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Plans (72) a E I LYVER ENGINEERING AND DESIGN 7950 SE 106th, Portland, Oregon 97266 Ph:503 705 5283 Fax 503.482.7449 TroyL@Lyver-EAD.corn WAY.Lyver-EAD.corn RECEIVED Design for; AUG 2017 ARCHADECK CITY OF TI CARD At: The Taylor Residence BUILDING DIVISION New Deck 13989 SW Hillshire Drive Tigard, Oregon 97223 These calculations are for the design and detailing of NEW deck to be constructed at an existing residence referenced above to be constructed in Tigard, OR. The information contained is for the sole use Archadeck and their agents to construct and install the new deck. All other work performed by others is outside the scope of this design. (r. 410 -EGON I )'D.LY' ' I PENEWAL:DEC,31,201.$ August 22, 2017 Lead Project #17-225 • CITY OP TIGARD REVIEWED FOR CODE COMPLIANCE Approved: \14 ] OTC: I I Permit#: m,c't ao ,-] — o033-7 Address: 1 3 9 f3 9 ; id sq,, Suite#: By: Date: R -3 0.J -7 E I LYVER ENGINEERING AND DESIGN a 7950 SE 106th, Portland, Oregon 97266 Ph: 503.705.5283 Fax:503.482.7449 TroyL@Lyver-EAD.com w v.Lyver-EAD.com General Information: The structural calculations contained herewith are for the new proposed wood framed deck addition. Scott and Cheryl Taylor 13989 SW Hilishire Drive Tigard,Oregon 97223 Code Used: 2013 1BC with 2014 Oregon Structural Specialty Code(2014 OSSC) Roof Roofing(Arch Comp) 4.0 psf Joists and Beams 4.0 psf 5/8"Ply Sheathing 2.0 psf Mechanical 1.0 psf Miscellaneous 1,0 psf TOTAL 12.0 psf Deck Decking 3.0 psf Joists and Beams 4.0 psf Miscellaneous 5.0 psf TOTAL 12.0 psf Roof Roof Snow Load 25.0 psf Deck Live 40.0 psf Hot Tub Full Water and People 110.0 psf Wind Load; 100 mph(ASD)(130mph ult)Exp B-Simplified Wind SAIILImmt Allowable Bearing-Code Mins 1500psf Allowable Passive 300 psf fy,1Nlii'CC-" 151..1 () f 4, rJ`_,,,} 0 c.4, (r Jr Y'c. •''may -/-,2.4 �_ 7 L:4\1 /0 �_ -1— ( - _ i wig. 3© F / ',-r,s ( i --. —I1 6 d ►30- - _ ___:. 3�d " l n_ .' fig ; .� . . 'X. 'Y" F, M � tfi� -...PROJECT: F s 41 y � °�, jam. 1-0 }� L --DESCRIPTION: �, 4",li °.v+ lio �; CLIENT: ("l 1(�}',..C,.-G�- JfrJ DATE ENGINEER:GINEERING ANo DESIGN JLYVER EN *. .. f• ' PROJECT NO, �� , .„.., Project Title: ,.. ., En9ineer: Project ID: YVER ENGINEERING_AND DESIGN Prolect Descr: . ..., ,-. , .. . ... ,..... ._.„,... ,_ ,._ . __.........„ .., ..., . . . Users LEAD-10ropt-3),LEADF1-1201730-1117-225-1 TAY17-228-1K8 7--'i:i. Vvi-lc::k Forces C t pi10, pi,2 ''''" ENERCALC.J,C 1483-2017.SiP3a8.17 3 20.Ver 6 17 4.3C -',;e 1:7:707; •lir.W,V,111:=2,70.ralL1177Z-MTM,J,..1...."4.1.1a,....,.;', , , . Description .. : , -- - ay...::, V:Basic Wind Speed per Sect 26.5.1 A,B or C 3,,..-,mph Roof Rise:Run Ratio Occtpancy per Table 1.5-1 All Buildings and other structures except . , -. -- those listed as Category I,Ill,and IV Exposure Category per 26.7 ,- -., , .., MRH:Mean Roof Height " ft Lambda:per Figure 28.6-1,Page 305 Effective Wind Area of Component&Cadding .'..,..i. "..:,-ft^2 Roof pitch for cladding pressure --c • .. User specified minimum design pressure :-..".psf Topographic Factor Kzt per 26.8 LHD:Least Horizontal Dimension ft a=max(0.04*LHD,3,min(0.10*LHD,0 4*MRH)) ..,.-.i. -ft max(0.04 LHD,3,min(0 10*LHD.0.4*MRH)) Zone: A = Zone L- 24.70 psf Zone B = ( 7 : ---34.4Ps-sff---- z.anC e. D = -10.00 psf Zone: E = -32.20 psf Zone. G = -22.40 psf Zone: F = -2240 psf Zone H = •- -1700 psf Zone: Eoh= -45.10 psf Zone: Gob= 35.30 pot is' ,- . . . . .,.. . ,.... :v Design Wind Pressure=Lambda'Kzt'Ps30 per Eq 30.5-1 Roof Zone 1. Positive; 12.400 psf Negative; -30.400 psf Roof Zone 2; Positive; 12.400 psf Negative; -51.000 psf !,j, t,„'T 3..'..). kit 1..•Ir Ct Roof Zone 3: Positive: 12.400 psf —e -- . 1 10/ Negative; -78.800 psf .i.," / ' : ---- ---; S f S Wall Zone 4. Positive; 30.400 psf Negative. -33.000 psf 7 Wall Zone 5: Positive; 30.400 psf LA C- .-- Of fc./ Negative. -40.700 psf ... ..,„....... Roof Overhang Zone 2: -43&00 psf Roof Overhang Zone 3. -72.100 psf (9 -------- F Project Title: Engineer: Project ID: � Ell LYVER ENGINEERING AND DESIGN Project Descr: 'x ulti'"?ttu S r} ,?i C.?e,�r�€.._ Fi!e-ct pCpxL .n17J0-'i1,225-1'ANt7.225-t.EC6 r Users lEADA pro EACFI 1 �,': ENERCALC INC 1963-2017,Build:6 17.3 29.Ver 6 17.4 30 ate.,.£ ... ,,' :r..A,,A�s�tior : ^.:...r�tk r`a;4: ;"`t,ti 2.-Ar.a'€ r;sJ .. ,�ii,i,,iia-.� ` ,':, Descri,.~. r. . New Deck Porch 12'x 15' °fid Jod Bearn xesiar! BEAM Size Calculations per NOS 2015,IBC 2016,CBC 2016,ASCE 7.10 Wood Species Wood Grade Fb-Tension 222 pa' Fc Pill psi Fv .psi Fc-Perp _psi Ft psi Emend-nd ksi Density pc{ Fb-Compr .3 psi Eminbend-xx ksi Applied Loads Design Summary Max tb/Fb Ratio = fb:Actual: Psi at W-.' Pb:Allowable: ft in .,a .: Load Comb: psi Max fv/FvRatio= :1 fv:Actual: psi at .ft w Fv:Allowable: psi 8 it zxs Load Comb Max Reactions (k) Q Max Deflections S w E H Downward L+Lr+S in Downward Total Left Support :_ Upward L+Lr+S .:in Upward Total 2 in Right Support '" Live Load Deft Ratio >360 Total Defl Ratio >180 Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size h Wood Species Wood Grade: Fb-Tension psiFc Pill `- Pb-Compr i psi Fv t psi Emend xx _ ksi Density e2 pcf psi Fc-Perp ; psi Ft psi Eminbend-xx l ksi Applied Loads Design Summary Max fb/Fb Ratio = 1 fb:Actual: — psi at .... -- - - ft m Fb:Allowable: _ "'` Load Comb: ., psi Max fv/FvRatio= fv:Actual: p :1 Fv:Allowable: psi at ft in ;: 120 R 2-1.75x,1.25 Load Comb: ,, _.F,;-psi , Max Reactions (k) D L Lr S N E 1-1 Max Deflections Downward L+Lr+S in Left Supportin Downward Total Right Support Upward L+Lr+S in Upward Total in Live Load Defl Ratio >360 Total Deft Ratio = Ears , B >180 �aLCd7 Bair Design ..; ie Basis BEAM Size: „ { Calculations per NDS 2016,IBC 2015,CBC 2016,ASCE 7-10 "y i Hc,-,-. " �' Wood Species Fb-Tension psi Fe-PMWood Grade: .Pb - -Compr _52 psi Fc-Perp psi Ft psi Emend- :2 ksi Density pcf Applied Loads psi Eminbenndd-xx .'t'ksi Design Summary Max fb/Fb Ratio = 1 fb'Actual: ; --- .psi at ft in;-',4..:;.5:-,v Fb:Allowable. -`.` _. �-_. ..-- �' �psi .c ..i Load Comb Max fv/FvRatio= fv:Actual: 1 psi at ft in w„ zo e.4x10 Fv:Allowable: - Load Comb: -:psi Max Reactions (k) Q t Lr Max Deflections Left apport S w Q 1.4 Downward L+Lr+g -`in Downward Total in Right Support Upward L+Lr+S in Upward Total Live Load Deft Ratio2>360 Total Defl Ratio S'>180 6f ._ . Project Title Engineer: Project ID: t",,t1JJ LYVER ENGINEERING AND DESIGN Project Descr . . Rfe Users'LEAD-1,Dropbox‘LEADR-1,2017.10-117-225-1 TAr17-225-1.EC6 iUiU * Simole Beam ENERCALC.INC 1983-2017,Build 5.17.3.29,Ver.6 17.4.30 Wood EseAm Design :ooe Calculations per NOS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size: i. $a•,,n Wood Species: ;' Wood Grade Fb-Tension psi Fc-PrIl - „"psi Fv • psi Ebend->o< ksi Density -s"=, pcf Fb-Compr ps. Fc-Perp -psi Ft ': psi Eminbend-xx 4.7'ksi Applied Loads Design Summary Max fb/Fb Ratio = :1 lb.Actual: psi at - .7 ft in,' • Fb:Allowable: •15 psi Load Comb: Max fv/FvRatio= :1 fv Actual- - psi at . ft in ' iron 412 FV:Allowable: "I.:psi Load Comb. ;;:•- Max Deflections Max Reactions (k) Q L Lr SW H Downward L+Lr+S : in Downward Total • in Left Support ' : Upward L+Lr+S .2. in Upward Total ...' s: in Right Support ' Live Load Deft Ratio ..' >360 Total Deft Ratio -"->180 . . Project Title: . .. En?inset: Project ID: ,," LYVER ENGINEERING AND DESIGN Proect Descr: ;„r,„....,..,;,. File.c,UsersLEAD-1Tropbox.LEADF1-12017J0-1,17-225-1TAY,17.225-1.ECA Wood C 0in n ENERCALC,NC 13832017,Buttd.6 17 3 29.Ver617 4.3C IIN. 321=:P''M''..7.-i: ,•:TtIZA,N,‘ Description: -,•---: -:- Coda Pr2i,.?,ir" ,iti Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 Anaysis Method: ;22= ,.--,,-.,i...,._,,:'..., ,,:- Wood Section Name End Fixities --::iirie ." Wood GradingiMan.if. Overall Column Height " ft Wood Member Type S3, Exact Width Et..50 in Allow Stress Modification Factors Wood Species ',r-- - t Exact Depth 5.... .1 in Cf or Cv for Bending L' Wood Grade ',c:2 Area r4 4 2 inA2 Cf or Cv for Compression 1. Fb+ 2-.,2 psi Fvt'.-.0 psi lx 2.00 0 MM Cf or Cv for Tension Fb- psi Ft :-,l2 psi y -'0 -_'.-2.2 inNI Cm,Wet Use Factor " 2 Fc-PrIl '-.''.:psi Density 22,r.'"0 pcf Cl'Temperature Factor 2 Fc-Perp i:2:- 5I Cfu:Flat Use Factor E:Modulus of Elasticity .. x-x Bending y-y Bending Axial Kf:Built-up columns 0: Basic ,i2t j:',-: ' ksi Use Cr:Repetitive? Minimum 4-7 „:7... Brace condition for deflection(buckling)along columns: X-X(width)axis: ' - -- - - = '- ' • Y-Y(depth)axis: C.- - ,nopn ::,..c.--..,:;,-; Sei-,,ice PDCTS Ontere..11 oaa Fax::0,-c.v..ice acp!,ec.:fc-Ca.::....Cat,Ocs AXIAL LOADS... . BENDING LOADS.,. '.2; '''.:-_--.,-,,-, '. 1 '.,-.:•--.-c‘.[z-, .",.-="...=.',-_.' Di:S1(.3N 3 L1A R'y Bending&Shear Check Results •."-: Max.Axial+Bending Stress Ratio= 0.784.7.1 Maximum SERVICE Lateral Load Reactions.. Load Combination -7 .. -.._. Top along Y-Y 2,0. k Bottom along Y-Y ' 22C k Governing NDS Forumla Co;-::. -0' 22S7:::,:, 7).,.-1-'3 Top along X-X 7 '2 k Bottom along X-X Location of max.above base -..;ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along sicY 2 F' in at -L_ ft above base Applied Axial 2 ':2:7-,-;k for load combination: Applied Mx ..10 k-ft Applied My c ...,k-ft Along X-X -0 in at 2 ft above base Fc:Allowable :BC "5,-F...Psi for load combination Other Factors used to calculate allowable stresses... - Maximum Shear Stress Ratio= 0.0297-'2f;: Bending Compression Tension Load Combination -,. -. Location of maxabove base 0-0 32 ft Applied Design Shear C.7; psi Allowable Shear 24 2.'Psi Load;77,crb.d.at:t-,d Rsolts Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C0 Cp Stress Ratio Status Location Stress Ratio Status Location .-2,-; ;' 2; " s 7 '- ;':ft 2: ,'-.) ',' - 7.C:0 ft :., 087 SIC ;77, - - '77. ft :7; ''',-t -tt ft 0-2":::, Oft S.r....2,7)': ' '',232 ft r.': Project Title: .... .E , , .. ,„..„ .. ._`, .,.. ... Enqineer Proiect ID: LYVER ENGINEERING AND DESIGN Project Descr. :,'..44:.:1'--r';??,?,:''''irrk:J . ::::•.:: :, -. :::-:,:---, -..,_ _ , ir:., „ „D.. We:r,r,r rrilserslEAD-1,0n3pboxlEADF1-1.2017J0-1\17.225-1.7;0117.225-1 Etia j '3410'3c,i Ccrf!N ENERCALC,INC 1983-2,317.Budd 6 17 3 23,Ver6 17 4.30 a3,3NAMT:=73iircir:r-K.Lry 03.,,,,c, ; -.WWX,Tr?.i,'3.:irr' rri`r-i Q-„Vre,°13er4w;.* Description: ',-•' •---: ' are rrs...e,cr 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 CD Top D Only 0.596 40+S 1716 40+0.750S 1436 +0+0.60W 0.216 0.596 2.160 .0.0.450W 0.162 0.596 1.620 +040.750S+0.450W 0.162 1.436 1.620 40.60040.60W 0.216 0.358 2.160 .0.600 0.358 S Only 1.120 W Only 0.360 3600 f,izxr:',1..n•,:'-e'le.,.1,.,-:-.,C..r L"...`e0'0,,,..:') 'rrat'r:-::: 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 40+6 00000 in 0.000 ft 0.000 in 0.000 ft +040.7505 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.60W 0.0000 in 0 000 ft 1.249 in 10.000 ft +0+0 450W 0.0000 in 0.000 ft 0.937 in 10.000 ft +040.750S+0.450W 0.0000 in 0.000 ft 0.937 in 10.000 ft +0.600+0.60W 0.0000 in 0.000 ft 1.249 in 10.000 ft +0.600 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 W Only 0.0000 in 0.000 ft 2.060 in 9.933 ft SkEr,,;:',frr'r3, • - = S 0 ci ii Z .2, 1 - 650,,, - i n 1 4 --- „,la y v R ENGINEERING AND DESIGN Project Title En9ineer: ,r),, Projec)L,.Scr Project ID: w,,,, L E File.c Iisers,LEAD-1'DropboxlEADF1-1\207J0-117-225-ITAY,17-2`45-1 t,.,R ., ENERCALC,NC.183-20!)Buld 3 17 3 2i,Ver.6.174M i ffe7a7CE".717=-.!°.PA.4 g,';'0'.=b;,:;.:.;,?!'''!:"-'''':,k,;z,flit'VtllEn<lrig,:45?47:4ZKWi'tgEE.M=irrZrif:77ZTL,TTEIMTZITV:A Description • Calculations per IBC 2015 1807.3,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 Pole Footing Footing Shape Pole Footing Diameter ,in Allow Passive .. -pcf Max Passive ,- psf Controlling Values Gove.ming Load Combination: -,-.D.-0.60W4t Lateral Load Moment 1 k-ft Pressures at 1/3 Depth ' • ,t Actual -2:-...-G.---3 Psi ,.,. Allowable 2:,.:,,”,psf 4.. 4 Minimum Required Depth '. "7: ft Foot ng Base Area T':"ft'2 Max mum Soil Pressure .— ksf Lateral Concentrated Load (k) Lateral Distributed Loads (k1f) Vertical Load (k) 0:Dead Load k IA It Lr:Roof Live k loft k L:Live k toft k S:Snow k kift W•Wind _ .-k k/ft k E:Earthquake k kilt k H:Lateral Earth k kfft k Load distance above TOP of Load above ground surface ground surface ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces gg Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments•(ft-k) Depth-(ft) Actual-(psf) Allow-fest) Factor , .. , , ... Project Title En9ineer: Project ID: LYVER ENGINEERING AN DESIGN Pr°1ecwescr: File=c'Users,LEAD-VOroptzx LEADF1-1,2017J0-107.225-1 TAY 17-225-1 EC6 f; Pole Footing Embedded ',TIScli . ENERCALC,INC 1483-2017,Buk 6.17 3 25,Ver6.17 4.30 $ Ce5",„:=1.2IMET:1:1'.',,-'.41-°'!°'!''t.'"\-P-4.00tA,A.,:foe;A:''''gt:t,,i'gitkl:49-0 77.$,,, ,R):::,F•,,41,4' ,-.7".,- : ilMETF3-2=.171:MEMMITTA Description: " ' •=_". :" ...,, • - 0--:,,, ie- — _ _ I— bc-t- .. 3ors� L INA,k iZ -0 ` • d J' J t cfr ---- ------ ---- ' 1 l (' ------------- -- , e lb Lic- J 1a k . f . v .0.,-1-..',4u/T.' .. _ PROJECT: -- OAIliT,T� gw' DESCRIPTION: gag °, o i NS ,bj CLIENT: IpIi:k LVER ENGINEERING ,SND N.--DESIGN � /iU P L:= _C, PROJECT NO. SHEET Project Title > �) , Project Descr. Project ID: LYVER ENGINEERING AND DESIGN File=: ?YiL§P i Simple Beam± `.Users'LEAD-110ropboxLEADFi-1',.2017.10 -1TRY417.225-1ECh ENERCALC INC 1983-2017,Build-6.17,3,29,Ver.6 17 4 30 ii 2 7,7.� sN»_a:,�„.�" ..Z,Nt:`,,a mg:in�,E„w, ,ra'✓,sa*b,...'v",4eta :4 Z11�V.,d7d,»� ? ,`'asoma Cescr'i r n , : New Deck Framing with Hot Tub $nrc4:ud .,.;ain D st - s .;:.a 'ES _.. .. _. .. _.. . _. . Calculations per NDS 2015,IBC 2016,CBC 2016,ASCE 7-10 BEAM Size: 2x ., as . , Fv;1; Wood Species: Wood Grade Fb-Tension5_psi Fc-Pril psi Fv psi Ebend-xx ksi Density __<pcf Fb-Compr :.CC pa Fc-Perp c psi Ft ''_.,,.•..psi Eminbend-xx -'u ksi Applied Loads Design Summary Max fb/Fb Ratio 1 Actual: 3. :,Psi at ._G ft in .. =,, < -_ — � _ , Fb:Allowable: _.25 psi Load Comb: .-5)--'. ..: Max fv/FvRatio= :1 fv:Actual: _ ..,psi at oft in ' =: 12.0 ft,2x10 Fv:Allowable: 'psi Load Comb: -! Max Deflections Max Reactions (k) P L Sr 5 W 5 H Downward L+Lr+S in Downward Total ;G in Left Support - Upward L+Lr+S ..�in Upward Total in Right Support ." Live Load Deft Ratio 2,37 >360 Total Defl Ratio 'S. >180 Wood Beam sm r esio 3'' _... _...._. ..... _. _.. ........ ... ........ Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size: 4.,:l 0,Sawn,. F 'l Utrv_.6 Wood Species: �s _ - Wood Grade: Fb-Tension 5C psi Fc-Pill : psi Fv psi Ebend-xx -I ksi Density _215 pcf Fb-Compr 2522 psi Fc-Perp :-psi Ft c:psi Eminbend-xx ksi Applied Loads Design Summary - -.-. Max fb/Fb Ratio = .1 . , _---_.. fb:Actual: ;psi at - ft in_ s Fb:Allowable: psi Load Comb: -'L Max fv/FvRatio= :1 fv:Actual: 2 psi at C.,:.C ft in Fv:Allowable: _psi 13.0ft,4x10 Load Comb: .-I-+ Max Deflections Max Reactions (k) P L kr 8 w E H Downward L+Lr+S c 0',v in Downward Total -r, in Left Support i; Upward L+Lr+S L::in Upward Total =in Right Support Live Load Deft Ratio :5>360 Total Defl Ratio >180 Wood Beame gr, _s:�a' i':;,,,-: Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size: 251v Sawn, F.i{l, F 2i4aC Wood Species: Wood Grade Fb-Tension ''..-'.2.C.psi Fc-PrIl psi Fe a psi Ebend-xx 0 ksi Density ,' pcf Fb-Compr ,'.:'_'C psi Fc-Perp ✓33 psi Ft 2c psi Eminbend-xx ''.f.ksi Applied Loads Design Summary Max fb/Fb Ratio = a`1 fb:Actual: psi at .,. .4 ft in _ N Fb:Allowable; 25 psi Load Comb Max fv/FvRatio= :1 fv:Actual: ' 2 psi at :1-.,ft in . Fv:Allowable: psi 8.0n.2-2x10 Load Comb: Max Deflections Max Reactions (k) D 1. Lr 8 W € H Downward L+Lr+S .-.:7.;in Downward Total - in Left Support ,..,', Upward L+Lr+S _`< in Upward Total iii in Right Support _ Live Load Deft Ratio .'. >360 Total Deft Ratio _>180 0\1 Project Title: Engineer: Project ID: Project Descr: LYVER ENGINEERING AND DESIGN .l }IF sf'cxfYt Fie c 0sersLAD- 1\2017J01\2017J0-t 7225 ITAr17-225 TECO ENERCALC,INC 1983-2017,Build a 17 3 29 Vera 114 30 ENEZDITT O.:';..%A;.€r;: .. �.*T";,.. "r,ya,.r1 , i a, tea., WN� ,-err r _. .... _ _... .._... Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7.10 BEAM Size: c;n Wood Species: _ Wood Grade: Fb-Tension psi Fc-Prll ;psi Fv 7 psi Ebend-xx ksi Density _ pct Fb-Compr psi Fc-Perp r _psi Ft psi Eminbend-xx ksi Applied Loads Design Summary Max fb/Fb Ratio = r = fb:Actual: psi tat - ft in Fb:Allowable: _ psi Load Comb Max fv/FvRatio= :1 fv Actual: psi at .; ft in Fv:Allowable: psi B.0 ft 5x12 Load Comb: Max Deflections Max Reactions (k) D !: Lr S W E H Downward L+Lr+S 5 in Downward Total in Left Support Upward L+Lr+S in Upward Total ] in Right Support Live Load Deft Ratio 2 >360 Total Deft Ratio -- >180 1 � 11° 'a HC41,H �3 t).3 7c 3 I, ----- , Li...L.*, _____j ____________ F , , j it ,,,, -ig , f fL G Ns I Ja$ A — ✓, i 31 el E t 1 AP'—' 1 ,I.V- c, [I -__.;.,I N.-4')v''.?- k41,1 N. V \ Tr Pgic, ,,,,,,,_ it5 ' \ 8 1 PTO ail 1/4._D Ai C.1 P.+12_60‘. 37 67 JY(LUt > ` C`s' ,). CITY OF TIGARD W , Approved by Planning Date: 7 i Initials: ______5j42____