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Specifications (3)
2x8 PRESSURE TREATED LEDGER ATTACHED W/ (4) #10 x 3" (MIN. LENGTH) SCREWS ( 12" O.C. SCREWS STAGGERED TO EXTEND THROUGH LEDGER AND THROUGH PRE-DRILLED HOLES IN JOIST HANGER AND INTO PERIMETER JOISTS MINIMUM OF 3I.AG BOLTS TO BE PLACED AT ENDS OF EACH LEDGER BOARD. SIMPSON JOIST HANGER TYP. • 7 r -ir -1 r 7r 7 7 n r 7r 7r -I r 1' r 7r 7 r 7 r : ` 0 2x P.T. DECKING u u u - - - /2 GE IT X i- 5--1780-3-1 LJ DF/DF 24F-V8 u 4t-7-1/2" 'ZE P.T. BEAM n W/ 2x8 P.T. BLOCKING o n1 in L I u u X X X _ 2x8 P.T. JOISTS © 16" O.C. -} U-9" y M L I u u X x \ ♦ 2x8 P.T. RIM I 6x10 P.T. BEAM W/ 2x8 P.T. BLOCKING ).C. MAX. 18'-0" / 12Z/DTT2SS W/ 1/2" BOLT i E C K E A V \ C LA \ S 2x DECKING ATTACHED TO BLOCKING W/ 12d AT 6" 0.C. N.T.S f 1 12 LEDGER/STRINGER WI SDS25312 AT EACH STUD (2) 2X12 SAW TOOTH CUT SIMPSON STRINGERS W/ 'SIMPSON' LSC AT' / 4X4 POSTS AT EACH JOIST HANGER TYP. EA END END OF LANDING W/ 18" SUR X12" FTG. 2X8 LEDGER WI • (3) SDS24312 DNo > AT EACH STUD. 4X10 LANDING BEAM W/ HUCQ410 TO > POST Li 1111 - X x u 2X4 LANDING SIMPSON TA10 FROM JOISTS AT 24" O.C. n TREAD TO STRINGER, TYP. 4x12 (MIN.) STRINGER W/ HUCQ412 AT EA END TO POST, TYP. 1111 - - - - - - X CENTER SIMPSON LSTA36 STRAP & BEND AROUND 1 \—JOISTS & LEDGER, FASTEN TO TOP AND BOTTOM File=C:ltlsersvolk61D ' WOCHAE-1,EDmH1201 -1 C t1 -1 tPphox, 5RR 324 �f67TUH }[1ECKWf-i.Ef;& 1 Wood"Beam " EfJERGALC,INC.1983-2016,Quad 6.18.2-18,Ver.8.16.2♦18 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Typical Deck Joist CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase 0(0.01671 L(0.4175) -- - 1 1 1 1 V 71 F rE l IC x,{ 0s ,«s 2x8 Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.250 ksf, Tributary Width=1.670 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.998 1 Maximum Shear Stress Ratio = 0.631 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 1,239.10psi fv:Actual = 113.66 psi FB:Allowable = 1,242.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.077 in Ratio= 774>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.081 in Ratio= 744>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M fb F'b V fv F'v +D+1-1 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.043 0.027 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.05 47.66 1117.80 0.03 4.37 162.00 +04+11 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.998 0.631 1.00 1.200 1.00 1.15 1.00 1.00 1.00 1.36 1,239.10 1242.00 0.82 113.66 180.00 +D4r41 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.031 0.019 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.05 47.66 1552.50 0.03 4.37 225.00 +D+S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.033 0.021 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.05 47.66 1428.30 0.03 4.37 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.606 0.384 1.25 1.200 1.00 1.15 1.00 1.00 1.00 1.03 941.24 1552.50 0.63 86.34 225.00 +0+0.750L+0.750S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.659 0.417 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.03 941.24 1428.30 0.63 86.34 207.00 I . Wood Beam ale=CAUserswflkewropboxIMICHAE-f.E\DMH12015PR-l\DMC324'-IJ4O UB-1\9ECKWl-LECs :° ENERCALC,INC.1983-2016,Bulid:6.16.2.18,Ver.6.t62.18 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Typical Deck Joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M fb Fb V fv F'v +D+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.024 0.015 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.05 47.66 1987.20 0.03 4.37 288.00 +D+0.70E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.024 0.015 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.05 47.66 1987.20 0.03 4.37 288.00 +0+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.474 0.300 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.03 941.24 1987.20 0.63 86.34 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.474 0.300 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.03 941.24 1987.20 0.63 86.34 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.474 0.300 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.03 941.24 1987.20 0.63 86.34 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.014 0.009 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.03 28.59 1987.20 0.02 2.62 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.014 0.009 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.03 28.59 1987.20 0.02 2.62 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0806 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.086 1.086 Overall MINimum 0.025 0.025 +D+H 0.042 0.042 +D+L+H 1.086 1.086 +D+Lr+H 0.042 0.042 +D+S+H 0.042 0.042 +D+0.750Lr+0.750L+H 0.825 0.825 +D+0.750L+0.750S+H 0.825 0.825 +D+0.60W+H 0.042 0.042 +D+0.70E+H 0.042 0.042 +D+0.750Lr+0.750L+0.450W+H 0.825 0.825 +D+0.750L+0.750S+0.450W+H 0.825 0.825 +D+0.750L+0.7505+0.5250E41 0.825 0.825 +0.60D+0.60W+0.60H 0.025 0.025 +0.60D+0.70E+0.60H 0.025 0.025 D Only 0.042 0.042 Lr Only L Only 1.044 1.044 S Only W Only E Only H Only Wood Beam File=C:\users1Mike'Dropbo*M ICHAE-1.E1DMIHk2015'R-itDMC324-1U 0TTUB-1)DECKWt-1.EC EHERCALC,INC.1983-2016,Buid:6.16.2.18,Ver..6.16.2.18 Lic.# KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Perimeter Deck Beam w/hot tub CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 675 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 675 psi Ebend-xx 1100 ksi Fc-Prll 500 psi Eminbend-xx 400 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 140 psi Ft 350 psi Density 26.83 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.01125)L(0.1878) D(0.0225)L(0.375) 6x10 6x10 Span=14.0 ft Span=4.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0150, L=0.250 ksf, Tributary Width=0.750 ft Load for Span Number 2 Uniform Load: D=0.0150, L=0.250 ksf, Tributary Width=1.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.852 1 Maximum Shear Stress Ratio 0.311 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 574.98 psi fv:Actual = 43.61 psi FB:Allowable = 675.00 psi Fv:Allowable = 140.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 14.000ft Location of maximum on span = 13.218 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.197 in Ratio= 851>=360. Max Upward Transient Deflection -0.011 in Ratio= 4469>=360. Max Downward Total Deflection 0.209 in Ratio= 803>=240. Max Upward Total Deflection -0.011 in Ratio= 4216>=240. Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb F'b V fv F'v +0+H 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.054 0.020 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 607.50 0.09 2.47 126.00 Length=4.0 ft 2 0.054 0.020 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 607.50 0.08 2.47 126.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.852 0.311 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.96 574.98 675.00 1.52 43.61 140.00 Length=4.0 ft 2 0.852 0.311 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.96 574.98 675.00 1.48 43.61 140.00 +04r+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.039 0.014 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 843.75 0.09 2.47 175.00 Length=4.0 ft 2 0.039 0.014 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 843.75 0.08 2.47 175.00 Wood Beam File=C:lUsers Aike1DropbvxIMICHAEM1.t1RMH12015PR-11OMC324-4V4OTTUB-1\DECKwl-1-EC6 ENERCALC,INC.1983.2016 Build:6.16.2.18,Ver6.16218 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Perimeter Deck Beam w/hot tub Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb F'b V fv F'v +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.042 0.015 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 776.25 0.09 2.47 161.00 Length=4.0 ft 2 0.042 0.015 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 776.25 0.08 2.47 161.00 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.521 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 843.75 1.16 33.32 175.00 Length=4.0 ft 2 0.521 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 843.75 1.13 33.32 175.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.566 0.207 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 776.25 1.16 33.32 161.00 Length=4.0 ft 2 0.566 0.207 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 776.25 1.13 33.32 161.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.030 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 1080.00 0.09 2.47 224.00 Length=4.0 ft 2 0.030 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 1080.00 0.08 2.47 224.00 +D+0.70E+4-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.030 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 1080.00 0.09 2.47 224.00 Length=4.0 ft 2 0.030 0.011 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 32.55 1080.00 0.08 2.47 224.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.407 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 1080.00 1.16 33.32 224.00 Length=4.0 ft 2 0.407 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 1080.00 1.13 33.32 224.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.407 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 1080.00 1.16 33.32 224.00 Length=4.0 ft 2 0.407 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 1080.00 1.13 33.32 224.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.407 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 1080.00 1.16 33.32 224.00 Length=4.0 ft 2 0.407 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.37 1080.00 1.13 33.32 224.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.018 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 19.53 1080.00 0.05 1.48 224.00 Length=4.0 ft 2 0.018 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 19.53 1080.00 0.05 1.48 224.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.018 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 19.53 1080.00 0.05 1.48 224.00 Length=4.0 ft 2 0.018 0.007 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 19.53 1080.00 0.05 1.48 224.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+•Defl Location in Span +D+L+H 1 0.2090 6.257 0.0000 0.000 2 0.0000 6.257 +D+L+H -0.0114 1.542 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.108 3.460 -0.196 Overall MINimum 0.038 0.118 -0.007 +D+H 0.063 0.196 -0.011 +D+L+H 1.108 3.460 -0.196 +D+Lr+H 0.063 0.196 -0.011 +D+S+H 0.063 0.196 -0.011 +D+0.750Lr+0.750L+H 0.847 2.644 -0.150 +D+0.750L+0.7505+H 0.847 2.644 -0.150 +D+0.60W+H 0.063 0.196 -0.011 +D+0.70E+H 0.063 0.196 -0.011 +0+0.750Lr+0.750L+0.450W+H 0.847 2.644 -0.150 +D+0.750L+0.750S+0.450W+H 0.847 2.644 -0.150 +D+0.750L+0.750S+0.5250E+H 0.847 2.644 -0.150 +0.60D+0.60W+0.60H 0.038 0.118 -0.007 +0.60D+0.70E+0.60H 0.038 0.118 -0.007 D Only 0.063 0.196 -0.011 Lr Only L Only 1.045 3.265 -0.185 S Only W Only E Only H Only , Wood Beam -' ENERCALC,INC.1983-20-16;Build:6.16.2.18,Ver.6.16.218 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Deck Beam w/hot tub CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2400 psi Ebend-xx 1800 ksi Fc-Pr!! 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V8 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0525)L(0.875) ,, a las f4 a '� , a -,- N 5.125x13.5 Span=14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.250 ksf, Tributary Width=3.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.730 1 Maximum Shear Stress Ratio = 0.446 : 1 Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 fb:Actual = 1,7 51.67 psi fv:Actual = 118.16 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.000ft Location of maximum on span = 12.876 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.402 in Ratio= 417>=360. Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 Max Downward Total Deflection 0.426 in Ratio= 394>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.046 0.028 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.29 99.15 2160.00 0.31 6.69 238.50 +0+L+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.730 0.446 1.00 1.000 1.00 1.00 1.00 1.00 1.00 22.72 1,751.67 2400.00 5.45 118.16 265.00 i-D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.033 0.020 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.29 99.15 3000.00 0.31 6.69 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.036 0.022 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.29 99.15 2760.00 0.31 6.69 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.446 0.273 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.36 1,338.54 3000.00 4.16 90.29 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.485 0.296 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.36 1,338.54 2760.00 4.16 90.29 304.75 Wootl Beam File=chisers%likeDmpboxxMICHAE-tEDMHV2015PFR-1'OMC324-1�iOTTUB-11DECKW1-1.EC6 ENERCALC,INC.1983-2416,8uHd 6.16.2.18,Ver6.16.2,18 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Deck Beam w/hot tub Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M ib F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.026 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 99.15 3840.00 0.31 6.69 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.026 0.016 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.29 99.15 3840.00 0.31 6.69 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.349 0.213 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.36 1,338.54 3840.00 4.16 90.29 424.00 +D+0.750L+0.7505+0.450W+4-j 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.349 0.213 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.36 1,338.54 3840.00 4.16 90.29 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.349 0.213 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.36 1,338.54 3840.00 4.16 90.29 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.015 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 59.49 3840.00 0.19 4.01 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.015 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.77 59.49 3840.00 0.19 4.01 424.00 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4263 7.051 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6A93 6.493 Overall MINimum 0.221 0.221 +D+H 0.368 0.368 +D+L+H 6.493 6.493 +D+Lr+H 0.368 0.368 +D+S+H 0.368 0.368 +D+0.750Lr+0.750L+H 4.961 4.961 +D+0.750L+0.750S+H 4.961 4.961 +D+0.60W+H 0.368 0.368 +D+0.70E+H 0.368 0.368 +D+0.750Lr+0.750L+0.450W+H 4.961 4.961 +D+0.750L+0.7505+0.450W+H 4.961 4.961 +D+0.750L+0.7505+0.5250E41 4.961 4.961 +0.60D+0.60W+0.60H 0.221 0.221 +0.60D+0.70E+0.60H 0.221 0.221 D Only 0.368 0.368 Lr Only L Only 6.125 6.125 S Only W Only E Only H Only Wood Beam File=C:lUserswiikeeDropboxIMICHAE-1,EIDMH12015PR-flDMC324^11HOTTt,B-11REAROE-1-EC6 ENERCALC,INC.1993.2018,BuAd:6.16.2.18,Ver:6.16,2`18 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Landing Beam CODE;REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.02925)L(0.13) + V ♦ + s ' 2x8 Span=6.50 R Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0090, L=0.040 ksf, Tributary Width=3.250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.711: 1 Maximum Shear Stress Ratio = 0.324 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 768.04 psi fv:Actual = 58.36 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.069 in Ratio= 1131>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.084 in Ratio= 924>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb F'b V fv F'v +0'11 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.145 0.066 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.15 141.07 972.00 0.08 10.72 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.711 0.324 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.84 768.04 1080.00 0.42 58.36 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.104 0.048 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.15 141.07 1350.00 0.08 10.72 225.00 +D+S+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.114 0.052 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.15 141.07 1242.00 0.08 10.72 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.453 0.206 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.67 611.29 1350.00 0.34 46.45 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.492 0.224 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.67 611.29 1242.00 0.34 46.45 207.00 Wood`Beam File=c:Wsers\mikevropbox\MICHAE 1.E1DMH12015PR-11DMC3t4-1v101TUE IREARDE-1.EC6 ENERCALC,INC.1983=2016,Bufld:6.16.2.18,Ver..6.16.2.18 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Landing Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.082 0.037 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.15 141.07 1728.00 0.08 10.72 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.082 0.037 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.15 141.07 1728.00 0.08 10.72 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.354 0.161 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.67 611.29 1728.00 0.34 46.45 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.354 0.161 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.67 611.29 1728.00 0.34 46.45 288.00 +D+0.750L+0.7505+0.5250E41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.354 0.161 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.67 611.29 1728.00 0.34 46.45 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.049 0.022 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.09 84.64 1728.00 0.05 6.43 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.049 0.022 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.09 84.64 1728.00 0.05 6.43 288.00 . overall Maximum Deflections. . Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0844 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.518 0.518 Overall MINimum 0.057 0.057 +D+H 0.095 0.095 +D+L+H 0.518 0.518 +D+Lr+H 0.095 0.095 +D+S+H 0.095 0.095 +D+0.750Lr+0.750L+H 0.412 0.412 +D+0.750L+0.750S+H 0.412 0.412 +D+0.60W+H 0.095 0.095 +D+0.70E+H 0.095 0.095 +D+0.750Lr+0.750L+0.450W+H 0.412 0.412 +D+0.750L+0.750S+0.450W+1-1 0.412 0.412 +D+0.750L+0.750S+0.5250E+H 0.412 0.412 +0.60D+0.60W+0.60H 0.057 0.057 +0.60D+0.70E+0.60H 0.057 0.057 D Only 0.095 0.095 Lr Only L Only 0.423 0.423 S Only W Only E Only H Only Eite-CAUseraviikelpropbr>aticHAE_Leomm201 R--1‘0M. 4 i1ff76.08-1 ARDS-1.E W690,Pearn. ': ENE INC. .Stfrld 618,2118`,Vec6.16,2:18 Lt016 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Rear Deck Stair Stringer CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.02)L(0.08) V V V I n 2x1 2 Span=13.50 ft Appii €I Loads � Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.960 1 Maximum Shear Stress Ratio = 0.287 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 864.00 psi fv:Actual = 51.68 psi FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.211 in Ratio= 767>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.264 in Ratio= 613>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t 01_L M fb F'b V fv F'v +041 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.213 0.064 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 810.00 0.12 10.34 162.00 Length=0.04927 ft 1 0.003 0.064 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 810.00 0.12 10.34 162.00 +0441 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.960 0.287 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.28 864.00 900.00 0.58 51.68 180.00 Length=0.04927 ft 1 0.014 0.287 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.03 12.57 900.00 0.58 51.68 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.154 0.046 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 1125.00 0.12 10.34 225.00 Length=0.04927 ft 1 0.002 0.046 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 1125.00 0.12 10.34 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.167 0.050 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 1035.00 0.12 10.34 207.00 Length=0.04927 ft 1 0.002 0.050 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 1035.00 0.12 10.34 207.00 Wood beamFIe=C:1UseisMiketiDropbox'MlCHAE-1.EWM14\2015PR-1tDMC324-1WOT UB-1\REARDE-1.EC6 ENERCALC,INC.1983.2916.8uUd8.16.2,18,Ver6.16.2.18 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Rear Deck Stair Stringer Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M ft) F'b V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.614 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1125.00 0.47 41.34 225.00 Length=0.04927 ft 1 0.009 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1125.00 0.47 41.34 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.668 0.200 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1035.00 0.47 41.34 207.00 Length=0.04927 ft 1 0.010 0.200 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1035.00 0.47 41.34 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.120 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 1440.00 0.12 10.34 288.00 Length=0.04927 ft 1 0.002 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 1440.00 0.12 10.34 288.00 +D+0.70E+H 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.120 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 172.80 1440.00 0.12 10.34 288.00 Length=0.04927 ft 1 0.002 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.51 1440.00 0.12 10.34 288.00 +D+0.750Lr+0.750L+0.450W4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.480 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1440.00 0.47 41.34 288.00 Length=0.04927 ft 1 0.007 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1440.00 0.47 41.34 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.480 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1440.00 0.47 41.34 288.00 Length=0.04927 ft 1 0.007 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1440.00 0.47 41.34 288.00 +D+0.750L+0.7505+0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.480 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 691.20 1440.00 0.47 41.34 288.00 Length=0.04927 ft 1 0.007 0.144 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 10.05 1440.00 0.47 41.34 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.072 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 103.68 1440.00 0.07 6.20 288.00 Length=0.04927 ft 1 0.001 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 1.51 1440.00 0.07 6.20 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.451 ft 1 0.072 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.27 103.68 1440.00 0.07 6.20 288.00 Length=0.04927 ft 1 0.001 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 1.51 1440.00 0.07 6.20 288.00 Overall Maximum Deflections _ Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2640 6.799 0.0000 0.000 Vertical Reactions '" Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.675 0.675 Overall MINimum 0.081 0.081 +D+H 0.135 0.135 +D+L+H 0.675 0.675 +D+Lr+H 0.135 0.135 +D+S+H 0.135 0.135 +D+0.750Lr+0.750L+H 0.540 0.540 +D+0.750L+0.750S+H 0.540 0.540 +D+0.60W+H 0.135 0.135 +D+0.70E+H 0.135 0.135 +D+0.750Lr+0.750L+0.450W+H 0.540 0.540 +D+0.750L+0.750S+0.450W+H 0.540 0.540 +D+0.750L+0.750S+0.5250E+H 0.540 0.540 +0.60D+0.60W+0.60H 0.081 0.081 +0.60D+0.70E+0.60H 0.081 0.081 D Only 0.135 0.135 Lr Only L Only 0.540 0.540 S Only W Only E Only H Only