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Iwirr'ram^ �f/� �Y� 1 , awW - Vvs 4 -Pilo zWc , i or Structural Calculations RECEIVED For JUL 2 0 2020 CITY OF TIGARD John Small Deck and Cover BUILDING DIVISION 7470 Cherry Drive Tigard, OR. Prepared for John Small LVVI Project Number 20078 July 1, 2020 013, CS z�°c` Up4t CO C iv Vi tkr,1 ,P• Aif 23,2 6-. �JAMES\- Ea'W: 12,31 ***Limitations*** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client, who is solely responsible for the accuracy of same. No responsibility and/or liability is assumed by,or is to be assigned to the engineer for items beyond that shown on these sheets. '-- sheets total including this cover sheet. This Packet of Calculations is NULL and VOID if Signature above is not Original LiLewis & Van Vleet, Inc. 18660 SW Boones Ferry Rd. Tualatin, OR 97062 (503) 885-8605 I www.lvvi.com LEWIS & VAN VLEET John Small Deck and Cover Design Tigard, OR Job No. 20078 Structural Calculations Table of Contents Item Sheets 1. Deck Design Calculation S1 — S23 2. Roof Design Calculation S24 — S41 3. Structural notes and reference __ RF1 — RF5 LEWIS & Job 5e\el rTh s r C1-1 a r> e.e_ consulting engineers Client _r"h r) S rn 18660 s.w. boons ferry rd. Job No. 7 D 0 1 By (2) tualatln. Oregon 97062 [503]885.8605 phone [503]885.1206 fax Date OF'1 (n)70 Sheet No. S-1 VAN VLEET Inr n r{:n r3 ied x ,, T«a.a�r.aq .as,Ww s..:st x. etitiwruaswwrxa�vg :. • I A. , . .:..1r a.A. r 2 r • (. Nt : LoAla: �o iPub, F C�� i 4 i l . : • I. • s • fSFMWAMp Y.?F+(%YiRWi1"+I 1`ILYti....z. 3.iVY. iNtw4xw e,r ✓.'n.3 :4. Y4 1 I 3 'v iA 0 7.12 9 T LE,_e 6 OA-Q hi . • •I 11 1'0'1 Y S.e^1, I 1.4- I j 4 _ . wqW [» A �I, I i I I E 3 I 1- .. I 1 I`___ Y ``� �� Db G,of 11 �$ ; , S Yyl O ,. .v O E G. 1 I ° c o3/�� IW s �y } Y.tv1 Q.�CQILr' I i i ?+ a. -1 31 I rt- I0Q i-lxr + II�64oc_ z D� VC3 E ci3-? �Ih �3 v b- I•�cG"� I: B -- t 2 B 2r12 So257 w W= i-�'T42 t» �� 15•c,etb �- . II '"-1•s=I G 6•,` I I II4-- bO VIZ.l.E 2X'2 ,To== r � ' o li i t c" I f ii 2}al I 2 • S1 5Z l Z. T' p• . . ::-o+ Lew�sg. Von `Meet Zne_- ProAecJ- - . Ong- {\P •hIrshud,y P® Lvvi•corn S Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover File:20078-John Small Dedcec6 Wood Beam Software co i c t ENERCALC,INC.1983-2020,Build:12.20.2.28 Lic.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Joist CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 875.0 psi Ebend-xx 1,300.Oksl Fc-Pro 600.0 psi Eminbend-xx 470.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.015996)L(0.07998) s a v $ 2x12 X Span=12.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=1.333 ft DESIGN SUMMARY ----__-_-- --- -.. _-- Design OK Maximum Bending Stress Ratio = 0.880 1 Maximum Shear Stress Ratio = 0.341 : 1 Section used for this span 2x12 Section used for this span 2x12 = 708.80psi = 46.33 psi = 805.00psi = 136.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.125ft Location of maximum on span = 11.356ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.185 in Ratio= 792>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.231 in Ratio= 636>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 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 Iv F'v D Only 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.193 0.075 0.90 1.000 0.60 1.15 1.00 1.00 1.00 0.37 139.82 724.50 0.10 9.14 122.40 +D+L 1.000 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=12.250 ft 1 0.880 0.341 1.00 1.000 0.80 1.15 1.00 1.00 1.00 1.87 708.80 805.00 0.52 46.33 136.00 +D+0.750L 1.000 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.563 0.218 1.25 1.000 0.80 1.15 1.00 1.00 1.00 1.49 566.55 1006.25 0.42 37.03 170.00 +0.60D 1.000 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.065 0.025 1.60 1.000 0.80 1.15 1.00 1.00 1.00 0.22 83.89 1288.00 0.06 5.48 217.60 Overall Maximum Deflections Load Combination Span Max.'-Deg Location in Span Load Combination Max."+"Defl Location In Span +0+L 1 0.2310 6.170 0.0000 0.000 Project Title: John Small Deck and cover Design S-ti Engineer: AP • Project ID: 20078 Project Descr:Design of wood deck and cover W File:20078-John Small Deck.ec6 Wood Beam Software cop ',lit ENERCALC,INC.1983-2020,Build:12.20.2.28 Lie.#;KW08011471 Lewis&Vanvleot Inc.; DESCRIPTION: Joist Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.610 0.610 Overall MINimum 0.490 0.490 D Only 0.120 0.120 +D+L 0.610 0.610 +D+0.750L 0.488 0.488 +0.60D 0.072 0.072 L Only 0.490 0.490 S4,ear- (--hecjc. {6-r rro L e . '. 5v c 12 V 1•� d r� c c1 r+ 2 I-5 (slo) 11•675 (I.5) (16 .510 I0 •1.-/c RATSO 77 09 ps , —77 • 0'i - = 0 • 45 1\ 1 o - l� o �v = -v €C6 ) (( H. ) /E \ .' O PSI 7 I-7 ,b9 PSI < 1'IO Ps ' 01L Project Title: John Small Deck and cover Design Engineer: AP , Project ID: 20078 e Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Beam Software•..yright ENERCALC,INC.1983.2020,Buid:12.20.2.28 Lie.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Joist with the point load form wall CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-Prll 600.0psi Eminbend-xx 470.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi Ft 425.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.12) 0(0.015996)L(0.07998) a o o Aiti 2x12 Ai Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=1.333 ft Point Load: D=0,120k@7.0ft DESIGN SUMMARY i_ Design OK Maximum Bending Stress Ratio = 0.404 1 Maximum Shear Stress Ratio = 0.268 : 1 Section used for this span 2x12 Section used for this span 2x12 325.48psi = 36.48 psi 805.00psi = 136.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.146ft Location of maximum on span = 7.066 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio= 2846>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.046 in Ratio= 2098>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M lb F'b V fir F'v 0 Only 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.117 0.120 0.90 1.000 0.80 1.15 1.00 1.00 1.00 0.22 84.56 724.50 0.17 14.69 122.40 +D+L 1.000 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.404 0.268 1.00 1.000 0.80 1.15 1.00 1.00 1.00 0.86 325.48 805.00 0.41 36.48 136.00 +D+0.750L 1.000 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.263 0.183 1.25 1.000 0.80 1.15 1.00 1.00 1.00 0.70 264.92 1006.25 0.35 31.04 170.00 +0.60D 1.000 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.039 0.041 1.60 1.000 0.80 1.15 1.00 1.00 1.00 0.13 50.73 1288.00 0.10 8.81 217.60 Overall Maximum Deflections Load Combination Span Max.''Deft Location in Span Load Combination Max."+'Deft Location in Span +0+L 1 0.0457 4.058 0.0000 0.000 Project Title: John Small Deck and cover Design —.6, Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover Wood Beam File:20078•John Small Deck.ec6 Software copyright ENERCALC,INC.1983-2020,Build.12.20.2.28 # KW-06011471 Lewis&Van Vloet Inc. DESCRIPTION: Joist with the point load form wall Vertical Reactions Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.414 0.504 Overall MINimum 0.320 0.320 D Only 0.094 0.184 +D+L 0.414 0.504 +D+0.750L 0.334 0.424 +0.60D 0.056 0.110 L Only 0.320 0.320 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 S_7 Project Descr:Design of wood deck and cover Wood Beam File:20078-John Small Deck.ec6 Softwaiecopyright ENERCALC,INC.1983-2020,Build:12.20.2.28 Lie.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Beam 1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination iBC 2018 Fb- 1,850.0psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(-0 127) a a D(0 108)L(0.54j-. a a eaj 5.5x 11.875 Span= 120ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=9.0 ft Uniform Load: W=-0.1270, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.461: 1 Maximum Shear Stress Ratio = 0.289 : 1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 = 1,106.46psi = 76,59 psi = 2,400.00psi = 265,00 psi Load Combinalion +D+L Load Combination +D+L Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.193 in Ratio= 745>=360 Max Upward Transient Deflection -0.045 in Ratio= 3171>=360 Max Downward Total Deflection 0.237 in Ratio= 608>=180 Max Upward Total Deflection -0.001 in Ratio= 138552>=180 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 Cr Cm C t CL M ib F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.095 0.059 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.20 204.12 2160.00 0.62 14.13 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.461 0.289 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.92 1,106.46 2400.00 3.33 76.59 265.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.294 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.49 880.87 3000.00 2.66 60.98 331.25 +0+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.020 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.83 76.79 3840.00 0.23 5.32 424.00 +0+0.750L+0.450W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.205 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.46 785.38 3840.00 2.37 54.37 424.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.002 0.001 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.05 4.86 2960.00 0.01 0.34 424.00 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover S. -t File:20078-John Small Deck.ec6 Wood Beam Software...deal ENERCALC,INC.1983-2020,Build:12.20.228 Lic.#:KW06011471 Lewis 8 Van Vleet Inc. DESCRIPTION: Beam 1 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 lb F'b V iv F'v +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.032 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.32 122.47 3840.00 0.37 8.48 424.00 Overall Maximum Deflections Load Combination Span Max.-'Deg Location in Span Load Combination Max.'+'Deg Location in Span +D+L 1 0.2368 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.973 3.973 Overall MINimum -0.762 -0.762 D Only 0.733 0.733 +D+L 3.973 3.973 +D+0.750L 3.163 3.163 +D+0.60W 0.276 0.276 +D+0.750L+0.450W 2.820 2.820 +0.60D+0.60W -0.017 -0.017 +0.60D 0.440 0.440 L Only 3.240 3.240 W Only -0.782 -0.762 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 S_ 1 Project Descr:Design of wood deck and cover Wood Beam File:20078-John Small Deck,ec6 Software co.yrightENERCALC,INC.1983-2020,Build:12.20.2.28 tic.#:KW-08011471 Lewis&Van Vleetlnc. DESCRIPTION: Beam 2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination iBC 2018 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-PrIl 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling a a W(-0.127) a a n a D(0.01 L(0.3)- a a 6x12 e4 Span= 12.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=5.0 fl Uniform Load: W=-0.1270, Tributary Widlh=1,0 ft DESIGN SUMMARY Design OK !Maximum Bending Stress Ratio = 0.951: 1 Maximum Shear Stress Ratio = 0.331 : 1 Section used for this span 6x12 Section used for this span 6x12 = 665.86psi = 45.02 psi = 700.00psi = 136.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.00011 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 0.164 in Ratio= 880>=360 Max Upward Transient Deflection -0.069 in Ratio= 2080>=360 Max Downward Total Deflection 0.204 in Ratio= 706>=180 I Max Upward Total Deflection -0.017 in Ratio= 8261>=180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M lb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.208 0.073 0.90 1.000 0.80 1.00 1.00 1.00 1.00 1.33 131.33 630.00 0.37 8.88 122.40 +D+L 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.951 0.331 1.00 1.000 0.80 1.00 1.00 1.00 1.00 6.73 665.86 700.00 1.90 45.02 136.00 +D+0.750L 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.808 0.212 1.25 1.000 0,80 1.00 1.00 1.00 1.00 5.38 532.22 875.00 1.52 35.99 170.00 +D+0.60W 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.004 0.001 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.04 4.44 1120.00 0.01 0.30 217.60 +0+0.750L+0.450W 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.384 0.134 1.60 1.000 0.80 1.00 1.00 1.00 1.00 4.35 430.40 1120.00 1.23 29.10 217.60 +0.60D+0.60W 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.051 0.018 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.58 56.97 1120.00 0,16 3.85 217.60 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 • Project Descr:Design of wood deck and cover S"' a Wood Beam File:20078-John Small Deck.ec6 Software capydghtENERCALC,INC.1983-2020,Buid:12.20.2.28 DESCRIPTION: Beam 2 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 Pb V iv F'v +0.60D 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.070 0.024 1.60 1.00D 0.80 1.00 1.00 1.00 1.00 0.80 78.80 1120.00 0.22 5.33 217.60 Overall Maximum Deflections Load Combination Span Max."Deg Location in Span Load Combination Max.'+Deg Location In Span +D+L 1 0.2037 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left 1st; Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.242 2.242 Overall MINimum -0.762 -0.762 D Only 0.442 0.442 +D+L 2.242 2.242 +D+0.750L 1.792 1.792 +040.60W -0.015 -0.015 +0+0.7501.+0.450W 1.449 1.449 +0.60D+0.60W -0.192 -0.192 +0.60D 0.265 0.265 L Only 1.800 1.800 W Only -0.762 -0.762 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Beam Software, right ENERCALC,INC.1983-2020,Build:12.20.2.28 Llc.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Beam 3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-Pril 600.0 psi Eminbend-xx 470.Oksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.146)S(2)W(-1.978) D(0.015996 140.07998) 6x12 Span=90ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.060 kst, Tributary Width=1.333 ft Point Load: D=1.146, S=2.0, W=-1.978 k @ 8.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.358 1 Maximum Shear Stress Ratio = 0.440 : 1 Section used for this span 6x12 Section used for this span 6x12 = 288.13psi = 68.82 psi = 805.00psi = 156.40 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.982ft Location of maximum on span = 8.047 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 5249>=360 Max Upward Transient Deflection -0.020 in Ratio= 5308>=360 Max Downward Total Deflection 0.042 in Ratio= 2544>=180 Max Upward Total Deflection -0.002 in Ratio= 48022>=180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C I Cr Cm C t CL M fb F'b V iv F'v D Only 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.179 0.218 0.90 1.000 0.80 1.00 1.00 1.00 1.00 1.14 112.55 630.00 1.12 26.66 122.40 +D+L 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.249 0.245 1.00 1.000 0.80 1.00 1.00 1.00 1.00 1.76 173.96 700.00 1.41 33.39 136.00 +0+8 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.358 0.440 1.15 1.000 0.80 1.00 1.00 1.00 1.00 2.91 288.13 805.00 2.90 68.82 156.40 +D+0.750L 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.178 0.186 1.25 1.000 0.80 1.00 1.00 1.00 1.00 1.57 155.56 875.00 1.34 31.70 170.00 +0+0.750L+0.7508 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.334 0.405 1.15 1.000 0.80 1.00 1.00 1.00 1.00 2.71 268.55 805.00 2.67 63.32 156.40 +0+0.60W 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.025 0.012 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.28 27.79 1120.00 0.11 2.56 217.60 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover c,. \? File:20078-John Small Deck.ec6 Wood Beam Software copyright ENERCALC,INC.1983-2020,BuiId:12.20228 Lic.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Beam 3 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 re +0+0.750L+0.450W 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.092 0.059 1.60 1.000 0.80 1.00 1.00 1.00 1.00 1.04 103.00 1120.00 0.55 12.94 217.60 +0+0.750L+0.750S+0.450W 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.177 0.205 1.60 1.000 0.80 1.00 1.00 1.00 1.00 2.00 197.80 1120.00 1.88 44.56 217.60 +0.60D+0.60W 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.033 0.042 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.37 36.65 1120.00 0.38 9.04 217.60 +0.60D 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0ft 1 0.060 0.074 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.68 67.53 1120.00 0.67 15.99 217.60 Overall Maximum Deflections Load Combination Span Max.'- Defl Location in Span Load Combination Max,'+°Dell Location in Span +D+0.750L+0.750S 1 0.0424 4.927 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.698 2.930 Overall MINimum -0.220 -1.758 D Only 0.261 1.152 +D+L 0.621 1.512 +D+S 0.483 2.930 +0+0.750L 0.531 1.422 +0+0.750L 0.750S 0.698 2.756 +D+0.60W 0.129 0.097 +0+0.750L+0.450W 0.432 0.631 +0+0.750L+0.750S+0.450W 0.599 1.964 +0.60D+0.60W 0.025 -0.364 +0.60D D.157 0.691 L Only 0.360 0.360 S Only 0.222 1.778 W Only -0.220 -1.758 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 (_->>., Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Column Software co. right ENERCALC,INC,1983-2020,Build:12.20.2.28 Llc.It:KW-06011477 Lewis&Van Vleet Inc. DESCRIPTION: Column 1 Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top Free, Bottom Fixed Wood GradingiManuf. Graded Lumber Overall Column Height 8.5 ft Wood Member Type Sawn (1!sed for non-slender calculations I Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch 5.50 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 in"2 Cf or Cv for Compression 1.0 Fb+ 750.0 psi Fv 170.0 psi Ix 76.255 inm Cf or Cv for Tension 1.0 Fb- 750.0 psi Ft 475.0 psi ly 76.255 in"4 Cm:Wet Use Factor 1.0 Fc-Pill 700.0 psi Density 31.210 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NI)"'r) '2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive 7 No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=8.5 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8.5 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :55.728 lbs"Dead Load Factor AXIAL LOADS. . . Axial Load at 8.50 ft, D= 1.466,L=6.480,S=0.2220 k Axial Load at 8.50 ft, D=0.730,L=2.160 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+8ending Stress Ratio = 0.7410:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NOS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 10.892k for load combination: n/a Applied Mx 0.0 k-ft psi Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 485.913 psi Applied My 0.0 for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 8.50 ft Applied Design Shear 0.0 psi Allowable Shear 217.60 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.884 0.1671 PASS 0.0ft 0.0 PASS 8.50 ft +D+L 1.000 0.868 0.7410 PASS 0.0 ft 0.0 PASS 8.50ft +D+S 1.150 0.843 0.1507 PASS 0.0ft 0.0 PASS 8.50ft +0+0.750L 1.250 0.825 0.4997 PASS 0.0ft 0.0 PASS 8.50 ft +D+0.750L+0.750S 1.150 0.843 0.5421 PASS 0.0ft 0.0 PASS 8.50ft +0.60D 1.600 0.763 0.06534 PASS 0.0 ft 0.0 PASS 8.50 ft Project Title: John Small Deck and cover Design , Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Column Software co. '.h1ENERCALC,INC.1983-2020,Build:12.20.2.28 Lie.ti: KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Column 1 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @Top @ Base @ Top @ Base @Base @Top @ Base @Top D Only 2.252 +D+L 10.892 +D+8 2.474 +D+0.750L 8.732 +D+0.750L+0.750S 8.898 +0.60D 1.351 L Only 8.640 S Only 0.222 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 M 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.00D in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750L+0.750S 0.0000 in 0.000 ft 0.000 In 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches .Mk MO +X i c Load 2 in to 1 1 :16 5.50in Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 9_, I. Project Descr:Design of wood deck and cover Wood Column File:20078-John Small Deck.ec6 Software co rydght ENERCALC.INC.1983-2020,Build:12.20.2.28 Lic.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Column 2 Code References Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top Free, Bottom Fixed Wood GradinglManuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn (Ucer1 Tor nun-slander culcularions J Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Fb+ 750.0 psi Fv 170.0 psi Area 12.250 ina2 Cf or Cv for Compression 1.150 Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb- 750.0 psi Ft 475.0 psi ly 12.505 ink' Cm:Wet Use Factor 1.0 Fe-Pill 700.0 psi Density 31.210 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kt:Built-up columns 1.0,vbs I'>:t Basic 1,300.0 1,300.0 1,300.0ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=8 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:21.240 Ibs*Dead Load Factor AXIAL LOADS.. . Axial Load at 8.0 ft,D=1.512, L=0.360, S=1.758 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6537:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.291 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc:Allowable 411.015 psi for toad combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Ending Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 217.60 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.648 0.3334 PASS O.0ft 0.0 PASS 8.0 ft +D+L 1.000 0.608 0.3945 PASS 0.0ft 0.0 PASS 8.0ft +D+S 1.150 0.555 0.6537 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.750L 1.250 0.523 0.3495 PASS 0.0ft 0.0 PASS 8.0ft +D+0.750L+0.7505 1.150 0.555 0.620 PASS 0.0ft 0.0 PASS 8.0ft +0.60D 1.600 0.432 0.1685 PASS 0.0ft 0.0 PASS 8.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 1.533 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 S-t(-, Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Column Soewere..i !ht ENERCALC,INC.1983-2020,Build:12.20.2.28 Lic.#:KW-00011471 Lewis&Van Vleet Inc. DESCRIPTION: Column 2 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 1.893 +0fi8 3.291 +0+0.750L 1.803 40 0.750L+0.750S 3.122 40.60D 0.920 L Only 0.360 S Only 1.758 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +O+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D40.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft 4040.750L40.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches 3cam 3�. +X Load 1 co,o , 4x4 i i II 'I I 3.50 in I I Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 S-1 1 Project Descr:Design of wood deck and cover Flle:20078-John Small Deck.ec6 Wood Column Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.28 Lie.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Column 3 Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used : IBC 2018 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top Free, Bottom Fixed Wood GradinglManuf. Graded Lumber Overall Column Height 12 ft Wood Member Type Sawn (llscd ro non-slendr r a,r(_Lila from,) Exact Width in Allow Stress Modification Factors Wood Species Douglas Fir-Larch 5.50 p 9 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 in"2 Cf or Cv for Compression 1.0 Fb+ 750.0 psi Fv 170.0 psi lx 76.255 in"4 Cf or Cv for Tension 1.0 Fb- 750.0 psi Ft 475.0 psi ly 78.255 in^4 Cm:Wet Use Factor 1.0 Fc-Prl I 700.0 psi Density 31.210 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 "r:s ri,.r Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=12 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=12 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:78.675 lbs*Dead Load Factor AXIAL LOADS. .. Axial Load at 12.0 ft,D=1.146,S=2.095 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2649:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.320 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 414.236 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 12.0 ft Applied Design Shear 0.0 psi Allowable Shear 217.60 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.728 0.1103 PASS 0.0 ft 0.0 PASS 12.0 ft +D+S 1.150 0.643 0.2649 PASS 0.0 ft 0.0 PASS 12.0 ft +0+0.750S 1.150 0.643 0.2231 PASS 0.0ft 0.0 PASS 12.Oft +0.60D 1.600 0.518 0.05236 PASS 0.0 ft 0.0 PASS 12.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 1.225 +D+S 3.320 +D+0.750S 2.796 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 S_tg Project Descr:Design of wood deck and cover Wood Column File:20078-John Small Deck.ec6 Software ENERCALC,INC.1983-2020,Build:12.20.2.28 Lic.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Column 3 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k•ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D 0.735 S Only 2.095 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.7503 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches 3211X 32.111 • +X s Load 1 0 0 td I +Y 6x6 5.50 in Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover .�-1 y File:20078-John Small Deck.ec8 General Footing Software.,•4 right ENERCALC,INC.1983-2020,Build:12.20.2.28 Lic:#!KW06011471 Lewis&Van Vleet Inc. DESCRIPTION: Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf, = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft 1 Min.Overturning Safely Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Yes ksf Use fig wt for stability,moments f shears when max,length or width is greater than Add Pedestal Wt for Soil Pressure No = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 12.0 in Pedestal dimensions... x px:parallel to X-X Axis = in " pz:parallel to Z-Z Axis = in _.. Height in Rebar Centerline to Edge of Concrete... M at Bottom of footing = 3.0 in to z Reinforcing �- - - Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 ii Reinforcing Bar Size = # 4 4,111. Bandwidth Distribution Check (ACI 15.4.4.2) . Direction Requiring Closer Separation ,,—m,,,n„ - „._,_ n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.252 8.640 0.220 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-xk V-z = k Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover Lo File:20078-John Small Deck.ec6 General Footing Software co ri,htENERCALC,INC,1983-2020,Build:12.20.2.28 Lic.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Footing DESIGN SUMMARY Design OK Min.Ratio item Applied Capacity Governing Load Combination PASS 0.8237 Soil Bearing 1.355 ksf 1.645 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No1 Uplift .60L+0.50S+1.60H PASS 0.1983 Z Flexure(+X) 2.080 k-ft/t 10.486 k-ft/ft PASS 0.1983 Z Flexure(-X) 2.080 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1983 X Flexure(+Z) 2.080 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1983 X Flexure(-Z) 2.080 k-fUft 10.486 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1562 1-way Shear(+X) 12.837 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1562 1-way Shear(-X) 12.837 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1562 1-way Shear(+Z) 12.837 psi 82.158 psi +1.20D+1,60L+0.50S+1.60H PASS 0.1562 1-way Shear(-Z) 12.837 psi 82.158 psi +120D+1.60L+0.505+1.60H PASS 0.2930 2-way Punching 48.138 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.645 n/a 0.0 0.3952 0.3952 n/a n/a 0.240 X-X,+D+L+H 1.645 n/a 0.0 1.355 1.355 n/a n/a 0.824 X-X,+D+Lr+H 1.645 n/a 0.0 0.3952 0.3952 n/a nla 0.240 X-X,+O+S+H 1.645 n/a 0.0 0.4197 0.4197 n/a n/a 0.255 X-X.+D+0.750Lr+0.750L+H 1.645 n/a 0.0 1.115 1.115 n/a n/a 0.678 X-X.+D+0.750L+0.750S+H 1,645 n/a 0.0 1.134 1.134 nla n/a 0.689 X-X,+D+0.60W+H 1.645 n/a 0.0 0.3952 0.3952 n/a n/a 0.240 X-X.+D+0.750Lr+0.750L+0.450W+H 1.645 n/a 0.0 1.115 1.115 n/a n/a 0,678 X-X,+D+0.750L+0.750S+0.450W+H 1.645 n/a 0.0 1.134 1.134 n/a n/a 0.689 X-X.+0.60D+0.60W+0.60H 1.645 n/a 0.0 0.2371 0.2371 n/a n/a 0.144 X-X,+D+0.70E+0.60H 1.645 n/a 0.0 0.3952 0.3952 n/a n/a 0.240 X-X.+D+0.750L+0.750S+0.5250E+H 1.645 n/a 0.0 1.134 1.134 n/a n/a 0.689 X-X.+0.60D+0.70E+H 1.645 n/a 0.0 0.2371 0.2371 n/a n/a 0.144 Z-Z.+D+H 1.645 0.0 n/a n/a n/a 0.3952 0.3952 0.240 Z-Z,+D+L+H 1.645 0.0 n/a n/a nla 1.355 1.355 0.824 Z-Z.+D+Lr+H 1.645 0.0 n/a n/a nla 0.3952 0.3952 0.240 Z-Z,+D+S+H 1.645 0.0 n/a nla n/a 0.4197 0.4197 0.255 Z-Z,+D+0.750Lr+0.750L+H 1.645 0.0 n/a n/a n/a 1.115 1.115 0.678 Z-Z,+O+0.750L+0.750S+H 1.645 0.0 n/a n/a n/a 1.134 1.134 0.689 Z-Z.+D+0.60W+H 1.645 0.0 nla n/a n/a 0.3952 0.3952 0.240 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.645 0.0 nla n/a n/a 1.115 1.115 0.678 Z-Z.+D+0.750L+0.750S+0.450W+H 1.645 0.0 n/a n/a n/a 1.134 1.134 0.689 Z-Z,+0.60D+0.60W+0.60H 1.645 0.0 n/a n/a n/a 0.2371 0.2371 0.144 Z-Z,+D+0.70E+0.60H 1.645 0.0 n/a n/a n/a 0.3952 0.3952 0.240 Z-Z.+D+0.750L+0.7505+0.5250E+H 1.645 0.0 n/a n/a n/a 1.134 1.134 0.689 Z-Z,+0.60D+0,70E+H 1.645 0.0 n/a n/a n/a 0.2371 0.2371 0.144 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover 5-2.-\ File:20078-John Small Deck.ec6 General Footing Software copynghtENERCALC,INC.1983-2020,Build:12.20.2.28 Lic.#;KW-06011471 Lewis&Van Vie et Inc. DESCRIPTION: Footing Footing Flexure Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi'Mn Status k-tt Surface in^2 in^2 in"2 k-ft X-X.+1.40D+1.60H 0.3941 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X.+1.40D+1,60H 0.3941 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.066 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 2.066 -Z Bottom 0,2592 Min Temo% 0.2667 10.486 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.080 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.080 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X.+1.20D+1.60Lr+L+1,60H 1.418 +Z Bottom 0.2592 Min Temo% 0.2667 10.486 OK X-X.+1.20D+1.60Lr+L+1.60H 1.418 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0.3378 +Z Bottom 0.2592 Min Temo% 0.2667 10.486 0K X-X,+1.20D+1.60Lr+0.50W+1.60H 0.3378 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+L+1.60S+1.60H 1.462 +Z Bottom 0.2592 Min Temo% 0.2667 10.486 OK X-X.+1.20D+L+1.60S+1.60H 1.462 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X.+1.20D+1.60S+0.50W+1.60H 0.3818 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X.+1.20D+1.60S+0,50W+1.60H 0.3818 -Z Bottom 0.2592 Min Temo% 0.2667 10.486 OK X-X,+1.20D+0.50Lr+L+W+1.60H 1.418 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 0K X-X.+1.20D+0.50Lr+L+W+1.60H 1.418 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X.+1.20D+L+0.50S+W+1.60H 1.432 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X.+1.20D+L+0.50S+W+1.60H 1.432 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+0.90D+W+1.60H 0.2534 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X.+0.90D+W+1.60H 0.2534 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK X-X,+1.20D+L+0.20S+E+1.60H 1.423 +Z Bottom 0.2592 Min Temp% 0.2667 10.486 0K X-X.+1.20D+L+0.20S+E+1,60H 1.423 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 0K X-X,+0.90D+E+0.90H 0.2534 +Z Bottom 0.2592 Min Temo% 0.2667 10.486 OK X-X.+0.90D+E+0.90H 0.2534 -Z Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.40D+1.60H 0.3941 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.40D+1.60H 0.3941 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.066 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.066 +X Bottom 0,2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2,080 -X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 2.080 +X Bottom 0.2592 Min Temo% 0.2667 10.486 0K Z-Z,+1.20D+1.60Lr+L+1.60H 1.418 -X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z,+1.20D+1.60Lr+L+1.60H 1.418 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.3378 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z.+1.20D+1,60Lr+0.50W+1.60H 0.3378 +X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z,+1.20D+L+1.60S+1.60H 1.462 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+L+1.605+1.60H 1.462 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.200+1.60S+0,50W+1.60H 0.3818 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+1.60S+0,50W+1.60H 0.3818 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+0.50Lr+L+W+1.60H 1.418 -X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z,+1.20D+0,50Lr+L+W+1.60H 1.418 +X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z.+1.20D+L+0.50S+W+1.60H 1.432 -X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z.+1.20D+L+0.50S+W+1.60H 1.432 +X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z.+0.90D+W+1.60H 0.2534 -X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z,+0.90D+W+1.60H 0.2534 +X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z,+1.20D+L+0.20S+E+1.60H 1.423 -X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z,+1.20D+L+0.205+E+1.60H 1.423 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK Z-Z.+0.90D+E+0,90H 0.2534 -X Bottom 0.2592 Min Temo% 0.2667 10.486 OK Z-Z.+0.90D+E+0.90H 0.2534 +X Bottom 0.2592 Min Temp% 0.2667 10.486 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 2.43 psi 2.43 psi 2.43 psi 2.43 psi 2.43 psi 82.16 psi 0.03 0K +1.20D+0.50Lr+1.60L+1.60H 12.75 psi 12.75 osi 12.75 psi 12.75 psi 12.75 osi 82.16 psi 0.16 OK +1.20D+1.60L+0.50S+1.60H 12.84 psi 12.84 psi 12.84 psi 12.84 psi 12.84 psi 82.16 psi 0.16 0K +1.20D+1.60Lr+L+1.60H 8.75 psi 8.75 psi 8.75 psi 8.75 psi 8.75 psi 82.16 psi 0.11 OK +1.20D+1.60Lr+0.50W+1.60H 2.09 psi 2.09 psi 2.09 psi 2.09 psi 2.09 psi 82.16 osi 0.03 OK +1.20D+L+1.60S+1.60H 9.02 psi 9.02 psi 9.02 psi 9.02 psi 9.02 psi 82.16 psi 0.11 OK +1.20D+1.60S+0.50W+1.60H 2.36 Psi 2.36psi 2.36 psi 2.36 psi 2,36 psi 82.16 psi 0.03 0K +1.20D+0.50Lr+L+W+1.60H 8.75 psi 8.75 psi 8.75 psi 8.75 Psi 8.75 psi 82.16 osi 0.11 OK +1.20D+L+0.50S+W+1.60H 8.84 osi 8.84 psi 8.84 osi 8.84 psi 8,84 psi 82.16 osi 0.11 OK +0.90D+W+1.60H 1.56 psi 1.56 osi 1.56 psi 1.56 psi 1,56 psi 82.16 psi 0.02 OK +1.20D+L+0.20S+E+1.60H 8.79 osi 8.79 psi 8.79 psi 8.79 psi 8.79 osi 82.16 psi 0.11 OK Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 _5-a 2- Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec8 General Footing SofliarecopydghiENERCALC,INC.1983-2020,Build:12.20.2,28 DESCRIPTION: Footing One Way Shear Load Combination... Vu@-X Vu@+X Vu@-Z Vu®+Z Vu:Max PhiVn VulPhrVn Status +0.90D+E+0.90H 1.56 osi 1.56 psi 1.56 psi 1.56 psi 1.56 psi 82.16 psi 0.02 OK Two•Way"Punching"Shear All units k Load Combination... Vu Phi'Vn Vu 1 Phl*Vn Status +1.40D+1,60H 9.12 psi 164.32osi 0.05552 OK +1.20D+0.50Lr+1,60L+1.60H 47.82 psi 164.32 osi 0.291 OK +1.20D+1.60L+0.50S+1.60H 48.14 psi 164.32nsi 0.293 OK +1.200+1.60Lr+L+1.60H 32,82 psi 164.32 psi 0.1997 OK +1.20D+1.60Lr+0.50W+1.60H 7.82 psi 164.32osi 0.04759 OK +1,20D+L+1.60S+1.60H 33.84 psi 164.32psi 0.2059 OK +1.20D+1.60S+0.50W+1.60H 8.84 psi 164.32osi 0.05379 OK +1.20D+0.50Lr+L+W+1.60H 32.82 psi 164,32psi 0.1997 OK +1,20D+L+0.50S+W+1.60H 33.14 psi 164.32osi 0.2017 OK +0.90D+W+1.60H 5.87 psi 164.32nsi 0.03569 OK +1.20D+L+0.20S+E+1.60H 32.95 psi 164.32osi 0.2005 OK +0.90D+E+0.90H 5.87 osi 164.32osi 0.03569 OK LEWIS &ka -1. pp Job 0 Ln S'� 1 consulting engineers Client 5ohh sma 18660 s.w.boons ferry rd. 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Y Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover S.- 3 0 Wood Beam File:20078-John Small Deck.ec6 Software copyright ENERCALC,INC.1983-2020,8udd:12.20.2.28 DESCRIPTION: Bottom Chord CODE REFERENCES Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pdl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,800.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase W(-0.127) D(0.06)S(0.125) ° a a a a a a 5.5x11.875 Olbh Span=24.0 ft F I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Widlh=5.0 ft Uniform Load: W=-0.1270, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.492 1 Maximum Shear Stress Ratio = 0.166 : 1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 = 1,331.15psi = 50.48 psi 2,707.06psi = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span If where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.679 in Ratio= 423>=360 Max Upward Transient Deflection -0.690 in Ratio= 417>=360 Max Downward Total Deflection 1.082 in Ratio= 266>=180 Max Upward Total Deflection -0.172 in Ratio= 1671>=180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M lb F'b V Tv F'v D Only 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.234 0.079 0.90 0.981 1.00 1.00 1.00 1.00 1.00 5.34 495.65 2118.57 0.82 18.80 238.50 +D+S 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.492 0.166 1.15 0.981 1.00 1.00 1.00 1.00 1.00 14.34 1,331.15 2707.06 2.20 50.48 304.75 +D+0.750S 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.415 0.140 1.15 0.981 1.00 1.00 1.00 1.00 1.00 12.09 1,122.28 2707.06 1.85 42.56 304.75 +0+0.60W 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.005 0.001 1.60 0.981 1.00 1.00 1.00 1.00 1.00 0.15 13.66 2903.22 0.02 0.52 424.00 +D-0.60W 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.267 0.090 1.60 0.981 1.00 1.00 1.00 1.00 1.00 10.83 1,004.97 3766.34 1.66 38.11 424.00 +13+0.450W 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.030 0.010 1.60 0.981 1.00 1.00 1.00 1.00 1.00 1.22 113.66 3766.34 0.19 4.31 424.00 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 s .-3 1 Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Beam Sottware copyright ENERCALC,INC.1983-2020,Build:12.20.2,28 Lic.tr:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Bottom Chord Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M tb F'b V fv F'v +0-0,450W 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.233 0.078 1.60 0.981 1.00 1.00 1.00 1.00 1.00 9.45 877.64 3766.34 1.45 33.28 424.00 +0+0.750S+0.450W 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.197 0.066 1.60 0.981 1.00 1.00 1.00 1.00 1.00 7.97 740.29 3766.34 1.22 28.07 424.00 +0+0.750S-0.450W 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.399 0.135 1.60 0.981 1.00 1.00 1.00 1.00 1.00 16.20 1,504.27 3766.34 2.48 57.04 424.00 +0.60D+0.60W 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.073 0.019 1.60 0.981 1.00 1.00 1.00 1.00 1.00 2.28 211.93 2903.22 0.35 8.04 424.00 +0.60D-0.60W 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.214 0.072 1.60 0.981 1.00 1.00 1.00 1.00 1.00 8.69 806.71 3766.34 1.33 30.59 424.00 +0.60D 0.981 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.079 0.027 1.60 0.981 1.00 1.00 1.00 1.00 1.00 3.20 297.39 3766.34 0.49 11.28 424.00 Overall Maximum Deflections Load Combination Span Max."Deg Location in Span Load Combination Max.'+Dell Location in Span +0+S 1 1.0824 12.088 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.390 2.390 Overall MINimum 1.500 1.500 D Only 0.890 0.890 +D+S 2.390 2.390 +D+0.750S 2.015 2.015 +0+0.60W -0.025 -0.025 +D+0.450W 0.204 0.204 +D+0.750S+0.450W 1.329 1.329 +0.600+0.60W -0.380 -0.380 • +0.60D 0.534 0.534 S Only 1.500 1.500 W Only -1.524 -1.524 Project Title: John Small Deck and cover Design Engineer: AP ' Project ID: 20078 Project Descr:Design of wood deck and cover S ._ Beam Software 20078-John Small Deck.ec6 Wood BBa Software co. d.ht ENERCALC,INC.1983-2020,Build:12.20.2.28 Llc.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Ridge beam(RB 1) CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DFIDF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(-0.127) W(-0.127) W(-0.127)__ d-- 0 -- -- a o 0 0 $ 0 b 0 0 - 0 0 D(0.144)S(0.3) D(0.144)S(0.3) D(0.048)S(0.1) 0 0 6 0 0 0 s 0 0 0 0 0 3.5x11.875 4111 3.5x11.875 3.5x11.875 Span= 10.0 ft Span=8.0 ft Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=12.0 ft Uniform Load: W=-0.1270, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=12.0 ft Uniform Load: W=-0.1270, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=4.0 ft Uniform Load: W=-0.1270, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK 'Maximum Bending Stress Ratio = 0.346 1 Maximum Shear Stress Ratio = 0.262 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 = 732.94psi = 79.77 psi = 2,127.50psi = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.000ft Location of maximum on span = 9.076ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.185 in Ratio= 1038>=360 Max Upward Transient Deflection -0.264 in Ratio= 726>=360 Max Downward Total Deflection 0.292 in Ratio= 656>=180 Max Upward Total Deflection -0.094 in Ratio= 2044>=180 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 Cr Cm C t CL M lb F'b V iv F'v +D+H 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.092 0.113 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 2160.00 0.74 26.84 238.50 Length=8.0 ft 2 0.160 0.113 0.90 1.000 1.0D 1.00 1.00 1.00 1.00 1.82 266.12 1665.00 0.55 26.84 238.50 Length=8.0 ft 3 0.160 0.113 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1665.00 0.40 26.84 238.50 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover Wood Beam File:20078-John Small Deck.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2.28 Llo.#;KW-06011471 Lewis&Van Vleet inc. DESCRIPTION: Ridge beam(RB 1) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FA/ C' Cr Cm C t C L M fb F'b V fv F'v +044.4H,LL Comb Run("L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.083 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 2400.00 0.74 26.84 265.00 Length=8.0 ft 2 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.55 26.84 265.00 Length=8.0 ft 3 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.40 26.84 265.00 +D+L+H,LL Comb Run('L') 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.083 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 2400.00 0.74 26.84 265.00 Length=8.0 ft 2 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.55 26.84 265.00 Length=8.0 ft 3 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.40 26.84 265.00 +D+L+H,LL Comb Run('LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.083 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 2400.00 0.74 26.84 265.00 Length=8.0 ft 2 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.55 26.84 265.00 Length=8.0 ft 3 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266,12 1850.00 0.40 26.84 265.00 +D+L+H,LL Comb Run(L") 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.083 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198,27 2400.00 0.74 26.84 265.00 Length=8.0 ft 2 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.55 26.84 265.00 Length=8.0 ft 3 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.40 26.84 265.00 +D+L+H,LL Comb Run(L'L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10,0 ft 1 0.083 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 2400.00 0.74 26.84 265.00 Length=8.0 ft 2 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.55 26.84 265.00 Length=8.0 ft 3 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.40 26.84 265.00 +0+L+H,LL Comb Run(LL') 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.083 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 2400.00 0.74 26.84 265.00 Length=8.0 ft 2 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.55 26.84 265.00 Length=8.0 ft 3 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.40 26.84 265.00 +041+H,LL Comb Run(LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.083 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 2400.00 0.74 26.84 265.00 Length=8.0 ft 2 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.55 26.84 265.00 Length=8.0 ft 3 0.144 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 1850.00 0.40 26.84 265.00 +D+Lr+H,LL Comb Run("L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+Lr+H,LL Comb Run('L') 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+Lr+H,LL Comb Run('LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.64 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+Lr+H,LL Comb Run(L") 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+Lr+H,LL Comb Run(L'L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +04Lr+H,LL Comb Run(LL') 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1,00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+Lr+H,LL Comb Run(LLL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1,00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +0+S4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.211 0,262 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.99 581.89 2760.00 2.21 79.77 304.75 Length=8.0 ft 2 0.345 0.262 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.02 732.94 2127.50 1.56 79.77 304.75 Length=8.0 ft 3 0.345 0.262 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.02 732.94 2127,50 1.11 79.77 304.75 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 ` ' Project Descr:Design of wood deck and cover 5-37-\ File:20078-John Small Deck.ec6 Wood Beam Software copyright ENERCALC,INC,1983-2020,Build:12.20.2.28 Lie.'#:KW-06011471 Lewis&Van Vleet Inc: DESCRIPTION: Ridge beam(RB 1) 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 h' F'v +D+0.750Lr+0.750L4H,LL Comb RI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+0.750Lr+0.750L+H,LL Comb RI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.0D 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+0.750Lr+0.750L+H,LL Comb RI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+0.750Lr+0.750L+H,LL Comb RI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.0D 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+0.750Lr+0.750L+H,LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +0+0.750Lr+0.750L+H,LL Comb R 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000.00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312,50 0.40 26.84 331.25 +D+0,750Lr+0.750L4H,LL Comb RI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.066 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3000,00 0.74 26.84 331.25 Length=8.0 ft 2 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.55 26.84 331.25 Length=8.0 ft 3 0.115 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2312.50 0.40 26.84 331.25 +D+0.750L+0.750S+H,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.176 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 2760.00 1.84 66.54 304.75 Length=8.0 ft 2 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 1.31 66.54 304.75 Length=8.0 ft 3 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 0.93 66.54 304.75 1 +0+0.750L40.750S4H,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.176 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 2760.00 1.84 66.54 304.75 Length=8.0 ft 2 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 1.31 66.54 304.75 Length=8.0 ft 3 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 0.93 66.54 304.75 +D+0.750L+0.750S+H,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.176 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 2760.00 1.84 66.54 304.75 Length=8.0 ft 2 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 1.31 66.54 304.75 Length=8.0 ft 3 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 0.93 66.54 304.75 4040.750L+0,750S+H,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.176 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 2760.00 1.84 66.54 304.75 Length=8.0 ft 2 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 1.31 66.54 304.75 Length=8.0 ft 3 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 0.93 66.54 304.75 +0+0.750L40.750S+H,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.176 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 2760.00 1.84 66.54 304.75 Length=8.0 ft 2 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 1.31 66.54 304.75 Length=8.0 ft 3 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 0.93 66.54 304.75 4D+0.750L+0.750S4H,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.176 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 2760.00 1.84 66.54 304.75 Length=8.0 ft 2 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 1.31 66.54 304.75 Length=8.0 ft 3 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 0.93 66.54 304.75 40+0.750L40.75094H,LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.176 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 2760.00 1.84 66.54 304.75 Length=8.0 ft 2 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 1.31 66.54 304.75 Length=8.0 ft 3 0.290 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2127.50 0.93 66.54 304.75 40+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.046 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 137.56 2960.00 0.43 15.50 424.00 Length=8.0 ft 2 0.046 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.94 137.56 2960.00 0.43 15.50 424.00 Length=8.0 ft 3 0.023 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 89.59 3840.00 0.14 15.50 424.00 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 Project Descr:Design of wood deck and cover Wood Beam File:20078-John Small Deck.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.2,28 #;MO Lewis&Van Vleet Inc. DESCRIPTION: Ridge beam(RB 1) 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 41-0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.083 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.18 318.29 3840.00 1.08 38.98 424.00 Length=8.0 ft 2 0.210 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.26 621.84 2960.00 1.05 38.98 424.00 Length=8.0 ft 3 0.210 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.26 621.84 2960.00 0.94 38.98 424.00 +0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.052 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3840.00 0.74 26.84 424.00 Length=8.0 ft 2 0.090 0.063 1.60 1.000 1,00 1.00 1.00 1.00 1.00 1.82 266.12 2960.00 0.55 26.84 424.00 Length=8.0 ft 3 0.090 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2960.00 0.40 26.84 424.00 +0-0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.052 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.36 198.27 3840.00 0.74 26.84 424.00 Length=8.0 ft 2 0.090 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2960.00 0.55 26.84 424.00 Length=8.0 ft 3 0.090 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 266.12 2960.00 0.40 26.84 424.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.49 17.74 424.00 Length=8.0 ft 2 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.42 17.74 424.00 Length=8.0 ft 3 0.000 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.66 3840.00 0.00 17.74 424.00 +D+0.750Lr+0.750L+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.49 17.74 424.00 Length=8.0 ft 2 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.42 17.74 424.00 Length=8.0 ft 3 0.000 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.66 3840.00 0.00 17.74 424.00 +0+0.750Lr40.750L40.450W41-1,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.49 17.74 424.00 Length=8.0 ft 2 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.42 17.74 424.00 Length=8.0 ft 3 0.000 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.66 3840.00 0.00 17.74 424.00 +0+0.750Lr40.750L+0.450W41,LL 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.49 17.74 424.00 Length=8.0 ft 2 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.42 17.74 424.00 Length=8.0 ft 3 0.000 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.66 3840.00 0.00 17.74 424.00 +D40.750Lr40.750L40.450W4H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.49 17.74 424.00 Length=8.0 ft 2 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.42 17.74 424.00 Length=8.0 ft 3 0.000 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.66 3840.00 0.00 17.74 424.00 4D+0.750Lr+0.750L+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.49 17.74 424.00 Length=8.0 ft 2 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.42 17.74 424.00 Length=8.0 ft 3 0.000 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.66 3840.00 0.00 17.74 424.00 4D40.750Lr+0.750L+0.450W4l,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.98 2960.00 0.49 17.74 424.00 Length=8.0 ft 2 0.050 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 146.9E 2960.00 0.42 17.74 424.00 Length=8.0 ft 3 0.000 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.66 3840.00 0.00 17.74 424.00 +D+0.750Lr+0.750L-0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.075 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 288.22 3840.00 1.00 35.95 424.00 Length=8.0 ft 2 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.93 35.95 424.00 Length=8.0 ft 3 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.81 35.95 424.00 +040.750Lr40.750L-0.450W.H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.075 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 288.22 3840.00 1.00 35.95 424.00 Length=8.0 ft 2 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.93 35.95 424.00 Length=8.0 ft 3 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.81 35.95 424.00 +0+0.750Lr+0.750L-0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.075 0.085 1.60 . 1.000 1.00 1.00 1,00 1.00 1.00 1.98 288.22 3840.00 1.00 35.95 424.00 Length=8.0 ft 2 0,180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.93 35.95 424.00 Length=8.0 ft 3 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.81 35.95 424.00 40+0.750Lr40.7501-0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.075 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 288.22 3840.00 1.00 35.95 424.00 Length=8.0 ft 2 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.93 35.95 424.00 Length=8.0 ft 3 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.81 35.95 424.00 40+0.750Lr+0.750L-0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.075 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 288.22 3840.00 1.00 35.95 424.00 Length=8.0 ft 2 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.93 35.95 424.00 Length=8.0 ft 3 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.81 35.95 424.00 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 S -5, Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Beam Software co. rightENERCALC,INC.1983-202D,Build:12.20.2,28 Lic.#:KW-06011471 Lewis&Van Vleet tnc. DESCRIPTION: Ridge beam(RB 1) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V fv F'v +D+0.750Lr+0.750L-0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 tt 1 0.075 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 288.22 3840.00 1.00 35.95 424.00 Length=8.0 ft 2 ' 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.93 35.95 424.00 Length=8.0 ft 3 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.81 35.95 424.00 +0+0.75OLr+0.750L-0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.075 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.98 288.22 3840.00 1.00 35.95 424.00 Length=8.0 ft 2 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.93 35.95 424.00 Length=8.0 ft 3 0.180 0.085 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.65 532.91 2960.00 0.81 35.95 424.00 +D+0.750L+0.750S+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.59 57.43 424.00 Length=8.0 ft 2 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.04 57.43 424.00 Length=8.0 ft 3 0.118 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 349.45 2960.00 0.53 57.43 424.00 +0+0.750L40.750S+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.59 57.43 424.00 Length=8.0 ft 2 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.04 57.43 424.00 Length=8.0 ft 3 0.118 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 349.45 2960.00 0.53 57.43 424.00 +D+0.750L+0.7505+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.59 57.43 424.00 Length=8.0 ft 2 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.04 57.43 424.00 Length=8.0 ft 3 0.118 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 349.45 2960.00 0.53 57.43 424.00 +D+0.750L+0.750S+0.450W+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.59 57.43 424.00 Length=8.0 ft 2 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.04 57.43 424.00 Length=8,0 ft 3 0.118 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 349.45 2960.00 0.53 57.43 424.00 +0+0.750L+0.750S+0.450W4H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.59 57.43 424.00 Length=8.0 ft 2 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.04 57.43 424.00 Length=8.0 ft 3 0.118 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 349.45 2960.00 0.53 57.43 424.00 +0+0.750L40.750S+0.450W4H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.59 57.43 424.00 Length=8.0 ft 2 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.04 57.43 424.00 Length=8.0 ft 3 0.118 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 349.45 2960.00 0.53 57.43 424.00 +D+0.750L+0.750S40.450W4H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.59 57.43 424.00 Length=8.0 ft 2 0.140 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 413.82 2960.00 1.04 57.43 424.00 Length=8.0 ft 3 0.118 0.135 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 349.45 2960.00 0.53 57.43 424.00 +0+0.7501_+0.750S-0.450W+H,LL I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.150 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.95 575.75 3840.00 2.10 75.64 424.00 Length=8.0 ft 2 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.68 75.64 424.00 Length=8.0 ft 3 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.34 75.64 424.00 +0+0,7501_+0.750S-0.450W44,LL1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.150 0.178 1.60 1.000 1.00 1.00 1.00 1,00 1.00 3.95 575.75 3840.00 2.10 75.64 424.00 Length=8.0 ft 2 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.68 75.64 424.00 Length=8.0 ft 3 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.34 75.64 424.00 +0+0.750L+0.750S-0.450W41,LL I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.150 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.95 575.75 3840.00 2.10 75.64 424.00 Length=8.0 ft 2 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.68 75.64 424.00 Length=8.0 ft 3 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.34 75.64 424.00 +0+0.750L+0.750S-0.450W+H,LL I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.150 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.95 575.75 3840.00 2.10 75.64 424.00 Length=8.0 ft 2 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.88 75.64 424.00 Length=8.0 ft 3 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.34 75.64 424.00 +D+0.750L+0.750S-0.450W+1-1,LL I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.150 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.95 575.75 3840.0D 2.10 75.64 424.00 Length=8.0 ft 2 0.298 0,178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.68 75.64 424.00 Length=8.0 ft 3 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.34 75.64 424.00 +0+0.750L+0.750S-0.450W+H,LL I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.150 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.95 575.75 3840.00 2.10 75.64 424.00 Length=8.0 ft 2 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.68 75,64 424.00 Length=8.0 ft 3 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.34 75.64 424.00 Project Title: John Small Deck and cover Design Engineer: AP _-, ., ` Project ID: 20078 Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Beam Software cop ri.hi ENERCALC,INC.1983-2020,Build:12,20.2.2B Lic.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: Ridge beam(RB 1) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Om C t CL M lb F'b V iv F'v +0+0.750L+0.750S-0.450W+H,LL I 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=10.0 ft 1 0.150 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.95 575.75 3840.00 2.10 75.64 424.00 Length=8.0 ft 2 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.68 75.64 424.00 Length=8.0 ft 3 0.298 0.178 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.05 883.02 2960.00 1.34 75.64 424.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +0+0.750L+0.750S+0.5250E41,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +040.750L+0.750S+0.5250E41,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +0+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +0+0.750L+0.750S+0.5250E41,LL 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +D+0.750L+0.750S+0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +D+0.750L+0.750S-0.5250E41,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +D+0.750L+0.750S-0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Lenglh=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +040.750L+0.750S-0.5250E41,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.01t 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +D40.750L+0.750S-0.5250E4H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +D+0.750L+0.7505-0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840,00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +D40.750L+0.750S-0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 ft 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 +040.750L+0.750S-0.5250E+H,LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.127 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.33 485.98 3840.00 1.84 66.54 424.00 Length=8.0 ft 2 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 1.31 66.54 424.00 Length=8.0 It 3 0.208 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.22 616.24 2960.00 0.93 66.54 424.00 Project Title: John Small Deck and cover Design Engineer: AP Project ID: 20078 3L2 Project Descr:Design of wood deck and cover Wood Beam File:20078-John Small Deck.ec6 Software •.ynghl ENERCALC,INC.19832020:Build:12.20.22B #:KW-06011471 Lewis 8 Van Vleet Inc. DESCRIPTION: Ridge beam (RB 1) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +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=10.0 ft 1 0.023 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.46 67.47 2960.00 0.27 9.87 424.00 Length=8.0 ft 2 0.051 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.34 196.04 3840.00 0.30 10.70 424.00 Length=8.0 ft 3 0.051 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.34 196.04 3840.00 0.30 10.70 424.00 +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=10.0 ft 1 0.062 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.64 239.10 3840.00 0.78 28.24 424.00 Length=8.0 ft 2 0.174 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.53 515.39 2960.00 0.83 30.07 424.00 Length=8.0 ft 3 0.174 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.53 515.39 2960.00 0.78 30.07 424.00 +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=10.0 ft 1 0.031 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 118.96 3840.00 0.45 16.10 424.00 Length=8.0 ft 2 0.054 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.67 2960.00 0.33 16.10 424.00 Length=8.0 ft 3 0.054 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.67 2960.00 0.24 16.10 424.00 +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=10.0 ft 1 0.031 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.82 118.96 3840.00 0.45 16.10 424.00 Length=8.0 ft 2 0.054 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.67 2960.00 0.33 16.10 424.00 Length=8.0 ft 3 0.054 0.038 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.09 159.67 2960.00 0.24 16.10 424.00 Overall Maximum Deflections Load Combination Span Max.'"Dell Location in Span Load Combination Max.'+"Dell Location in Span +D+S+H 1 0.0729 4.622 0.0000 0.000 W Only 2 0.0233 4.908 +D+S+H -0.0200 3.294 +D+S+H 3 0.2922 8.000 W Only -0.0048 0.269 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Support4 Overall MAXimum 1.901 4.268 3.241 Overall MINimum -0.592 -0.732 -1.978 +D+H 0.645 1.419 1.146 +D+L+H,LL Comb Run("L) 0.645 1.419 1.146 LL Comb Run("L') 0.645 1.419 1.146 +D+L+H,LL Comb Run("LL) 0.645 1.419 1.146 +D+L+H,LL Comb Run(L") 0.645 1.419 1.146 +D+L+H,LL Comb Run(L'L) 0.645 1.419 1.146 +D+L+H,LL Comb Run(LL") 0.645 1.419 1.146 +D+L+H,LL Comb Run(LLL) 0.645 1.419 1.146 +D+Lr+H,LL Comb Run C L) 0.645 1.419 1.146 +D+Lr+H,LL Comb Run('L') 0.645 1.419 1.146 +D+Lr+H,LL Comb Run('LL) 0.645 1.419 1.146 +0+Lr+H,LL Comb Run(L") 0.645 1.419 1.146 +D+Lr+H,LL Comb Run(L'L) 0.645 1.419 1.146 +D+Lr+H,LL Comb Run(LL') 0.645 1.419 1.146 +D+Lr+H,LL Comb Run(LLL) 0.645 1.419 1.146 +D+S+H 1.901 4.268 3.241 +D+0.750Lr+0.750L+H,LL Comb Run(' 0.645 1.419 1.146 +0+0.750Lr+0.750L+H,LL Comb Run(' 0.645 1.419 1.146 +D+0.750Lr+0.750L+H,LL Comb Run(` 0.645 1.419 1.146 +0+0.750Lr+0.750L+H,LL Comb Run(L 0.645 1.419 1.146 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.645 1.419 1.146 +0+0.75QLr+0.750L+H,LL Comb Run(L 0.645 1.419 1.146 +0+0.750Lr+0.750L+1-1,LL Comb Run(L 0.645 1.419 1.146 +0+0.750L+0.750S+H,LL Comb Run(" 1.587 3.556 2,717 +D+0.750L+0.750S+H,LL Comb Run('L 1.587 3.556 2.717 +0+0.750L+0.750S+H,LL Comb Run('L 1.587 3.556 2,717 +D+0.750L+0.750S+H,LL Comb Run(L' 1.587 3.556 2.717 +0+0.750L+0.750S+H,LL Comb Run(L' 1.587 3.556 2.717 +0+0.750L+0.750S+H,LL Comb Run(LL 1.587 3.556 2.717 +0+0.750L+0.750S+H,LL Comb Run ILL 1.587 3.556 2.717 +D+0.60W+H 0.290 0.980 -0.041 +D+0.70E+H 0.645 1.419 1.146 +0+0.750Lr+0.750L+0.450W+H,LL Comb 0.379 1.090 0.256 Project Title: John Small Deck and cover Design Engineer: AP • Project ID: 20078 Project Descr:Design of wood deck and cover S _.n Wood Beam File:20078-John Small Deck.ec6 Software col ri!hI ENERCALC,INC.1983-2020,Bulld:12.20.2.28 'Llo,#:KW06011471 Lewis&Van Vleet Inc: DESCRIPTION: Ridge beam(RB 1) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +0+0.750Lr+0.750L40.450W+41,LL Comb 0.379 1.090 0.256 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.379 1.090 0.256 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.379 1.090 0.256 +D+0.750Lr+0.750L+0.450W4H,LL Comb 0.379 1.090 0.256 +D+0.750Lr+0.750L+0.450W4H,LL Comb 0.379 1.090 0.256 +040.750Lr40.750L+0.450W4H,LL Comb 0.379 1.090 0.256 +D+0.750L+0.750S+0.450W+H,LL Comb 1.321 3.227 1.827 +D*0.750L+0.750S40.450W+H,LL Comb 1.321 3.227 1.827 +0+0.750L+0.750S+0.450W41,LL Comb 1.321 3.227 1.827 +D+0.750L40.750S+0.450W+H,LL Comb 1.321 3.227 1.827 +0+0.750L+0.750S+0.450W+H,LL Comb 1.321 3.227 1.827 +D+0.750L+0.750S+0.450W4H,LL Comb 1.321 3.227 1.827 +D+0.750L+0.750S+0.450W+H,LL Comb 1.321 3.227 1.827 +D+0.750L+0.750S+0.5250E+11,LL Comb 1.587 3.556 2.717 +D+0.750L+0.750S+0.5250E4H,LL Comb 1.587 3.556 2.717 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.587 3.556 2.717 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.587 3.556 2.717 +D+0.750L+0.750S+0.5250E+1-1,LL Comb 1.587 3.556 2.717 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.587 3.556 2.717 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.587 3.556 2.717 +0.60D+0.60W40.60H 0.032 0.412 -0.499 40.60D+0.70E+0.60H 0.387 0.852 0.688 D Only 0.645 1.419 1.146 Lr Only,LL Comb Run("L) Lr Only,LL Comb Run(*L*) Lr Only,LL Comb Run(*LL) Lr Only,LL Comb Run(L") Lr Only,LL Comb Run(L*L) Lr Only,LL Comb Run(LL') Lr Only,LL Comb Run(LLL) L Only,LL Comb Run("L) L Only,LL Comb Run(*L') L Only,LL Comb Run('LL) L Only,LL Comb Run(L") L Only,LL Comb Run(L'L) L Only,LL Comb Run(LL') L Only,LL Comb Run(LLL) S Only 1.256 2.849 2.095 W Only -0.592 -0.732 -1.978 E Only H Only Project Title: John Small Deck and cover Design S 0 Engineer: AP -, ' Project ID: 20078 Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Beam Software co. diet ENERCALC,INC.1983.2020,Build:12.20.2,28 tic:#:KW 06011471 Lewis&Van Vleet Inc... DESCRIPTION: RB 3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-Prll 600.0 psi Eminbend-xx 470,0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi Ft 425.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase W(-0.127- b y o D(0.03)S(0.0625) _.. __.__ b .__ -. - - -._ 3 ._ 0 4x12 (f'S1 Span= 12.650 f1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, S=0.0250 ksf, Tributary Width=2.50 ft Uniform Load: W=-0.1270, Tributary Width=1.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.262 1 Maximum Shear Stress Ratio = 0.108 : 1 Section used for this span 4x12 Section used for this span 4x12 463.50psi = 29.34 psi 1,771.00psi = 272.00 psi Load Combination +0+0.750S-0.450W Load Combination +0+0.750S-0.450W Location of maximum on span = 6.325ft Location of maximum on span = 11.727 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection 1 Max Downward Transient Deflection 0.067 in Ratio= 2262>=360 Max Upward Transient Deflection -0.136 in Ratio= 1113>=360 Max Downward Total Deflection 0.108 in Ratio= 1399>=180 l Max Upward Total Deflection -0.057 in Ratio= 2664>=180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.126 0.052 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.77 125.28 996.19 0.21 7.93 153.00 +O+g 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.258 0.106 1.15 1.100 1.00 1.15 1.00 1.00 1.00 2.02 328.49 1272.91 0.55 20.79 195.50 +D+0.750S 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.218 0.090 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.71 277.69 1272.91 0.46 17.58 195.50 +D+0.60W 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.069 0.028 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.75 122.46 1771.00 0.20 7.75 272.00 +0-0.60W 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.211 0.087 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.30 373.03 1771.00 0.62 23.61 272.00 +0+0.450W 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.034 0.014 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.37 60.53 1771.00 0.10 3.83 272.00 Project Title: John Small Deck and cover Design S- t 1 Engineer: AP • Project ID: 20078 • Project Descr:Design of wood deck and cover File:20078-John Small Deck.ec6 Wood Beam Sotlwarecop right ENERCALC,INC.1983-2020,Build.12.20.2.28 Lie.#:KW-06011471 Lewis&Van Vleet Inc. DESCRIPTION: RB 3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I Cr Cm C t C L M tb F'b V by F'v +0-0.450W 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.176 0.072 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.91 311.09 1771.00 0.52 19.69 272.00 +0+0.750S+0.450W 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.052 0.021 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0,57 91.88 1771.00 0.15 5.82 272.00 +0+0.750S-0.450W 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.262 0.108 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.85 463.50 1771.00 0.77 29.34 272.00 +0.6013+0.60W 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.097 0.040 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.06 172.58 1771.00 0.29 10.92 272.00 +0.600-0.60W 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.182 0.075 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.99 322.92 1771.00 0.54 20.44 272.00 +0.60D 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.650 ft 1 0.042 0.017 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.46 75.17 1771.00 0.12 4.76 272.00 Overall Maximum Deflections Load Combination Span Max."Dell Location In Span Load Combination Max.'+'Deft Location in Span 1 0.0000 0.000 W Only -0.1363 6.371 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -0.803 -0.803 Overall MINimum 0.395 0.395 D Only 0.244 0.244 +D+S 0.639 0.639 +D+0.750S 0.540 0.540 +0+0.60W -0.238 -0.238 +D+0.450W -0.118 -0.118 +0+0.750S+0.450W 0.179 0.179 +0.6013+0.60W -0.336 -0.336 +0.600 0.146 0.146 S Only 0.395 0.395 W Only -0.803 -0.803 EVALUATION REPORT Number 192 ® Originally Issued: 08/03/2010 Revised: 02/12/2020 Valid Through: 02/28/2021 TABLE 8 —CONNECTION GEOMETRY FOR THE SDWS22DB SCREWS CONDITION"' MINIMUM DISTANCE OR SPACING(in.) Edge Distance Perpendicular to grain loading 1 7/16 Parallel to grain loading 1 7/16 End Distance Perpendicular to grain loading 6 Parallel to grain loading 6 Between fasteners in a row 8 Spacing Between non-staggered rows 4 Between staggered rows 5/8 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. '- Edge distances, end distances and spacing of the screws shall be sufficient to prevent splitting of the wood,or as required by this table, or when applicable as recommended by the structural composite lumber manufacturer, whichever is the more restrictive. , 6'Min.end distance 8'Mln.between fasteners Min.edge distance 0 w Min. 4'Min. between between W Min. staggered non- stagger rows staggered rows Q Q FIGURE 10—CONNECTION GEOMETRY—SDWS22DB SCREWS Page 12 of 27 k-G 2 r • r STRUCTURAL NOTES GENERAL 1. These notes set minimum standards for construction. The drawings govern over these notes to the extent shown. Coordinate these drawings with architectural specifications and notify Lewis&Van Vleet Inc. Engineers(LVI)of any discrepancies prior to beginning work. 2. These drawings have been prepared solely for use in construction of the John Small Deck and Cover project located in 7470 SW Cherry Drive, Tigard, Oregon. Possession of these drawings does not grant license to construct or fabricate the whole or parts of this project in other locations. 3. The contractor shall verify all dimensions and conditions on drawings and in field. Coordinate locations of openings through floors,roofs, and walls with architectural, mechanical,plumbing and electrical drawings. Notify engineer of any discrepancies. 4. The contractor shall be responsible for providing all temporary support prior to completion of the vertical and lateral load systems. LVI has not been retained to provide any services pertaining to job site safety precautions, or to review means, methods techniques, sequences,or procedures for performing the work. Unless we are specifically retained and compensated to do otherwise, our work is limited to the design of work described on our drawings. 5. Where reference is made to ACI,AISC, ASTM, or other standards or codes,the latest edition shall apply. 6. Inspection and or job supervision is not provided by LVI. 7. All work shall be in strict compliance with the latest edition of the International Building Code(IBC)and all other state and local codes which apply 8. Any mechanical equipment,piping,ductwork, etc. which applies a load of 150 pounds or more shall be hung from a system approved by LVI. DESIGN CRITERIA 1. Snow Loads: a. Design Snow Load=25 psf rain on snow b. Ce= 1.0 c. C,= 1.0 d. Is = 1.0 e. Cs= 1.0 2. Wind: a. Basic Wind Speed: ASCE 7-16 120 mph (ultimate)— Washington County, Oregon b. Occupancy Category II, Risk Category II c. Exposure: B 3. Live Loads: a. Live Load=60 psf(Deck) 4. Dead Load= 12 psf REVIEWED/UPDATED 1/03 V 1-' FOUNDATIONS 1. Design soil bearing pressure equals 1500 psf live plus dead load 2. All footings to bear on firm, undisturbed native soils or structural fill a minimum of 18" below finish exterior grade. Notify engineer before proceeding if any unusual conditions are encountered in footing excavations. 3. Do not excavate closer than 2:1 slope adjacent to footing excavations. 4. Clean all footing excavations of loose material by hand. Remove all wet, soft soil from footing excavations prior to placing concrete. 5. Earth form footings may be provided at the contractor's option and risk. All earth formed footings should be oversized 6" in each direction. 6. Excavations may be made under footings for pipes. Backfill to be "structural fill" as defined above. CONCRETE 1. Average concrete strength to be as indicated below and determined by job cast lab cured cylinder at 28 days plus increase depending on plant's standard deviation as specified in ACI 318. Provide mix designs to engineer for review prior to placing any concrete. CLEARLY LABEL ALL MIX DESIGNS AS TO PROPOSED AREA OF USE. Supplier to label all mix designs with an identification number. Mix number should be referenced in all subsequent concrete test reports. 2. Minimum mix requirements: Location Compressive Minimum Admixtures strength cement (psi) content Footings 3000 5 none Miscellaneous 3000 5 none a. WRA= Water Reducing Admixture b. AE=Air Entrainment c. Provide an accelerator in all concrete placed below 40 degrees. 3. Use Type I cement,per ASTM C-150 unless otherwise approved. Water cement ratio to be 0.46 maximum for all slabs on grade, tilt walls, precast columns. Water cement ratio to be 0.50 maximum for all other concrete. Do not add water to mix at jobsite. Flyash meeting ASTM C 618 may be substituted for up to 20%of the cement content in all mixes. 4. Aggregate to be per ASTM C-33. 5. Water Reducing Agent(WRA). Comply with ASTM C-494. REVIEWED/UPDATED 1/03 T t� i 6. Air Entrainment(AE) shall comply with ASTM C-260. Provide 3-5% when specified. 7. Accelerators: Dosage to be determined by contractor. 8. Calcium Chloride shall not be used in any concrete, for any purpose, on this project. REINFORCING 1. All reinforcing steel to be ASTM A615, Grade 60. 2. All vertical steel in shear wall boundary elements (bars at building corners and edges of openings) shall be ASTM A706 or ASTM 615, Grade 60 that complies with the requirements of IBC section 1908.1.3. See drawings for locations required. 3. Fabricate and install all reinforcing steel according to the "Manual of Standard Practice for Detailing Reinforcing Concrete Structures" ACI Standard 315. 4. Provide 2'-0" x 2'-0" corner bars to match horizontal reinforcement in poured in place walls and footings at all corners and intersections. 5. Splices in slab on grade reinforcement shall be lapped 30 diameters or 2'-0" minimum and shall be staggered at least 4'-0" at alternate bars. All other splice locations for#6 bars or smaller, lap bars 58 diameters or 2' 0"minimum and stagger the splices at least 4'-0" at alternate bars. 6. Provide (2)-#4 bars at top, bottom, and ends of all walls unless otherwise indicated on plans. 7. Provide dowels to match all vertical reinforcement in walls. Lap 58 diameters or 24" minimum for#6 bars or smaller. 8. All wall reinforcement to be placed in middle of wall unless otherwise noted on drawings. 9. Provide shop drawings of all reinforced concrete items to engineer for review prior to construction of these items. WOOD FRAMING 1. All lumber to be species and minimum grades as follows (unless otherwise noted in drawings: a. Joists,rafters, Douglas Fir#2 b. Beams and stringers, 4x and larger Douglas Fir#1 c. Bucks, blocking, bridging & misc. Doug. Fir or Hem Fir#3 d. 2 x 4 studs Doug. Fir "STUD" or "STD" e. 2 x 6 studs and larger Douglas Fir#2 f Sills, ledgers, plates, etc. in contact w/concrete--P.T. Douglas Fir#2 (unless noted otherwise on plans) g. Posts Douglas Fir#1 2. Framing hardware to be Simpson or prior approved equal. Fill all nail holes unless noted otherwise in drawings or manufacturer's literature. Use largest nail size indicated in manufacturer's literature. Provide hardware size to match member size (I.E. 'HU410' hanger for 4x10 header, 'LSSU28' for 2x8 rafter, etc.). 3. All bolt heads and nuts bearing on wood to be provided with a washer. REVIEWED/UPDATED 1/03 • eL S .• • , 1 • 4. All fasteners (hangers, clips, screws, nails, bolts, washers etc.) in contact with pressure treated or fire treated wood to be stainless steel or hot dipped galvanized material. Do not mix stainless steel and galvanized steel in the same connection. 5. All nailing to be per IBC Table 2304.9.1. Obtain engineer's prior approval for all proprietary nailing or stapling systems. 6. All nails to be common wire unless noted otherwise. Staples are not an acceptable substitute without Engineer's prior written approval. Minimum nail diameters are as follows: a. 8d = .131" b. 10d = .148" c. 12d = .148" d. 16d = .162" e. 20d = .192" 7. Cutting and notching of joists is not permitted without engineer's prior approval. One inch diameter holes may be drilled in the center 1/3 of the member depth, but all other holes to be approved prior to drilling. 8. Studs may be notched in the lower 1/5 of the height of stud for electric conduit and plumbing pipes, but no part of the notch is to be greater than 1/4 of stud depth. Holes with diameters up to 1/3 of stud depth may be drilled in stud. REVIEWED/UPDATED 1/03