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A4sr of c1 }J ,cyJ 7�j�U 5C �f 'icA (A, S Zarosinski Engineering& Design,Inc. t 1400 NW 155`h Circle , s ,... Vancouver,WA 98685 ` ',1) , +' Phone:(360)513-2746 O/� �f��PV ZAROSINSKI ,ICE COPY /1 Ja ENOINEEEIN64DESIGN Email:dpzskiAhotmail.comAUG 2 3 c71 � a Calculations for 16'X 8' CoverwliDeckfroming,,. At 7440 SW Elmwood St. Tigard, Oregon 97223 For Prograss Calculations By Dean P. Zarosinski PE, August 22, 2016. r• r • vriol ' 44. `• 161V ' of A 'O ZAROS Zarosinski Engineering& Design,Inc. 1400 NW 155t Circle Z I Vancouver,WA 98685 Phone:(360)513-2746 ZAROS6DI& 5IO Email:dpzskiQhotmail.com FNG'NFERINcF5K N Calculations for deck framing at 7440 SW Elmwood St. Tigard, 97223 By Dean P. Zarosinski PE, August 18, 2016. Per Building Code and ASCE7-10 Design loading on deck framing is based on 12 Pounds per Square Foot (PSF) Dead Load, 60 PSF Live Load (deck), Roof Loading is 25 PSF Snow Load and 15 PSF for Snow Drift Load Roof Framing 2X6 Joists 24"on center span 8' to a 16'long 4 x 12 Beam with 4X6 supports 8' apart and 2' overhang on each end. One end is supported by the ledger attachment and the other is supported by the outer beam and post. The joists are connected to the ledger with LB26 Top Flange Hangers which are rated for 1380 lb vertical and 290 lb. uplift. The Ledger attachment to the wall supports a dead load of 120 pounds and a snow load of 310 pounds at 2 foot on center equaling a reaction of 60 PLF DL and 155 PLF SL. Connection the ledger at 16"on center = 80 lb. DL and 412 lb. LL which is adequately supported by (2) LedgerLok 5 1/2"long fasteners per stud. The reaction at the beam is 160 lb. DL and 370 lb. SL at 2'on center equaling 80 PLF DL and 185 PLF SL. This loading, for a 2 span 8'beam with 16"overhangs as drawn requires a Douglas Fir/ Larch No. 2 or better 4x8 beam The reaction at the middle post is the greatest and is 770 lb. Dl, 1,790 lb SL including drifting. Seismic load on roof at 12'-8"above grade is based on a weight of 15 PSF x 18.5'x 9.33' = 2,589 lb = 2.6 k. This results in a load of 1.25 k shear. The outer 3 posts are required to support a half of this load. Wind load on the side is 18 psf Exposure C/ 1.2 = 15 PSF Exposure B x (4'x 8.5')/2 = 255 lb. x 2 exposed sides = 510 lb. The wind load on the posts is 160 lb., the added wind load on the existing structure is 350 lb. Wind load on the roof calculated per ASCE7-10 has a worst case uplift on a rafter of 40 psf WL (uplift) — 15 psf DL x 2' = 50 PLF Net x 5.33' = 266.5 lb uplift per joist at the outer beam. This load is resisted by the H1 clip rated for 585 lb. Load. Using a post foundation to handle the load requires a 2'-0"square foundation 2'-9"deep with the 6 x 6 embedded 16"into the foundation . The foundation has (4) No. 4 vertical bars and (4) No. 4 ties spaced as drawn. The rail posts are calculated for a 200 lb lateral load at the column top. Bolt pullout is resisted by the blocking, DTT2Z's and the hanger connecting the blocking to the next joist where the rails are parallel to the joists and bolts where the rail is parallel to the perimeter beam. Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project10: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com BY Dean P.Zarosinski PE Project Information �— - _ File=cw,woRK-fl2016PR4woj62.-awo165 :Ees ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver.6.16.2.28 Lic.#`KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Project Title :Covered Deck at 7440 Sw Elmwood Tigard 97223 Description : I.D. :N0163-3 Address :7440 SW Elmwood, Tigard 97223, OR 97223 Project Leader :Dean P.Zarosinski PE Phone : 360-513-2746 Fax : eMail : dpzski@hotmail.com Project Notes Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer. Dean P.Zarosinski PE Project TD: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com 13LDean P.Zarosinski PE `yT Building Code Information v File=C:WAWORK-112016PR-1\N0162--31NO165 .EC6 ENERCALC,INC.1983-2015,BA:615.10.6,Ver.6.16.2.28 Lic.# KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Governing Code : IBC 2012,ASCE 7-10,CBC 2013,AISC 360-10, NDS 2012,ACI 318-11,ACI City Jurisdiction : Tigard, Oregon Contact Name : Alternate Contact : Building Official : Address : , , Phone : Fax : eMail : Notes : ' Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 ' Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski FE_______ __ ASCE Seismic Base Shear - - -^ - - -- -- Fila=c,vwwoRK-112oisPR 1wo16?-�31No;es-i-Ec6 ENERCALC,INC.1963-2015,Build:6.15,10.6,Ver:6.16.228 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. roof seismic load Risk Category --_ _--- __--- eg tY ___ Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "ir:All Buildings and other structures except those listed as CategoryI,III,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values ASCE"7.10 Standard _ __ _ _ _ __ ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = - 0.000 deg North ----------- Ss = 0.9709 g,0.2 sec response Longitude = 0.000 deg West S 1 = 0.4245 g,1.0 sec response Location: _ Site Class,Site Coeff.and Design Category ___ _ Site Classification "D":Shear Wave Velocity 600 to 1,200 ft sec = pASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.079 ASCE 7-10 Eq.11.4-1 SM1=Fv*S1 = 0.669 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration s DSS MSS = 0.720 ASCE 7-10 Eq.11.4-3 S Dt S M12/3 = 0.446 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D 4SCE 7-10 Table 11.6-1&-2 Resistingstem ---- - ____---- ---__----_-._ ,- _--_ _ ___ _____ ___ _ _ASCE 7-10 Table 12.2-1_ Basic Seismic Force Resisting System... Cantilevered column systems detailed to conform to specific classification - -` Timber frames Response Modification Coefficient "R" = 1.50 Building height Limits: System Overstrength Factor"Wo" = 1.50 Category"A&B"Limit Limit=35 Deflection Amplification Factor"Cd" = 150 Category"C"Limit: Limit=35 Category"D"Limit: Limit=35 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Not Permitted Category°F"Limit Not Permitted Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period - - _- _-_ ----- use ASCE 12.8-7 __- - Structure Type for Building Period Calculation: All Other Structural Systems - _ - "Ct"value = 0.020 "hn":Height from base to highest level = 25.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct"(hn A x) = 0.224 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.224 sec "Cs"Response Coefficient _ _ ___ _ _ ASCE 7-10 Section 12.8.1.1 S Ds:Short Period Design Spectral Response - - - =---0.720 -_-From Eq.12.8-2, Preliminary Cs - ^-= 0.480 - "R":Response Modification Factor = 1.50 From Eq.12.8-3&12.8.4,Cs need not exceed = 1.329 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 Cs:Seismic Response Coefficient = = 0.4797 Seismic Base Shear ___ ASCE 7-10 Section 12.8.1 ------ --------------------------------------- ----- ----- -- ________________ Cs = 0.4797 from 12.8.1.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs"W = 0.00 k Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com BYDean P.Zarosinski PE _ _____________- ASCE Seismic Base Shear File=c:vawoeic-,—os�R-11N0162 3\N0165-,.Ec6 ENERCALC,INC.1-:3-2015,Buildi6.15.10.6,Ver:6,16.228 Lic.#;KW-06009383 ; Licensee Zarosinski Engineering and Design,Inc. Vertical Distribution of Seismic ForcesASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= ________Loo__________ --_L00 — T-- -- — — — — — — -- — -- Table of building Weights by Floor Levet... Level# Wi:Weight Hi:Height (N1*Hi)^k Cvx Fx=Cvx*-V Sum Story Shear Sum Story Voment Sum—Wi; 0.00 k —Sum Wi*Hi = 0.00 k tt ---- Total Base Shear= 0.00 k --_ - ----- Base Moment= 0,0 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" _ — —--- �-- --- —ASCE 7-10 12.10.1.1 — Level#—-- Wi Fl Sum Fl Sum Wi Fpx:Calcd Fpx;Min Fpx:Max Fpx Dsgn.Force Wpx Weight at level of diaphragm and other structure elements attached to it. — Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*S os I*Wpx MAX Req'd Force©Level 0.40*S LAI*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level • Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com B_y_Dean P.Zarosinski PE ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 File=c:uiawowc-A2016PR-1W0162--3W0166-1.EC6 P pENERCALC,INC.1983-2015,Build:6,16,10A Ver.6.16.2.28 Lic.#:KW-06009383 i I j Licensee:Zar+.sinski Engineering and I esign,Inc. Description: wind loading Analytical Values ^--- Calculations per ASCE 7-10 V:Basic Wind Speed per Sect 26.5-1 A,B or C 85.0 mph — — Roof Slope Angle 20 degrees Occupancy per Table 1.5-1 lI All Buildings and other structures except those listed as Category I,Ill,and IV Exposure Category per 26.7 Exposure B MRH:Mean Roof Height 12.670 ft "Lambda"is interpolated between height tablular values. Lambda:per Figure 28.6-1,Page 305 1.00 Effective Wind Area of Component&Cladding 172.0 ft"2 Roof pitch for cladding pressure >7 to 27 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 26.8 1.00 LHD:Least Horizontal Dimension 9.330 ft a=max(0.04*LHD,3,min(0.10*LHD,0.4*MRH)) 3.00 ft max(0.04*LHD,3,min(0.10*LHD,0.4*MRH)) Design Wind Pressures _ _ Minimum Additional Load Case per 28.4.4=16 PSF on entire vertical plane Horizontal Pressures.., Zone: A = 26.60 psf Zone: C = 17,70 psf Zone: B = -10.00 psf Zone: D = -10.00 psf Vertical Pressures... Zone: E = -23.10 psf Zone: G = -16.00 psf Zone: F = -16.00 psf Zone: H = -12.20 psf Overhangs.,. Zone: Eoh = -32.30 psf Zone: Goh = -25.30 psf __Component&Claddingpesign Wind Pressures Design Wind Pressure=Lambda*Kzt*Ps30 per Eq 30.5-1 — Roof Zone 1: Positive: 10.000 psf Minimum Additional Load Case per 28.4,4=16 PSF Negative: -18.100 psf on entire vertical plane Roof Zone 2: Positive: 10.000 psf Negative: -25.500 psf Roof Zone 3: Positive: 10.000 psf Negative: -40.200 psf Wall Zone 4: Positive: 18.086 psf Negative: -19.986 psf Wall Zone 5: Positive: 18.086 psf Negative: -21.790 psf Roof Overhang Zone 2: -44.400 psf Roof Overhang Zone 3: -50.400 psf Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project 1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com _By Dean P.Zarosinski PE Wood Beam File=C:1AAWORK-112016PR-1W0162--3\N0165--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.10,6,Ver:6.162.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Deck Joists 2X8's 16'o.c. CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 850 psi Ebend-xx 1300 ksi Fc-Pril 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 26.83pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.01995)L(0.0798)* * + - 3 1.S i z 2x8 Span=8.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. _ Uniform Load D=0.0150, L=0.060 ksf, Tributary Width=1.330 ft,(Deck Floor Loading) -- - ---�- -- DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.777: 1 Maximum Shear Stress Ratio = 0.392 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 728.73 psi fv:Actual = 47.00 psi FB:Allowable = 938.40psi Fv:Allowable = 120.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.126 in Ratio= 763 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.157 in Ratio= 610 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 C i Cr Cm C t CL M fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.173 0.087 0.90 1.200 0.80 1.15 1.00 1.00 1.00 0.16 145.75 844.56 0.07 9.40 108.00 +D+L+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.777 0.392 1.00 1.200 0.80 1.15 1.00 1.00 1.00 0.80 728.73 938.40 0.34 47.00 120.00 +D+Lr+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.124 0.063 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0.16 145.75 1173.00 0.07 9.40 150,00 +O+S+H 1200 0.80 1.15 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.135 0.068 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.16 145.75 1079.16 0.07 9.40 138.00 +0+0.750Lr+0.750L+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.497 0.251 1,25 1.200 0.80 1.15 1.00 1.00 1.00 0.64 582.99 1173.00 0.27 37.60 150.00 +D+0.750L+0.750S+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.540 0.272 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.64 582.99 1079.16 0.27 37.60 138.00 • Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 , 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Proiect1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE [Wood Beam - - ---- File=C:WAWORK-112016PR 11N0152--3W0165--1.EC6 ENERCALG,INC.1983-2015,Build:6.15,106,Ver.6,16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Deck Joists 2X8's 16"o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V iv F'v ----- ------- - ------------ -------- ----- ----------- ----------- +D+0.60W+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.097 0.049 1.60 1.200 0.80 1,15 1.00 1.00 1.00 0.16 145.75 1501.44 0.07 9.40 192.00 +D+0.70E+H 1.200 0.80 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.097 0.049 1,60 1.200 0.80 1.15 1.00 1.00 1.00 0.16 145.75 1501.44 0.07 9.40 192.00 +D+0.750Lr+0.750L+0.450W+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.388 0.196 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.64 582.99 1501.44 0.27 37.60 192.00 40+0.750L+0.7505+0.450W41 1200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.388 0.196 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.64 582.99 1501.44 0.27 37.60 192.00 +0+0.750L+0.7505+0.5250E43 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.388 0.196 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.64 582.99 1501,44 0.27 37.60 192.00 +0.60D+0.60W+0.60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=8.0 ft 1 0.058 0.029 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.10 87.45 1501.44 0.04 5.64 192.00 +0.600+0.70E+0.60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.058 0.029 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.10 87.45 1501.44 0.04 5.64 192.00 Overall Maximum Deflections Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.1572 4.029 ---- 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS ----------- ----------- - ------- --------------- Load Combination Support 1 Support 2 Overall MAXimum --- - 0.399 --1099 - -- -- - - -- Overall MINimum 0.048 0.048 +D+H 0.080 0.080 +D+L+H 0.399 0.399 +D+Lr+H 0.080 0.080 +D+S+H 0.080 0.080 +0+0.750Lr+0.750L+11 0.319 0.319 +0+0.750L+0.750S41 0.319 0.319 +D+0.60W+H 0.080 0.080 +D+0.70E+H 0.080 0.080 +D+0.750Lr+0.750L+0.450W+H 0.319 0.319 +0+0.750L+0.750S+0.450W+H 0.319 0.319 +0+0.750L+0,750S+0.5250E+1 0.319 0.319 +0.60D+0.60W+0.60H 0.048 0.048 +0.60D+0.70E+0,60H 0.048 0.048 D Only 0.080 0.080 Lr Only L Only 0.319 0.319 S Only W Only E Only H Only Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Protect 1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com BY Dean P.Zarosinski PE [Wood Beam - File=c:VWwoRK 112816PR--;woi62--31No165-5 LECs ENERCALC,INC.1983-2015,Build:6.15.10,6,Vec6.16.2.28 Lica#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Deck Floor Beam CODE REFERENCES ------------- Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi Fc-PrIl 1,300.0 psi Eminbend-xx 470.0 ksi Wood Spades : Hem Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.06)L(0.24) D(0.06iL(0.24) D(0.06 L(0.24) D().06)L(0.24) iv + ++ + i + + + + + * w n 3 3 g i d i 4x8 4x8 4x8 4x8 Span=2.0 ft Span=6.0 ft Span=6.0 ft Span=2.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. ------- ------- --- -------- - - ------- --- Load for Span Number 1 Uniform Load: D=0.0150, L=0.060 ksf, Tributary Width=4.0 ft Load for Span Number 2 Uniform Load: D=0.0150, L=0.060 ksf, Tributary Width=4.0 ft Load for Span Number 3 Uniform Load: D=0.0150, L=0.060 ksf, Tributary Width=4.0 ft Load for Span Number 4 Uniform Load: D=0.0150, L=0.060 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.404 1 Maximum Shear Stress Ratio = 0.402 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 410.94 psi fv:Actual = 48.21 psi FB:Allowable = 1,016.60psi Fv:Allowable = 120.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft Location of maximum on span = 6.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 5183 Max Upward Transient Deflection -0.003 in Ratio= 15622 Max Downward Total Deflection 0.017 in Ratio= 4146 Max Upward Total Deflection -0.004 in Ratio= 12498 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 C m C t C L M fb Pb V fv F'v +p+H ------ --- ------------- - ----------------------0,00 0.00 0.00 0.00 Length=2.0 ft 1 0.051 0.073 0.90 1.300 0.80 1.15 1.00 1.00 1.00 0.12 46.96 914.94 0.13 7.87 108.00 Length=6.0 ft 2 0.090 0.089 0.90 1.300 0.80 1.15 1.00 1.00 1.00 0.21 82.19 914.94 0.16 9.64 108.00 Length=6.0 ft 3 0.090 0.089 0.90 1.300 0.80 1.15 1.00 1.00 1.00 0.21 82.19 914.94 0.16 9.64 108.00 Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Protect Descr: 360-513-2746 Email:dpzski@hotmail.com Bj_DeanP,Zarosinski PE Wood Beam -- - File=C:\MWORK-112016PR-1\N0162--3\N0165--1.EC6 ENERCALC,INC,1983-2015,Build:6.15.196,Vec6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Deck Floor Beam Load Combination Max Stress Ratios Moment Value s Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M fb F'b V fv F'v Length=2.0 ft 4 0.051 0.089 0.90 1.300 0.80 1.15 1.00 1.00 1.00 0.12 46.96 914.94 0.09 9.64 108.00 +D+L+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.231 0.328 1.00 1.300 0.80 1.15 1.00 1.00 1.00 0.60 234.82 1016.60 0.67 39.34 120.00 Length=6.0 ft 2 0.404 0.402 1.00 1.300 0.80 1.15 1.00 1.00 1.00 1.05 410.94 1016.60 0.82 48.21 120.00 Length=6.0 ft 3 0.404 0.402 1.00 1.300 0.80 1.15 1.00 1.00 1.00 1.05 410.94 1016.60 0.82 48.21 120.00 Length=2.0 ft 4 0.231 0.402 1.00 1.300 0.80 1.15 1.00 1.00 1.00 0.60 234.82 1016.60 0.43 48.21 120.00 +D+Lr+H 1,300 0.80 1.15 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.037 0.052 1.25 1,300 0.80 1.15 1.00 1.00 1.00 0.12 46.96 1270.75 0.13 7.87 150.00 Length=6.0 ft 2 0.065 0.064 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.21 82.19 1270.75 0.16 9.64 150.00 Length=6.0 ft 3 0.065 0.064 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.21 82.19 1270.75 0.16 9.64 150.00 Length=2.0 ft 4 0.037 0.064 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.12 46,96 1270.75 0.09 9.64 150.00 +0+841 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.040 0.057 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0,12 46.96 1169.09 0.13 7.87 138.00 Length=6.0 ft 2 0.070 0.070 1.15 1.300 0.80 1.15 1.00 1,00 1,00 0.21 82.19 1169.09 0.16 9.64 138.00 Length=6.0 ft 3 0.070 0.070 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.21 82,19 1169.09 0.16 9.64 138.00 Length=2.0 ft 4 0.040 0.070 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0,12 46.96 1169.09 0.09 9.64 138,00 +0+0.750Lr+0,750L41 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.148 0.210 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.48 187.86 1270.75 0.53 31.47 150.00 Length=6.0 ft 2 0.259 0.257 125 1.300 0.80 1.15 1.00 1.00 1.00 0.84 328.75 1270.75 0.65 38.57 150.00 Length=6.0 ft 3 0.259 0.257 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.84 328.75 1270,75 0.65 38.57 150.00 Length=2.0 ft 4 0.148 0.257 1.25 1.300 0.80 1.15 1,00 1.00 1.00 0,48 187.86 1270.75 0.34 38.57 150.00 +0+0.750L+0,7505+4-1 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.161 0.228 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.48 187.86 1169.09 0.53 31.47 138.00 Length=6.0 ft 2 0.281 0.279 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.84 328.75 1169.09 0.65 38.57 138.00 Length=6.0 ft 3 0.281 0.279 1,15 1.300 0.80 1,15 1.00 1.00 1.00 0.84 328.75 1169.09 0.65 38.57 138.00 Length=2.0 ft 4 0.161 0.279 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.48 187.86 1169.09 0.34 38.57 138.00 +D+0.60W41 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.029 0.041 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.12 46.96 1626.56 0.13 7.87 192.00 Length=6.0 ft 2 0.051 0.050 1.60 1.300 0.80 1,15 1.00 1.00 1.00 0.21 82.19 1626.56 0.16 9.64 192.00 Length=6.0 ft 3 0.051 0.050 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.21 82.19 1626.56 0.16 9.64 192.00 Length=2.0 ft 4 0.029 0.050 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.12 46.96 1626.56 0.09 9.64 192.00 +D+0.70E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.029 0.041 1.60 1.300 0.80 1.15 1.00 1,00 1.00 0,12 46,96 1626.56 0.13 7.87 192.00 Length=6.0 ft 2 0.051 0.050 1.60 1.300 0.80 1,15 1.00 1.00 1.00 0.21 82.19 1626.56 0.16 9.64 192.00 Length=6.0 ft 3 0.051 0.050 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.21 82.19 1626.56 0.16 9.64 192.00 Length=2,0 ft 4 0.029 0.050 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0,12 46.96 1626.56 0.09 9.64 192,00 +D+0.750Lr+0.750L+0.450W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.115 0,164 1.60 1.300 0.80 1.15 1.00 1,00 1.00 0.48 187.86 1626.56 0.53 31.47 192.00 Length=6.0 ft 2 0.202 0.201 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.84 328.75 1626.56 0.65 38,57 192.00 Length=6.0 ft 3 0.202 0.201 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.84 328.75 1626.56 0.65 38.57 192.00 Length=2.0 ft 4 0.115 0.201 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.48 187.86 1626.56 0.34 38.57 192.00 +0+0.750L+0.750S+0,450W+H 1.300 0.80 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.115 0.164 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.48 187.86 1626.56 0.53 31.47 192.00 Length=6.0 ft 2 0.202 0.201 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.84 328.75 1626.56 0.65 38.57 192.00 Length=6.0 ft 3 0.202 0.201 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0,84 328.75 1626.56 0.65 38.57 192.00 Length=2.0 ft 4 0.115 0.201 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0,48 187.86 1626.56 0.34 38.57 192.00 +0+0.750L+0.7505+0.5250E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.115 0.164 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.48 187.86 1626.56 0,53 31.47 192.00 Length=6.0 ft 2 0.202 0.201 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.84 328.75 1626.56 0.65 38.57 192.00 Length=6.0 ft 3 0.202 0.201 1.60 1.300 0.80 1,15 1.00 1.00 1.00 0.84 328.75 1626.56 0.65 38.57 192.00 Length=2,0 ft 4 0,115 0.201 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.48 187.86 1626.56 0.34 38.57 192.00 +0,60D+0.60W+0,60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.017 0.025 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.07 28.18 1626.56 0.08 4,72 192.00 Length=6.0 ft 2 0.030 0.030 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.13 49.31 1626.56 0.10 5.78 192.00 Length=6.0 ft 3 0.030 0.030 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.13 49.31 1626.56 0.10 5.78 192.00 Length=2.0 ft 4 0.017 0.030 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.07 28.18 1626.56 0.05 5.78 192.00 +0.60D+0.70E+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.017 0.025 1.60 1.300 0.80 1.15 1.00 1,00 1.00 0.07 28.18 1626.56 0.08 4.72 192.00 Length=6.0 ft 2 0.030 0.030 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.13 49.31 1626.56 0.10 5.78 192.00 Length=6.0 ft 3 0.030 0.030 1.60 1.300 0.80 1.15 1.00 1,00 1.00 0.13 49,31 1626.56 0,10 5.78 192.00 Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Proiect1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE File=CAAAVVORK-112018PR-1\N0162--3'N0165-1.EC6 Wood Beam ENERCALC,INC.1983-2015,BA:6.15,10.6,Ver.6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Deck Floor Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb F'b V fv Pv Length=2.0 ft 4 0.017 0.030 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.07 28.18 1626.56 0.05 5.78 192.00 Overall Maximum Deflections Load Combination Span Max."2'De Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0037 0.000 +D+L+H 2 0.0174 2.810 0.0000 0.000 +0+L44-1 3 0.0171 3.266 0.0000 0.000 4 0.0000 3.266 +D+L+H -0.0038 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 1.425 1.95O 1.425 Overall MINimum 0.171 0.234 0.171 40+H 0.285 0.390 0285 +D+L+H 1.425 1.950 1.425 +D+Lr+H 0,285 0.390 0.285 +D+S+H 0.285 0.390 0.285 +040.750Lr+0.750L+1-1 1.140 1.560 1.140 +D+0.750L+0.750S+H 1.140 1.560 1.140 4040.60W+H 0.285 0.390 0285 +D+0.70E-iii 0.285 0.390 0.285 +D+0.750Lr+0.750L+0.450W+H 1.140 1.560 1.140 +0-10.750L+0.750S+0.450W41 1.140 1.560 1.140 +D+0.750L+0.750S+0.5250E+H 1.140 1.560 1.140 +0.60D+0.60W+0.60H 0.171 0.234 0.171 +0.60D+0.70E+0.60H 0.171 0.234 0.171 D Only 0.285 0.390 0.285 Lr Only L Only 1,140 1.560 1.140 S Only W Only E Only H Only Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project 1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By_Dean P,Zarosinski PE Pole FootingEmbedded in Soil File=CAAWORK-112016PR-1Ny=1 0162--31N016 .Ec6 ENERCALC,INC.1983.2015,Build:6.15.10.6,Ver.6.16.228 Lica#:KW-06009383 Licensee Zarosinski Engineering and Design,Inc. Description: Deck Post footing Code References Calculations per IBC 2012 1807.3,CBC 2013,ASCE 7-10 — — Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Circular 16.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 250.0 pct Max Passive 1500.0 psi Controlling Values Governing Load Combination: 0.0 Lateral Load 0.0 k Moment 0.0 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 0.0 psi Allowable 0.0 psi Minimum Required Depth 0.0 ft Footing Base Area 1.396 WI Maximum Soil Pressure 0.0 ksf Applied Loads ----- ---- ---- --- -- -- ----------------- -------- --------------- Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load k k/ft 0.770 k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft 1.790 k W:Wind 0.0530 k k/ft k E:Earthquake 0.2080 k k/ft k H:Lateral Earth k klft k Load distance above TOP of Load above ground surface ground surface 10.250 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required. Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-fit) Actual-(psf) Allow-(psi) Factor Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE_—_--- -- ---------- - - - -- p Footing Embedded in Soil __ _ - — F�=c:wawoRK-112016PR=,wolsz-swois5==;.Ecs ENERCALC,INC.1983-2015,Buiid:6.15,10.6,Ver.6.16.2.28 Lic.#c KW-06009383 Licensee Zarosinski Engineering and Design,Inc. Description: Roof Post footing Code References - -- -------------------------- -------- Calculations per IBC 2012 1807.3, CBC 2013, —AS—CE 7-10---- --- Load Combinations Used :ASCE 7-10 General Information _ __ Pole Footing Shape Rectangular --- --- —24.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 250.0 pd Max Passive 1,500,0 psi Controlling Values Governing Load Combination: 0.0 Lateral Load 0,0 k Moment 0.0 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 0.0 Psi Allowable 0.0 Psi Minimum Required DePiii 0 0ft _ Footing Base Area 4.0 ft"2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load --- Lateral Distributed Load Vertical Load D:Dead Load k k/ft 0.770 k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft 1.790 k W:Wind 0,0530 k k/ft k E:Earthquake 0.2080 k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 10.250 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(1t-k) Depth-(ft) Actual-(psi) Allow-(pst) Factor Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood Beam - --- -- -- - -�-- -File=C,IAAWORK-112016PR-1\N0162--3W0165--1.EC6 ENERCALC,NC,1983-2015,Build:6.15.196,Ver.6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Beam modeled for wind load at 1/3 span CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 - - Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity - Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-Pill 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling W(0.255) i i 7 %R\ 2x8 Span=8.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: W=0.2550 k(5 2.833 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.244 1 Maximum Shear Stress Ratio - 0.064 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 456.93 psi fv:Actual = 18.55 psi FB:Allowable = 1,872.00 psi Fv:Allowable = 288.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+1-1 Location of maximum on span = 2.823ft 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 0.147 in Ratio= 695 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.088 in Ratio= 1159 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 N F'v -- ------------------- --------- ----------- ---------------------------- ---- +D+H 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1053.00 0.00 0.00 162.00 4041+1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1170.00 0.00 0.00 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 +D+5+11 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1345.50 0.00 0.00 207.00 +0+0.750Lr+0,750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1462.50 0.00 0.00 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1345.50 0.00 0.00 207.00 Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com _By Dean P,Zarosinski PE ___-- -___-- __-- - - - Wood Beath File=UAAiNORK-112016PR-11N0162-3W01651.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.16.2.28 Lic.#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Beam modeled for wind load at 113 span Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length _Span# M v C d C FN C i C r_ Cm C t CL M fb -F'b V fv F'v +D+0.60W+H - --- 1.300 1.00 1.00 1.00 1.00 1.00- - - - - -- 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.244 0.064 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 456.93 1872.00 0.10 18.55 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.60 1.300 1,00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.183 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 342.70 1872.00 0.08 13,91 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.183 0.048 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.22 342.70 1872.00 0.08 13.91 288.00 +0+0.750L+0.7505+0,5250E41 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1,60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0.00 288.00 +0.600+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.244 0.064 1.60 1.300 1.00 1.00 1,00 1.00 1.00 0.29 456.93 1872.00 0.10 18.55 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1872.00 0.00 0,00 288.00 Overall Maximum Deflections Load Combination - S n Max.'- Defl Location in Span Load Combination Max."+^Deft Location in Span W Only -1 0.1466 -----3.878 -- -11-06-0T---0.000 0.0000 -------0.000 -- Vertical Reactions- Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 OverallMAimum - 0,170 0.085 --- - - -` - -------- - -- - - Overall MINimum 0.077 0.038 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.102 0.051 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.077 0.038 +D+0.750L+0.750S+0.450W+H 0.077 0.038 +0+0.750L+0.750S+0.5250E+14 +0,60D+0.60W+0.60H 0.102 0.051 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 0.170 0.085 E Only H Only Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE-_ __________ __ ___ __ _______________N----____-_--. Wood Column File=C.w,w0RK-112016PR 1wo162 3w0165--1.Ec6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver.6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: -None-- Code References - __ _ _ ___ _ _ Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 - Load Combinations Used :ASCE 7-10 General Information_ ___ _ - -- Analysis Method: -Allowable Stress Design- Wood Section Name 6x6 End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 10.250 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Hem Fir Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 0.0 Fb Tension 850.0 psi Fv 150.0 psi Area 30.250 inA2 Cf or Cv for Compression 0.0 lx 76.255 in^4 Cf or Cv for Tension 0.0 Fb-Compr 850.0 psi Ft 525.0 psi ly 76.255 in^4 Cm:Wet Use Factor 0.950 Fc-Prll 1,300.0 psi Density 26.830 pct Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 405.0 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 AIDS 153.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? Yes(non-gib only) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads _--- _ -- - _-- _ Service loads entered. Load Factors will be_applied for calculations. Column self weight included:57.771 lbs*Dead Load Factor - AXIAL LOADS. .. Axial Load at 10.250 ft,D=0.770,S=1.790 k BENDING LOADS.. . Lat.Point Load at 10.230 ft creating Mx-x,E=0.2080 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.0:1 Maximum SERVICE Lateral Load Reactions.. Load Combination 0.0 Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla 0.0 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 ft above base Applied Axial 0.0 k for load combination: Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X in at ft above base Fc:Allowable 0.0 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination 0.0 Location of max.above base 0.0 ft Applied Design Shear 0.0 psi Allowable Shear 0.0 psi Load Combination Results - Maximum Axial+Bendino Stress Ratios Maximum Shear Ratios Load Combination --_ _C D _C p Stress Ratio Status Location _ Stress Ratio_ Status Location __ YM_BICIrr1Um Reactions _ _--- -- _ _ ___ __ _ Note:Only non-zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction- Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base -____--- -------------- ------------ --------- ---------- - ---------------------__ Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By_pean P.Zarosinski PE Wood Column --- Filer-c:vwWORK-112016PR-1w0162-•3wo165--1,Ec6 ENERCALC,INC.1983.2015,Build:6.15.10.6,Ver.6.16.2.26 Lica#: KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: -None- Sketches Y MaaLoads —_- O2 l ii*.liSASz Ogg''t cg Xligfc1W SE; X ji-A-,, l'ipltif'''111-1 C II tL a' L--_—_—_ .. tea.; z 8x6 I 1 5.60In Loads are total entered value.Arrows do not reflect absolute direction. Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com _By Dean P.Zarosinski PE __-__- _-___-______-__--_ ---- -- Wood Beam Fil=C:WAWORK 112016PR-1W0162--3Wo165--1.Ec6 ENERCALC,INC.1983-2015,Build:6,15.10.6,Ver.6.16.2.28 Lica#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc.` Description: Roof rafters 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+Lr+H - 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.214 0.089 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.23 360.07 1681.88 0.11 19.98 225.00 Length=1.330 ft 2 0.025 0.089 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.10 1681,88 0.03 19.98 225.00 +0+541 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.824 0.328 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.80 1,275.19 1547.33 0.37 67.88 207.00 Length=1.330 ft 2 0.077 0.328 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.08 119.29 1547.33 0.07 67.88 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.214 0.089 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.23 360.07 1681.88 0.11 19.98 225.00 Length=1.330 ft 2 0.025 0.089 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.10 1681.88 0.03 19.98 225.00 +0+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.676 0.270 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.66 1,046.40 1547.33 0.31 55.91 207.00 Length=1.330 ft 2 0.065 0.270 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.06 99.99 1547.33 0.06 55.91 207.00 +D+0.60W41 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.167 0.069 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.23 360.07 2152.80 0.11 19.98 288.00 Length=1.330 ft 2 0.020 0.069 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.10 2152.80 0.03 19.98 288.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.167 0.069 1.60 1.300 1.00 1,15 1.00 1.00 1.00 0.23 360.07 2152.80 0.11 19.98 288.00 Length=1.330 ft 2 0.020 0.069 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.10 2152.80 0.03 19.98 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.167 0.069 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.23 360,07 2152.80 0.11 19.98 288.00 Length=1.330 ft 2 0.020 0.069 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.03 42.10 2152.80 0.03 19.98 288.00 +0+0.750L+0.7505+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.486 0.194 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,66 1,046.40 2152.80 0.31 55.91 288.00 Length=1.330 ft 2 0.046 0.194 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.06 99.99 2152.80 0.06 55.91 288.00 +0+0.750L+0.750S+0,5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8,0 ft 1 0.486 0.194 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.66 1,046.40 2152.80 0.31 55.91 288.00 Length=1.330 ft 2 0.046 0.194 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.06 99.99 2152.80 0.06 55.91 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.100 0.042 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,14 216.04 2152.80 0.07 11,99 288.00 Length=1.330 ft 2 0.012 0.042 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,02 25,26 2152.80 0.02 11.99 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.100 0.042 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.14 216.04 2152,80 0.07 11.99 288.00 Length=1.330 ft 2 0.012 0.042 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.02 25,26 2152.80 0.02 11.99 288.00 Overall Maximum Deflections Load Combination Span Max."- Deft Location in Span Load Combination Max."+"Deft Location in Span +D+S+H ------- - - - .277 08- 3.978- - - - - - -- -- 0.0000 0.000 - 2 0.0000 3.978 +0+341 -0.1382 1.330 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Su rt 2 Su rt 3 viral[MAXimum 0.424 x.532 Overall MINimum 0,070 0.098 4-1341 0.117 0.163 +D+L+ff 0.117 0.163 +D+Lr++i 0.117 0.163 +D+8444 0.424 0.532 +D+0,750Lr+0.750L41 0.117 0.163 +D+0.750L+0.750S+H 0.347 0.440 +D+0.60W+H 0.117 0.163 +0+0.70E41 0.117 0.163 +D+0.750Lr+0.750L+0.450W+H 0.117 0.163 +0+0.750L+0.750S+0.450W+H 0.347 0.440 +D+0.750L+0.750S+0.5250E+H 0.347 0.440 +0.60D+0.60W+0.60H 0.070 0.098 +0.60D+0.70E+0.60H 0.070 0.098 D Only 0.117 0.163 Lr Only L Only S Only 0.307 0.369 Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com tiy_Dean P.Zarosinski PE Wood Be111) ! ^ fit®=C:\.MWORK-112016PR-11N0162--3W0165-1_EC6 ENERCALC,K.1983-2015,Build:6.15.10.6,Ver.6.16.2,28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Roof rafters Vertical Reactions Support notation:Far left is#1 Values in KIPS -- - --- — -------------- — ------------- --- Load Combination Support 1 Support 2 Support 3 WOnly - -- -- ------------ ---- E Only H Only Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: NO163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski©hotmail.com By_Dean P.Zarosinski PE Wood Beam --- - File=C:AAWORK-112016PR-1\N0162-•31N0165-^1.EC6 ENERCAI.C,INC.1983-2015,Build:6.15.10.6,Ver.6.16.2.28 Lic.#;KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: roof beam 1 span Note deflection limits in caks are reduced to account for upward deflection on the beam overhangs. The main span deflection<360 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 — T ----------- — ------- --------- ------ +04=9=14-1 --------- ---------2.266' -.2266 +D+0.750Lr+0.750L+H 1.006 1.006 +0+0.750L+0.750S+11 2.116 2.116 +o+0.60W+H 0.786 0.786 +D+0.70E+H 0.786 0.786 40+0.750Lr+0.750L+0.450W+H 1.006 1.006 40+0.750L+0.7505+0.450W+H 2.116 2.116 +0+0.750L+0.750S+0.5250E+H 2.116 2,116 +0.60D+0.60W+0.60H 0.472 0.472 +0.60D+0.70E+0.60H 0.472 0.472 D Only 0.786 0.786 Lr Only L Only 0.292 0.292 S Only 1.480 1.480 W Only E Only H Only Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Proiect1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE _ Wood Beam File=C:IAAwoRK-112016PR-1W0162--3w0165-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver.6.16,2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 2 Span roof beam CODE REFERENCES ----- - -- -- ------ -- ----- ------------------------------- Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-10 M_ateriial_Properties_ -------- _ _ Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Frit 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.08)S(0.185) D(0.08)S(0.185) D(0.08)S(0.185) D(0.08)S(0.185) 'r++ +* + * * 33 * + 'V 'V v'V +++ 1 _ f {" � . , 4x8 4x8 4x8 4x8 Span=1.330 ft Span=8.0 ft Span=8.0 ft Span=1.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. ---- - - -- - -- -- ------ -------------------- -------------- --- -------- Load for Span Number 1 Uniform Load: D=0.080, S=0.1850, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.080, S=0.1850, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.080, S=0.1850, Tributary Width=1.0 ft Load for Span Number 4 Uniform Load: D=0.080, S=0.1850, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.583 1 Maximum Shear Stress Ratio = 0.328 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 783.84 psi fv:Actual = 67.80 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.000ft Location of maximum on span = 7.494 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio= 2586 Max Upward Transient Deflection -0.021 in Ratio= 1550 Max Downward Total Deflection 0.053 in Ratio= 1805 Max Upward Total Deflection -0.029 in Ratio= 1082 Maximum_Forces&Stresses for Load Combinations _ _ _ _ ___ Load Combination Max Stress Ratios _Moment Values Shear Values__ Segment Length Span# M V Cd C FN C i C r C m C t C L M fb Pb V- ft - Pv +p+}{ -- -------- -------- ------ -- - ------- - 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.026 0.078 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1053.00 0.21 12.58 162.00 Length=8.0 ft 2 0.225 0.126 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1053.00 0.35 20,47 162.00 Length=8.0 ft 3 0.225 0.126 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1053.00 0.35 20.47 162.00 Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project 1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com Bir Dean P.Zarosinski PE___ [Wood Seam - - - - _ _ ------ - ----Oils=C:MWORK-112016PR-1W0162-3WD165-•1.EC6 ENERC41C,INC.1983-2015,Build:6.15.10.6,Ver.6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,'Inc. Description: 2 Span roof beam Load Combination Max Stress___Ratios _ _ Moment Values _ _ _ Shear Values _ Segment Length Span# M V Cd C FN C i C r C m C t C L M fb Pb V fv Pv Length=1.330 ft 4 0.026 0.126 0.90 1.300 1.00 1.00 1.00---1.00 1.00 0.07 27.6-9--1-05.100---6:06 20.47 162.00 +0+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.024 0.070 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1170.00 0.21 12.58 180.00 Length=8.0 ft 2 0.202 0.114 1,00 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1170.00 0.35 20.47 180.00 Length=8.0 ft 3 0.202 0.114 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1170.00 0.35 20.47 180.00 Length=1.330 ft 4 0.024 0.114 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1170.00 0.06 20.47 180.00 +0+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.019 0.056 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1462.50 0.21 12.58 225,00 Length=8.0 ft 2 0.162 0.091 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1462.50 0.35 20.47 225.00 Length=8.0 ft 3 0.162 0.091 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1462.50 0.35 20.47 225.00 Length=1.330 ft 4 0.019 0.091 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1462.50 0.06 20.47 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.068 0.201 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.23 91.73 1345.50 0.70 41.66 207.00 Length=8.0 ft 2 0.583 0.328 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.00 783.84 1345.50 1,15 67.80 207.00 Length=8.0 ft 3 0.583 0.328 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.00 783.84 1345.50 1.15 67.80 207.00 Length=1.330 ft 4 0.068 0.328 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.23 91.73 1345.50 0.20 67.80 207.00 +0+0,750Lr+0.750L+1-1 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.019 0.056 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1462.50 0.21 12.58 225.00 Length=8.0 ft 2 0.162 0.091 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1462.50 0.35 20.47 225.00 Length=8.0 ft 3 0.162 0.091 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1462.50 0.35 20.47 225.00 Length=1.330 ft 4 0.019 0.091 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1462.50 0.06 20.47 225.00 +0+0.750L+0.750S+H 1,300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.056 0.166 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.19 75.72 1345.50 0.58 34.39 207.00 Length=8.0 ft 2 0.481 0.270 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.65 647.04 1345.50 0.95 55.96 207.00 Length=8.0 ft 3 0.481 0.270 1,15 1.300 1.00 1.00 1.00 1.00 1.00 1.65 647.04 1345,50 0.95 55.96 207.00 Length=1.330 ft 4 0.056 0.270 1.15 1.300 1.00 1.00 1.00 1.00 1,00 0.19 75.72 1345.50 0.16 55.96 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.015 0.044 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1872.00 0.21 12.58 288.00 Length=8.0 ft 2 0.126 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1872.00 0.35 20.47 288.00 Length=8.0 ft 3 0.126 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1872,00 0.35 20.47 288.00 Length=1.330 ft 4 0.015 0.071 1,60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1872.00 0.06 20.47 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.015 0.044 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1872,00 0.21 12.58 288.00 Length=8.0 ft 2 0.126 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1872.00 0.35 20.47 288.00 Length=8.0 ft 3 0.126 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1872.00 0.35 20.47 288.00 Length=1.330 ft 4 0.015 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27,69 1872.00 0.06 20.47 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.015 0.044 1.60 1.300 1.00 1.00 1,00 1.00 1.00 0.07 27.69 1872.00 0.21 12.58 288.00 Length=8.0 ft 2 0.126 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1872.00 0,35 20.47 288.00 Length=8.0 ft 3 0.126 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.60 236.63 1872.00 0.35 20.47 288.00 Length=1.330 ft 4 0.015 0.071 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 27.69 1872.00 0.06 20.47 288.00 +0+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.040 0.119 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 75.72 1872.00 0.58 34.39 288.00 Length=8.0 ft 2 0.346 0.194 1,60 1.300 1.00 1.00 1.00 1.00 1.00 1.65 647,04 1872.00 0.95 55.96 288.00 Length=8.0 ft 3 0.346 0.194 1.60 1.300 1.00 1.00 1.00 1.00 1,00 1,65 647.04 1872.00 0.95 55.96 288.00 Length=1.330 ft 4 0.040 0.194 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 75.72 1872.00 0.16 55.96 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.040 0.119 1.60 1.300 1.00 1.00 1,00 1.00 1.00 0.19 75.72 1872,00 0.58 34.39 288.00 Length=8.0 ft 2 0.346 0.194 1.60 1.300 1.00 1.00 1,00 1.00 1.00 1.65 647.04 1872.00 0.95 55.96 288.00 Length=8.0 ft 3 0.346 0.194 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.65 647.04 1872.00 0.95 55.96 288.00 Length=1.330 ft 4 0.040 0.194 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 75.72 1872,00 0.16 55.96 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.009 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 16.62 1872.00 0.13 7.55 288.00 Length=8.0 ft 2 0.076 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 141.98 1872.00 0.21 12.28 288.00 Length=8.0 ft 3 0.076 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 141.98 1872.00 0.21 12.28 288.00 Length=1.330 ft 4 0.009 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 16.62 1872.00 0.04 12.28 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.009 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 16.62 1872.00 0.13 7.55 288.00 Length=8.0 ft 2 0.076 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 141.98 1872.00 0.21 12.28 288.00 Length=8.0 ft 3 0.076 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.36 141.98 1872.00 0.21 12.28 288.00 Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com By Dean P.Zarosinski PE Wood Beam File=C:AAWORK-112016PR-11140162--1140165--1.EC6 ENERCALC,INC.1983-2015,Budd:6.15.10.6,Ver6.16.2.28 Lic.# KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 2 Span roof beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 C r C m C t C L M fb Pb V fv F'v Length=1.330 ft 4 0.009 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 16.62 1872.00 0.04 12.28 288.00 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span ------------1 _-----0.0000 0.000 -----+0+841 -- ----------------0.0295 0.000 40+841 2 0.0532 3.443 0.0000 0.000 40+8+1 3 0.0520 4.658 0.0000 0.000 4 0.0000 4.658 40+54 -0.0295 1.330 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum _ - 1.191 2.562 1.11 - -- ---- - ------ Overall MINimum 0.216 0.464 0.216 404H 0.360 0.773 0.360 404.41 0.360 0.773 0.360 4D+Lr+H 0.360 0.773 0.360 40+8+1 1.191 2.562 1.191 4040,750Lr40.750L+1 0.360 0.773 0.360 40+0.750L40.750S41 0.983 2.115 0.983 +040.60W+H 0.360 0.773 0.360 4090.70E+1 0.360 0,773 0.360 +D+0.750Lr40.750L40.450W4l 0.360 0.773 0.360 +0+0.750L40.750S40,450W41 0.983 2.115 0.983 4040.750L40.750S40.5250E4H 0.983 2.115 0.983 +0.60D+0.60W40.60H 0.216 0.464 0.216 +0.60D40.70E+0.60H 0.216 0.464 0.216 D Only 0.360 0.773 0.360 Lr Only L Only S Only 0.832 1.789 0.832 W Only E Only H Only Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 . 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project1D: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 Email:dpzski@hotmail.com BYDean P.Zarosinski PE Wood Beam File=C:W(WORK-112016PR--11N0162•-3\N0165--1.EC6 ENERCAI.C,INC.1983-2015,Build:6.15.10.6,Ver.6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design, Inc. Description: roof beam 1 span Note deflection limits in calm are reduced to account for upward deflection on the beam overhangs. The main span deflection<360 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 --/SOT 05.6-409 Material Properties Analysis Method: Allowable Stress Design - - Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx I,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.10995)L(0.22199) D(0.08)S(0.185) D(0.10995)L(0.2199) + ii . ii ++ L 3.125x10.5 3.125x10.5 3.125x10.5 Span=1.330 ft Span=16.0 ft Span=1.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0150, L=0.030 ksf, Tributary Width=7.330 ft Load for Span Number 2 Uniform Load: D=0.080, S=0.1850, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.0150, L=0.030 ksf, Tributary Width=7,330 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.635 1 Maximum Shear Stress Ratio = 0.286 : 1 Section used for this span 3.125x10.5 Section used for this span 3.1 25x1 0.5 fb:Actual = 1,751.70psi fv:Actual = 87.14 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.933ft Location of maximum on span = 1.330 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.510 in Ratio= 376 Max Upward Transient Deflection -0.134 in Ratio= 238 Max Downward Total Deflection 0.720 in Ratio= 266 Max Upward Total Deflection -0.188 in Ratio= 168 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 Fb V fv F'v -- -- -- - -- ----- - ----- ------- - +D+H 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.012 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.10 20.32 1665.00 0.58 26.31 238.50 Length=16.0 ft 2 0.238 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1,00 2.46 514.63 2160.00 0.58 26.31 238.50 Length=1.330 ft 3 0.012 0.110 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.10 20.32 1665.00 0.05 26.31 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.033 0.099 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.29 60.97 1850.00 0.58 26.31 265.00 Zarosinski Engineering and Design Project Title: Covered Deck at 7440 Sw Elmwood Tigard 97223 1400 NW 155th Circle Engineer: Dean P.Zarosinski PE Project ID: N0163-3 Vancouver,WA 98685 Project Descr: 360-513-2746 /V�✓.----- 9 Email:dpzski@hotmail.com BY DeanP.Zarosinski PE WOOL BeamFile=CAAWORK-112016PR-1W0162--31N0165--1.EC6 ENERCALC,INC.1983-2015,Buiid:6.15,1a6,Ver.6.16.2.28 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: roof beam 1 span Note deflection limits in caks are reduced to account for upward deflection on the beam overhangs. The main span deflection<360 Load Combination Max Stress Ratios _ Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Pb V fv Pv Length=16.0 ft 2 0.197 0.099 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.27 473.98 2400.00 0.58 26.31 265.00 Length=1.330 ft 3 0.033 0.099 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.29 60.97 1850.00 0.15 26.31 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.009 0.079 1.25 1.000 1,00 1.00 1.00 1.00 1.00 0.10 20.32 2312.50 0.58 26.31 331.25 Length=16.0 ft 2 0.172 0.079 1.25 1.000 1.00 1.00 1.00 1,00 1.00 2.46 514.63 3000.00 0.58 26.31 331.25 Length=1.330 ft 3 0.009 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.10 20.32 2312.50 0.05 26.31 331.25 +D+S41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.010 0.286 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.10 20.32 2127.50 1.91 87.14 304.75 Length=16.0 ft 2 0.635 0.286 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.38 1,751.70 2760.00 1,91 87.14 304.75 Length=1.330 ft 3 0.010 0.286 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.10 20.32 2127.50 0.05 87.14 304.75 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.022 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50.81 2312.50 0.58 26.31 331.25 Length=16.0 ft 2 0.161 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.32 484.14 3000.00 0.58 26.31 331.25 Length=1.330 ft 3 0.022 0.079 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50.81 2312.50 0,13 26.31 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.024 0.236 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50.81 2127.50 1.57 71.93 304.75 Length=16.0 ft 2 0.512 0.236 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.76 1,411.95 2760.00 1.57 71.93 304.75 Length=1.330 ft 3 0.024 0.236 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50,81 2127.50 0.13 71.93 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.007 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 20.32 2960.00 0.58 26.31 424.00 Length=16.0 ft 2 0.134 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.46 514.63 3840.00 0.58 26.31 424.00 Length=1.330 ft 3 0.007 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 20,32 2960.00 0.05 26.31 424.00 +0+0.70E1+1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.007 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 20.32 2960.00 0.58 26.31 424.00 Length=16.0 ft 2 0.134 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.46 514.63 3840.00 0,58 26.31 424.00 Length=1.330 ft 3 0.007 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,10 20.32 2960.00 0.05 26.31 424.00 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=1.330 ft 1 0.017 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50.81 2960.00 0.58 26.31 424.00 Length=16.0 ft 2 0.126 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.32 484.14 3840.00 0.58 26.31 424.00 Length=1.330 ft 3 0.017 0.062 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50.81 2960.00 0,13 26.31 424.00 40+0.750L+0.750S+0.450W+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.017 0.170 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50.81 2960.00 1.57 71.93 424.00 Length=16.0 ft 2 0.368 0.170 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.76 1,411.95 3840.00 1.57 71.93 424.00 Length=1.330 ft 3 0.017 0.170 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50.81 2960.00 0.13 71.93 424.00 4040.750L+0.750S+0,5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.017 0.170 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50,81 2960.00 1.57 71.93 424.00 Length=16.0 ft 2 0.368 0.170 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.76 1,411.95 3840.00 1.57 71,93 424.00 Length=1.330 ft 3 0.017 0.170 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.24 50.81 2960.00 0.13 71.93 424.00 +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=1.330 ft 1 0.004 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 12.19 2960.00 0.35 15.78 424.00 Length=16.0 ft 2 0.080 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.48 308.78 3840.00 0.35 15.78 424.00 Length=1.330 ft 3 0.004 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 12,19 2960.00 0.03 15.78 424.00 +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=1.330 ft 1 0.004 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 12.19 2960.00 0.35 15.78 424.00 Length=16.0 ft 2 0.080 0.037 1.60 1.000 1.00 1,00 1.00 1.00 1.00 1.48 308.78 3840.00 0.35 15.78 424.00 Length=1.330 ft 3 0.004 0.037 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.06 12.19 2960.00 0.03 15.78 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max. + Defl Location in Span - - - -- - 1 - -0.0000 0.000 40+5+1 --- --- - - -0.1881 0.000 +D+S+H 2 0.7198 8.067 0.0000 0.000 3 0.0000 8.067 +0+541 -0.1881 1.330 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 ------------ --- -- - --------------------------- Overall MAXimum --- - 2.266 2.266 Overall MINimum 0.292 0,292 +D+H 0.786 0.786 +D+L+H 1.079 1.079 +D+Lr+lI 0.786 0.786