +0.750L -0.060 0.210 FACE HANGER, OK PER <br /> ENGINEERING JUDGEMENT <br /> f— SUPPORT 1: USE BC80 POST <br /> BASE CONNECTED TO DECK <br /> SHTG AND TOP OF BEAM, OK <br /> PER ENGINEERING JUDGEMENT <br />