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Plans ... Approved p , shall be on job site. LIABILITY q ift.. tp The City of Tigard and its V employees shall not be 0 ili .. .., ( , responsible for discrepancies which may appear herein. tti -to Nil -0 f J t$0 , r__1, •kt --1 $ 5, VALIDITY OF PERMI 4- ...c. THE ISSUANCE OF A PERMIT 11-1 un c 1 ' BASED ON CONSTRUCTION — DOCUMENTS AND OTHER It *.e. DATA SHALL NOT PREVENT V_ VI_ THE CODE OFFICIAL FROM o ill REQUIRING THE CORRECTION - r OF ERRORS.ORSC 105.4 r OFFICE COPY -1 ,4 4-- 0 (II ) se'l i C ETY OF TIGARD ' VIEWED FOR ODE COMPLIANCE pproved: I \Ifive. t., i xv •TC: [ I Ii., A...—it crrnit#: SNAST'lCitO ddress: cr516 clv) 6 k--b,sce_ C..12-4" - ia: • v lite #: I B : Aii\-- Date: C3/1 (1171 . V 4.- Icy c ..4741 74: 2) 'V 64 efi pi 1411‘ (T) " • - . CD tri ..0 ...n,. I, v . '54 , tca C 0 411111 N) 2 0 -7-3 0 V.; / 0-n 0-I c.ri ''''0 r.) ,e...• c75> ' --••• VI z 0 .> wawa WD Y Structural • Civil Engineers howl STRUCTURAL CALCULATIONS FOR RECEIVED ELLIS DECK— FULL LATERAL AND GRAVITY AUG 4 'an CITY OF TIGARD 9515 SW ELROSE ST BUILDING DIVISION TIGARD, OR 97224 JULY 30, 2021 o° PR04% � � alNfi�9s _ , tie 6 845P ) L" 09 Z00, Q O/ A. \N [EXPIRES: O6/307X DESIGN PARAMETERS: ASCE 7-16,OSCC 2019,ORSC 2017 ROOF LOADS (E)ROOF DEAD LOAD 8 psf Top Chord/4 psf Bottom Chord/8 psf Overframing CANOPY DEAD LOAD 7 psf Top Chord/ 10 psf Bottom Chord SNOW LOAD 25 psf Top Chord LIVE LOAD 10 psf Bottom Chord DECK LOADS DEAD LOAD 10 psf LIVE LOAD 40 psf WIND BASIC WIND SPEED 97 MPH EXPOSURE B SEISMIC OFFICE COPY DESIGN CATEGORY D SDS 0.683 CONTENTS: CANOPY CALCULATIONS Cl to C24 DECK CALCULATIONS ..DI to D38 STRUCTURAL NOTES SN-01 STRUCTURAL SKETCH SK-01 to SK-02 STRUCTURAL MARKUPS 1 to 8 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com FlW D Y Structural • Civil Engineers Job Name: Ellis Deck—Full Lateral and Gravity Job No: 21212 Sheet No: I` Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT Canopy Framing Plan Note: - For reference only - Not to scale am(' I'ila 't` I(515 5w t 05C C154€1- View c: ti 9O 4 W slAtectcW*b M 0M1L4 15tiwtto 1' i (ttx paiue GxtgrinG pray+tttx N3 sot I �_... Ma m,_ lip E TZ a rA,t~: tov t‘tq,,4 ,.. _ j " C 3 1 I tom.,picsioit.vfte,diatt, Nrit agap4e Nog 111.45$0 aY ontgiaS -.:.. w+zr tc l tit a' . — E t- Attu{,x to l,ut�4v+ 4 ' et •• Pr04hag I 40004 Tt►tttk.(• %;) i / 14` , C Ci 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph: 503.203.8111 •fx:503.203.8122•www.wdyi.com W D Y Structural • Civil Engineers Job Name: Ellis Deck—Full Lateral and Gravity Job No: 21212 Sheet No: D2, Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT 2nd Level Deck Plan Note: -For reference only -Not to scale .6 'Po3EcT 19SSIS 5tS % 5T Zap Lac'4 PLA► otE.o . 1t f 9 p tt t o tea b L SEE • t fit, OtrTr{« tsT �Ev DEeX Pit _ Pi Zxto DEC*3°Mt• r (► t4" 11 Gt101.tr PT Z4ta a(4-31. 11 _ 2.C))14f;{s y .I—. fit' "14 Rost G t(ro> 1t Coves-650c 4K ro • UuAt &p�,n e•pviatrt Pas tS ( ' wart WiAL(O`%} an AZ cent 141.,,, enit.9111•Pnrtlanrl llR Q7991 •nh 5(13 7n3 R111 •fxe 5n3 203 8122 •www wdlvi cnm riIN D Y Structural • Civil Engineers Job Name: Ellis Deck—Full Lateral and Gravity Job No: 21212 Sheet No: D3 Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT 1st Level Deck Plan Note: -For reference only -Not to scale 1-U5, Mir-LT 1 qc,S Sw E1410) T 1 ST VCt... Qet lr:- NM Vtew r1SZTb tt la p ult7.) Yvxstsos LOGO ji 01 i .. 14x4A) bio-1 tto" le t tASx xs le evArt PT 2X lc,be 3btSTS W�.cr-Tbt�Z- rti �- L.E.DGet e It.°of tLotutlet.c IV 5E.E SrAO- D TAtt_ -- r t _. L—(.1-4 ' i tr'-----„,,_„•_, \ ' PT (At.►rtPk?o is 1b Pi' (An►s rK.Afel 8e-cwee. 4x�Be.)r, F.1 FoolInc- 'Ito tfc,VE'L Per-A,- j It 1. �, _if 10t i F1 Foahn L C.0 l lrt t,,t^ D\,/ L I\ ( /1-c b , (f-- z- SA ► rs.\-ri- r , ----— ..... . .. rillwDy Structural • Civil Engineers Job Name: Ellis Deck—Full Lateral and Gravity Job No: 21212 Sheet No: V.4 Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT Deck Elevation Note: -For reference only -Not to scale EAA.X› ?f-a .T 19S15 5W Et EqUnt sf ►cv 4 2-1, 1ua10- ot~ -S E vAfi vie(?) f----Po+1Tb Co4Q1-AiPsie zrs\kvk-De-kc- Pnc4st•n Rhttr •_ çD s Rattans DEsA1�- I t'A-uFeT 314 gokiLteiG- el Y7 ixiu Rt�n 313%%- IL__-----ConTtnNa,1 Pi bxtrlHR&?b')r Luttltwt gVele' fit.+fit A$a ji `-7 / 310'RAtunt• Ai0 S u P['bxto $rGpe•l slut 14t> k 'J y' , ‘ /74______,..1 : ,/ ...,5 /:::,/ rixr________ // fl, , , . .v,...,e pQ-D\---k\-- -- aen•1 c1111 DeAnttc.i.,n_I-lillorlalu I-h,u ciuta 91f •Pnrtlanrl (lP Q7791 •nhy 0n3 9nl 0111 •he 503 903 8122•www.wdvi.com FlW D Y Structural • Civil Engineers Job Name: Ellis Deck-Full Lateral and Gravity Job No: 21212 Sheet No: ps Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT Deck Elevation Note: -For reference only -Not to scale Et.uS qRo, 11515 SW eL(ro,C.ST (-O leg.. .txtlp\,'lc►,1 VtE},/ r �4` l 1loaQ Ist... 't s — .sec..wmorvtA44.h6) -- — SEA. I TRAM e GutUkr,Dertu_ ��.-(.onTtnwow) VA,er ma,.Pti�T' r co u:. 1...t6 LEoc,_DiEtr- 1 4- ✓ > l.to I tit, ) ?e, 1 ' s- . 1 t'f LEVeL b ' t f_f_j":71 1 041,41E. . rootOG PEP Puled -.,„__.._s_- ,,:u..`t.i,.u,.,., ..,,u„01n.o„.fi.,..a no o7m .r,F,• cn' 7n4 51111 •fv 5n3 9f13 R179 .www wdvi corn nWDY Structural • Civil Engineers Job Name: Ellis Deck—Full Lateral and Gravity Job No: 21212 Sheet No: Iya Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT � .n ' ? . . . -_ Lela -- o Pam_ 1 itedit4, L., = 11,0r4( 1 (-rek..7. R3oL5 , pcfs�_ Z.©i1-) 1i 1 1 rX- Toe 'CI . - 3 *1 SSE Dq' j : >F St. - rt. !` pg4 i . 1 I . 1 1 I II I 1 i , ! t I ti i RA.11 CIA/Roavortnn_I-lillcrtalo Hwv mite 210•Portland OR s7221 •oh: 503.203.8111 •fx: 503.203.8122 •www.wdvi.com ' i _ ( - !Job Reference(op0onai�__.._- Builders FirstSourco(Beaverton,OR). Beaverton,OR-97005, -- - 8.240 s Mar 8 2020 Wok Industries,Inc. Tue Sep 8 12:44:25 2020 Tifigi'1 , ID:M3a5MRTOpxX$sj?B5wY9vyfiAk-gUUH4YsrlDeB ?TzMzMrPcgNm7hoo2Dc2FSTd4yfhU4 i�'1 -2-0-0 1-10-2 1-1 12 6-2.8 10-8_4_�.-_ _AWL 12-5-0 {_.._------14.5.0 I V T i 2-0-0 1-10-2 9 4.3-12 I 4-3-12 - 1-10.2 2-0-0 Scale•126.7 IFF2 r-EF-R. :rcE. c t- y I 4x8 = 4 3x8 -: I3 -•? *--. .---"----'--- ------- -------_, .3.7:-.''''''''''''-',.,,,_ ,,,. f 2 ,.,,"'ter' _"`.-•-,-'-'""" 2x4 it 2x4 II -�"`"'-- 8 y �v ,-- 2.50 12 1 3u8 = � 1-10-2 i•1Q712 8.2-8 10-64 1 14 12-5-0 1-10-2- Fo=6t9 4-3.12 i 4-3-12 t=10:2 _____I LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (ioc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.09 8-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.38 Vert(CT) -0.19 8-15 >776 180 TCOL 7.0 Rep Stress!nor YES WE) 0.31 Horz(CT) 0.08 6 nla ri/a BCLL 0.0 ( Code 1BC2018/TPl2014 Matrix-AS Weight:46 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&8tr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 OF Std G OTHERS 2x4 OF Std G REACTIONS. (size) 2=0-5-8,6=0-5-8 Max Horz 2=44(LC 12) Max Uplift 2=-82(LC 12),6=82(LC 13) Max Gray 2=774(LC 19),6=774(LC 20) FORCES. (lb)•Max.Comp./Max.Ten.-At forces 250(lb)or less except when shown. TOP CHORD 2-4=-1523/280,4-6=-1523f280 BOT CHORD 2-8-168/1382,6-6=-168/1382 WEBS 4-8=101692 NOTES- 1)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;Gable Roof;Common Truss;MWFRS(envelope)gable end zone and C-C Exterior(2E)-2-0.0 to 0-10-12,Interior(1)0-10-12 to 3-2-8, Exterior(2R)3-2-8 to 9-2-8,Interior(1)9-2-8 to 11-5-0,Exterior(2E)11-5-0 to 14-5-0 zone;cantilever left and right exposed;end vertidal left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-16;Pf=25.0 psi(Lum DOL=1.15 Plate DOL=1.15);is=1.0;Rough Cat B;Fully Exp.;Ce=0.9;Cs=1.00;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs • non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10) Bearing at joint(s)2,6 considers parallel to grain value using ANSiITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at jcint(s)2,6. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2'gypsum sheetrock be applied directly to the bottom chord. va. .F..?ra.,t..... :.,.,i'-' ., ,.-_....-,.d s' 01 .,1APPO ' ," "' "` V.4 ', t ,,.1" i.1,. a . 'f Z I.0,,�,' , s,�; w ., itAWARNN.1•V'lr dastgrr parameters and READ NOTES rat This AND INCLUDED FAITHS REFERENCE PAGE Ma-Is id toy 5i 191202d DE FORE I.Ni { Design valid for use only with MiTel l connectors This design is based only upon parameters shorn,and is for an individual building component,not I ; a truss system.Before use,the building des goer must verity the applicability d design parameters and property In.urporate this design into the overall 1 building design8racfng Indicated is to prevent balding d Individual truss web and/or chord members only Additional temporary and permanent bnackrg a' .s , is always required for stability and to prevent collapse with possible personal irqury and properly damage For general guidance repenting the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYwwff Quality Cifreda.056-89 and BCSM Buf5Nrnp Cunpanavrt 250 Krug Circle Safety lnfsrnasuan avatlable from Truss Plate institute,2670 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 92880 flW D Y Structural • Civil Engineers Job Name: Ellis Deck—Full Lateral and Gravity Job No: 21212 Sheet No: te Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT FZ-aMs 14C, hp.4L. szS,_ ate_ (Farce, 1tECte- _- -si .(zn ) 4, v 4 4 4 `-`. 1....U7:- 11.0e5 2:16- TC I(o" p il tom" Zxto wr IV 0.e, Ok (sEE r ,_ Die ) ws it° -f N<,E.4 ?t, LEDa,ez. ciz ( F-.E.- D`I ; - ) a^k if_vE� tERM (2,131 ) IX- toes v W v c -r- 40 ?SC _ s'/z- x 'Viz- C-r145 cam. CSE E 1>1%-W2- ) 06E. FF JC 6 (0 Mdam-` N6,> To ?'csT ( c....e...D.11,—....) 6443 SW Beaverton-Hillsdale Hwv.suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com COMPANY PROJECT i Woodworks® WDY, Inc Portland, OR SOFTWARE FOR WOOD DESIGN July 30, 2021 14:24 J1.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Deck DL Dead Full Area 10. 00 (16.0") psf Deck LL Live Full Area 40.00 (16.0") psf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : i 14' 0' 13.536' Unfactored: Dead 96 91 Live 382 364 Factored: Total 478 456 Bearing: Capacity Joist 1791 488 Support 2842 980 Des ratio Joist 0.27 0. 93 Support 0.17 0. 46 Load comb #2 #2 Length 5.50 1.50 Min req'd 1.47 1. 40 Cb 1.00 - Cb min 1.00 1.00 Cb support 1.00 - Fcp sup 650 - Lumber-soft, Hem-Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: 1 - Glulam-Unbalan. Beam, West Species 24F-V4 DF; 2 - LU210 Hanger, F 10-10d, S 6-10dx1.5; Floor joist spaced at 16.0"c/c; Total length: 14.0'; Clear span: 13.417'; Volume = 1.3 cu.ft. Wet service; Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 43 Fv' = 116 psi fv/Fv' = 0. 37 Bending(+) fb = 857 Fb' = 860 psi fb/Fb' = 1. 00 Dead Defl'n 0.09 = < L/999 Live Defl'n 0.37 = L/443 0.45 = L/360 in 0. 81 Total Defl'n 0.46 = L/354 0. 68 = L/240 in 0. 68 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Jl.wwb WoodWorks®Sizer 2019(Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0. 90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 0. 90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+) : LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing : Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 451, V design = 396 lbs; M(+) = 1527 lbs-ft EI = 128.61e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Factored hanger resistances may be different than those published in the current Wood Construction Connectors catalogue. The values listed are for specific configurations,whereas Sizer adjusts these for different connection geometries and fasteners. For further information please contact Simpson Strong-Tie at www.strongtie.com. COMPANY PROJECT nc i WoodWorks® P DI nd, OR SOFTWARE FOR WOOD DESIGN July 30, 2021 14:26 2B01.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Deck DL Dead Full Area 10. 00 (7 .00' ) psf Deck LL Live Full Area 40.00 (7 .00' ) psf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 11' r 0' 10.684' Unfactored: Dead 385 385 Live 1540 1540 Factored: Total 1925 1925 Bearing: Capacity Beam 4737 4737 Support 2305 2305 Des ratio Beam 0.41 0. 41 Support 0.84 0.84 Load comb #2 #2 Length 2.50 2.50 Min req'd 1 .21** 1.21** Cb - - Cb min 1.00 1 .00 Cb support - - Fcp sup - - **Minimum bearing length governed by the required width of the supporting member. Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x9-1/4" Supports: All - HUC610 Hanger, F 18-16d, S 8-16d Total length: 11.0'; Clear span: 10.583'; Volume = 3.9 cu.ft.; 7 laminations, 5-1/2" maximum width, Wet service; Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 232 psi fv/Fv' = 0.20 Bending(+) fb = 764 Fb' = 1920 psi fb/Fb' = 0.40 Dead Defl'n 0. 04 = < L/999 Live Defl'n 0. 15 = L/849 0.36 = L/360 in 0. 42 Total Defl'n 0. 19 = L/679 0.53 = L/240 in 0. 35 Ate WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 2B01.wwb WoodWorks®Sizer 2019(Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 0.88 1. 00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 0.80 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+) : LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing : Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1870, V design = 1582 lbs; M(+) = 4994 lbs-ft EI = 652. 94e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. Factored hanger resistances may be different than those published in the current Wood Construction Connectors catalogue. The values listed are for specific configurations, whereas Sizer adjusts these for different connection geometries and fasteners. For further information please contact Simpson Strong-Tie at www.strongtie.com. flW D Y Structural • Civil Engineers Job Name: Ellis Deck-Full Lateral and Gravity Job No: 21212 Sheet No: Dt3 Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT FRfiiritNf7 ANl sz.5 ‘1wr v 1, v LA- t. = NorsF TRz '` l b" o .. ), , , PT Z x to AT 147". d.Cps (sty,. . p 5-19 - bl tos z 1 z -E E- ._, _ __ _ Dt4 sa- H' 'ESE (iol) v 4 It 1L LL ..tin T „I., �1 'r to' "l -4e (`. .E.. tJt4 _ b1 . Cf.‘:,c; SneAPSO Pi (1 el thett4Giae (5re. OIL ) + Fc-00IZ-- STAT-C-. %.1 6f 5(s I )_ Di... -p� torte 4 ,d PT T 2x 1z CA-7 ►h" o,e. o� Dig-till)_ �� - ) bitt Ifl COMPANY PROJECT Woodworks® Y, Inc Portland,and, OR SOFIWAHE FOR WOOD DESIGN July 29, 2021 12:50 J2.wwb Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Deck DL Dead Full Area 10.00 (16.0") psf Deck LL Live Full Area 40.00 (16. 0") psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 14' _ , 0' 13.536' Unfactored: Dead 96 91 Live 382 364 Factored: Total 478 456 I Bearing: Capacity Joist 1791 488 Support 2842 980 Des ratio Joist 0.27 0. 93 Support 0. 17 0. 46 Load comb #2 #2 Length 5.50 1.50 Min req'd 1.47 1. 40 Cb 1.00 - Cb min 1.00 1. 00 Cb support 1.00 Fcp sup 650 - I Lumber-soft, Hem-Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: 1 -Glulam-Unbalan. Beam, West Species 24F-V4 DF; 2 - LU210 Hanger, F 10-10d, S 6-10dx1.5; Floor joist spaced at 16.0" c/c; Total length: 14.0'; Clear span: 13.417'; Volume = 1.3 cu.ft. Wet service; Incised; Lateral support: top=continuous, bottom = at supports; Repetitive factor: applied where I permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : ` Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 43 Fv' = 116 psi fv/Fv' = 0.37 Bending(+) fb = 857 Fb' = 860 psi fb/Fb' = 1.00 Dead Defl'n 0.09 = < L/999 Live Defl'n 0.37 = L/443 0.45 = L/360 in 0.81 Total Defl'n 0. 46 = L/354 0. 68 = L/240 in 0. 68 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN J2.wwb WoodWorks®Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0. 97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1. 100 - 1. 15 1. 00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0. 95 - 2 Emin' 0.47 million 0. 90 1.00 - - - - 1. 00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+) : LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing : Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 451, V design = 396 lbs; M(+) = 1527 lbs-ft EI = 128. 61e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. Factored hanger resistances may be different than those published in the current Wood Construction Connectors catalogue. The values listed are for specific configurations, whereas Sizer adjusts these for different connection geometries and fasteners. For further information please contact Simpson Strong-Tie at www.strongtie.com. /�/ �^ COMPANY PROJECT i Wood V V 1 ks® WDY, Inc Portland, OR SOFTWARE FOR WOOD OfSIGN July 29, 2021 12:50 1 B01.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Deck DL Dead Full Area 10.00 (7.00' ) psf Deck LL Live Full Area 40.00 (7.00' ) psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 11' 'I' 0' 10.684' Unfactored: Dead 385 385 Live 1540 1540 Factored: Total 1925 1925 Bearing: Capacity Beam 4737 4737 Support 2305 2305 Des ratio Beam 0. 41 0.41 Support 0. 84 0.84 Load comb #2 #2 Length 2.50 2.50 Min req'd 1.21** 1.21** Cb - - Cb min 1.00 1.00 Cb support - - Fcp sup - - **Minimum bearing length governed by the required width of the supporting member. Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x9-1/4" Supports: All - HUC610 Hanger, F 18-16d, S 8-16d Total length: 11.0'; Clear span: 10.583'; Volume = 3.9 cu.ft.; 7 laminations, 5-1/2" maximum width, Wet service; Lateral support: top= continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 232 psi fv/Fv' = 0.20 Bending(+) fb = 764 Fb' = 1920 psi fb/Fb' = 0. 40 Dead Defl'n 0.04 = < L/999 Live Defl'n 0. 15 = L/849 0.36 = L/360 in 0.42 Total Defl'n 0. 19 = L/679 0.53 = L/240 in 0. 35 ram._ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 1B01.wwb WoodWorks®Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 0.80 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+) : LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing : Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1870, V design = 1582 lbs; M(+) = 4994 lbs-ft EI = 652. 94e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd =actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. Factored hanger resistances may be different than those published in the current Wood Construction Connectors catalogue. The values listed are for specific configurations, whereas Sizer adjusts these for different connection geometries and fasteners. For further information please contact Simpson Strong-Tie at www.strongtie.com. DI$ ` COMPANY PROJECT� WDY, Inc 1 l l WoodWorks® Portland, OR SOFTWARE FOR WOOD DESIGN July 29, 2021 13:24 S1.wwb Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Deck DL Dead Full Area 10.00 (16.0") psf Deck LL Live Full Area 40.00 (16.0") psf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : --- 6.146' 0' 4.542' Unfactored: Dead 37 37 Live 122 122 Factored: Total 160 160 Bearing: F'theta 287 287 Capacity Joist 216 216 Des ratio Joist 0.74 0. 74 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1. 00 1.00 *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, Hem-Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Non-wood Floor joist spaced at 16.0"c/c; Total length: 6.15'; Clear span: 5.502'; Volume = 0.6 cu.ft.; Pitch: 8.44/12 Wet service; Incised; Lateral support: top=continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN S1.wwb WoodWorks®Sizer 2019 (Update 1) Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 10 Fv' = 116 psi fv/Fv' = 0. 09 Bending(+) fb = 101 Fb' = 860 psi fb/Fb' = 0. 12 Dead Defl'n 0.00 = < L/999 Live Defl'n 0.01 = < L/999 0.19 = L/360 in 0.04 Total Defl'n 0.01 = < L/999 0.28 = L/240 in 0.03 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0. 97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0. 95 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+) : LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing : Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 129, V design = 92 lbs; M(+) = 180 lbs-ft EI = 128. 61e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3. 10.3 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification(NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. rOWDY Structural • Civil Engineers Job Name: Ellis Deck—Full Lateral and Gravity Job No: 21212 Sheet No: DZ,Q Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT FEAMX-14(? AHI -Y5r5 '`. Pcor 2,FRoc1 (g. ' Sc - 2� G ,... 7_][4 j___________1N`-aN pi- svz s 9 vt-e` 6(4 Oten,. $e,,E.,.....›.2e1Z.SZK.K....) ( (-)5 . 14 Ue 6 i 0 1-4(47-4C-eF C. ( E-IE ti"7.i ) Rdd3 SW RaavPrfnn_Hillcriala Hwv suite 210•Portland.OR 97221 •oh:503.203.8111 •fx:503.203.8122•www.wdyi.com W COMPANY PROJECT i WoodWorks® Portland,cOR SOFTWARE FOR WOOD DESIGN July 30, 2021 14:25 RB01.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Canopy DL Dead Full Area 17. 00 (7.00' ; psf Canopy SL Snow Full Area 25. 00 (7.00' ) psf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : - 14.667' 0' 14.104' Unfactored: Dead 888 857 Snow 1306 1261 Factored: Total 2194 2118 Bearing: Capacity Beam 10421 4737 Support 31656 2610 Des ratio Beam 0.21 0. 45 Support 0.07 0.81 Load comb #2 #2 Length 5.50 2.50 Min req'd 1.16 1.33** Cb 1.00 - Cb min 1 .00 1. 00 Cb support - - Fc sup 1000 - **Minimum bearing length governed by the required width of the supporting member. Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x9-1/4" Supports: 1 -Timber-soft Column, D.Fir-L No.1; 2 - HUC610 Hanger, F 18-16d, S 8-16d; Total length: 14.67'; Clear span: 14'; Volume = 5.2 cu.ft.; 7 laminations, 5-1/2" maximum width, Wet service; Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 54 Fv' = 267 psi fv/Fv' = 0.20 Bending(+) fb = 1118 Fb' = 2208 psi fb/Fb' = 0.51 Dead Defl'n 0. 19 = L/868 Live Defl'n 0.29 = L/590 0.47 = L/360 in 0.61 Total Defl'n 0. 48 = L/351 0.71 = L/240 in 0. 68 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN RB01.wwb WoodWorks®Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 0.80 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+) : LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing : Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 2073, V design = 1832 lbs; M(+) = 7310 lbs-ft EI = 652.94e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7. Factored hanger resistances may be different than those published in the current Wood Construction Connectors catalogue. The values listed are for specific configurations, whereas Sizer adjusts these for different connection geometries and fasteners. For further information please contact Simpson Strong-Tie at www.strongtie.com. WD Y Structural • Civil Engineers Job Name: Ellis Deck-Full Lateral and Gravity Job No: 21212 Sheet No: p233 Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT Ths-r e Foo.12MC� _ b esz N 1 J pw corr. Ti a, opt t c 4 __u: �, ELEvA-Ts N,T_S. IX-;1.c.cL 1 3o1 PLC 38°v r-5 It plo"1 SLr 1 O z6cI tL 305 &Cot tic.. '- 3(34 jmeal LL = isLto* PT 6 x C. PO>T o(& (SEE ...�� b F sr , _, t. _ r L -, DL. + o--7s-6Lc.+-s(. : f ( * t .7s(30 4- MO(1,* ) C � i (Cogria 0(,..S) TL = ()L + L_L. 1-3-0 4 3d �_SfL4 Z4 o, - 1 n..., nu r.__.._1__ ,r.u_�_,_u.._. _.....,nen_n...a.....a no n7 1 _..ti• env onv Q444 .c� �n��nz R499.un.nu uuiv nnm MN COMPANY PROJECT ifl WoodWorks® Portland,cOR SOP YARFFORWOODDESIGN July29, 2021 13:54 C1.wwc Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End RB1 DL Dead Axial (Ecc. = 0. 92") 888 lbs RB1 SL Snow Axial (Ecc. = 0. 92") 1306 lbs 2B01 DL Dead Axial (Ecc. = 0.92") 385 lbs 2B01 LL Live Axial (Ecc. = 0. 92") 1540 lbs 1B01 DL Dead Axial (Ecc. = 0. 92") 385 lbs 1B01 LL Live Axial (Ecc. = 0. 92") 1540 lbs Self-weight Dead Axial 50 lbs Reactions (lbs): cor______,_.____ 8' / Cil cn 0' 8' Unfactored: Lateral: Dead 16 -16 Live 29 -29 Snow 12 -12 Axial: Dead 1708 1708 Live 3080 3080 Snow 1306 1306 Factored: R->L -47 Load comb #3 L->R 47 Load comb #3 #1 Timber-soft, Hem-Fir, No.2, 6x6 (5-1/2"x5-1/2") Support: Non-wood Total length: 8.0'; Volume = 1.7 cu.ft.; Post or timber Pinned base; Load face =width(b); Ke x Lb: 1.0 x 8.0 = 8.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 2 Fv' = 140 psi fv/Fv' = 0.02 Bending(+) fb = 157 Fb' = 575 psi fb/Fb' = 0.27 Axial fc = 158 Fc' = 492 psi fc/Fc' = 0.32 Combined (axial + eccentr.c moment) Eq.15.4-3 = 0.43 Axial Bearing fc = 158 Fc* = 575 psi fc/Fc* = 0.28 Dead Defl'n 0. 01 = < L/999 Live Defl'n 0.02 = < L/999 0. 80 = L/120 in 0.03 Total Defl'n 0.04 = < L/999 0.80 = L/120 in 0.05 D WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN C1.wwc WoodWorks®Sizer 2019(Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 140 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 575 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1. 00 2 Fc' 575 1.00 1.00 1.00 0.856 1.000 - - 1.00 1.00 2 E' 1. 1 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.40 million 1.00 1.00 - - - - 1.00 1.00 3 Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+) : LC #2 = D+L Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Axial : LC #2 = D+L Combined : LC #2 = D+L Fb'= 575 FcE= 1079 Pxe/S=fc(6xe/d)= 157 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V = 45 lbs; M(+) = 363 lbs-ft; P = 4788 lbs EI = 83.88e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. FlW D Y Structural • Civil Engineers Job Name: Ellis Deck-Full Lateral and Gravity Job No: 21212 Sheet No: V2-0 Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT AST f' Fc le T. sIr-4N (Cciq gaol eimr. Qo6T . 211301 zso1 tor. FYI ti3oi ,so , L s ,-. 4' . � �- > Nr) 6tEvArxot-1 r �rrs. Df1 51- izgol hl g 1 94 (2) 7,1 4 Ci-) 395` (Z) z601 Lc-= ei)tr- of k,3080 (2) Mi 0-)3S5# (()l Go)t t.c.- -- (z)l S`t -PT 6 K APosT c7 - DEcte_ 71=46_(F1) TL = DL + o,-4-5 (1 is - a o_ 7s(613a 13n�, ) (arcs- # _ Tt- 7s1- 1- LA- Zti 113 4- 6 t 3041g6,08* (c4TloL ) tz e _ z t-c, '- Lc ," DEEP -a GA A9 e\N cllife 91n.Pnhhn,i C1P 07991 •nh•503 9113.A111 •fx•503 203 8122•www.wdvi.com COMPANY PROJECT Woodworks® P DI nd, OR SOFTWARE FOR WOOD DESIGN July 30, 2021 14:27 C2.wwc Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End RB1 DL Dead Axial (Ecc. = 0.92") 888 lbs RB1 SL Snow Axial (Ecc. = 0.92") 1306 lbs 2B01 DL Dead Axial (Ecc. = 0.92") 770 lbs 2B01 LL Live Axial (Ecc. = 0.92") 3080 lbs 1801 DL Dead Axial (Ecc. = 0. 92") 770 lbs 1B01 LL Live Axial (Ecc. = 0.92") 3080 lbs Self-weight Dead Axial 50 lbs Reactions (lbs): 8' 0 m 0' 8' Unfactored: Lateral: Dead 23 -23 Live 59 -59 Snow 12 -12 Axial: Dead 2478 2478 Live 6160 6160 Snow 1306 1306 Factored: R->L -82 Load comb #2 L->R 82 Load comb #2 #1 Timber-soft, Hem-Fir, No.1, 6x6 (5-1/2"x5-1/2") Support: Non-wood Total length: 8.0'; Volume = 1.7 cu.ft.; Post or timber Pinned base; Load face =width(b); Ke x Lb: 1.0 x 8.0= 8.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 4 Fv' = 140 psi fv/Fv' = 0. 03 Bending(+) fb = 284 Fb' = 975 psi fb/Fb' = 0.29 Axial fc = 286 Fc' = 687 psi fc/Fc' = 0. 42 Combined (axial + eccentr_c moment) Eq. 15.4-3 = 0. 57 Axial Bearing fc = 286 Fc* = 850 psi fc/Fc* = 0.34 Dead Defl'n 0. 01 = < L/999 Live Defl'n 0.03 = < L/999 0. 80 = L/120 in 0.04 Total Defl'n 0.05 = < L/999 0.80 = L/120 in 0.06 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN C2.wwc WoodWorks®Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 140 1. 00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 975 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fc' 850 1.00 1.00 1.00 0.809 1.000 - - 1.00 1.00 2 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 850 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+) : LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Axial : LC #2 = D+L Combined : LC #2 = D+L Fb'= 975 FcE= 1268 Pxe/S=fc(6xe/d)= 284 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V = 82 lbs; M(+) = 657 lbs-ft; P = 8638 lbs EI = 99.13e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. . . riwely Structural • Civil Engineers Job Name: Ellis Deck-Full Lateral and Gravity Job No: 21212 Sheet No: DR Client: Creative Fences and Decks,Inc Date: Jul 2021 By: BT ,r DC' Fool inci (F1) 1 R0,a ,,,,__..,„,„ilf tiso1 IA,— 3s5 LB01 Li_ = is-wp# l rTc 6 Tu = s 544-cs-ttogt (0(af +!6'Gx I': . 4 N _184. P Fc -rzt-l(2 (C{) GsT T-t (E) c.,-)H'cA FizoisA RVAA. 3� if1 pi._-__883 1zlo1 sL = Moc,,tt use. kArw (3) ZKLi . (SE'.k b3o-•1>31 f Nam, µo2.E< S'rvix mt4v me1-r so T T (,E. - b . 1 : yv T L RAAI CIA/Raavortnn_Hillcrlala Hwy ciiita 210•Pnrfland ()R 97771 •nh•503.203-R111 •fx•503-203.8122 •www.wdvi.nom D3O COMPANY PROJECT Wood Wo r ks® WDY, Inc Portland, OR SOFTWARE FOR WOOD DESIGN July 30, 2021 09:56 C3.wwc Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: 'Load Type Distribution Location [ft] Magnitude Unit Start End Start End RB01 DL Dead Axial (Ecc. = 1.75") 888 lbs RB01 SL Snow Axial (Ecc. = 1.75") 1306 lbs Self-weight Dead Axial 30 lbs Reactions (lbs): 8' co N D 0' 8' Unfactored: Lateral: Dead 16 -16 Snow 24 -24 Axial: Dead 918 918 Snow 1306 1306 Factored: R->L -40 Load comb #2 L->R 40 Load comb #2 #1 Lumber n-ply, D.Fir-L, Stud, 2x4, 3-ply (4-112"x3-1/2") Support: Lumber-soft Sill plate, D.Fir-L No.3; Bearing length = column width (b); continuous lower support Total length: 8.0'; Volume = 0.9 cu.ft. Pinned base; Load face =width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 4 Fv' = 207 psi fv/Fv' = 0.02 Bending(+) fb = 418 Fb' = 1018 psi fb/Fb' = 0. 41 Axial fc = 141 Fc' = 475 psi fc/Fc' = 0.30 Combined (axial + eccentr:c moment) Eq. 15.4-3 = 0. 67 Axial Bearing fc = 141 Fc* = 1026 psi fc/Fc* = 0. 14 Support Bearin fcp = 141 Fcp = 625 psi fcp/Fcp = 0.23 Dead Defl'n 0.04 = < L/999 Live Defl'n 0.06 = < L/999 0.80 = L/120 in 0.08 Total Defl'n 0.12 = L/791 0.80 = L/120 in 0. 15 DS\ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN C3.wwc WoodWorks®Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 1. 15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 700 1. 15 1.00 1.00 1.000 1. 100 - 1.15 1.00 1.00 2 Fc' 850 1.15 1.00 1.00 0.463 1.050 - - 1.00 1.00 2 E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 850 1.15 1.00 1.00 - 1. 050 - - 1. 00 1.00 2 Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S Bending(+) : LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Axial : LC #2 = D+S Combined : LC #2 = D+S Fb'= 1018 FcE= 557 Pxe/S=fc(6xe/d)= 418 Support : LC #2 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V = 40 lbs; M(+) = 320 lbs-ft; P = 2224 lbs, Kf = 1.00 EI = 7.50e06 lb-in^2/ply "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Bearing: Reaction = 2224 lbs, Capacity = 9844 lbs, Lb = 4.50", Cb = 1.00 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. flW D Y Structural • Civil Engineers Job Name: Ellis Deck—Full Lateral and Gravity Job No: 21212 Sheet No: DZ, Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT . I l$°, I13o1 bL-= 3B5ir . LEv. z RfA ( G/C .1 33514 ► 1S- (ii # I-Z3 ` osS• Mze 113" x i'-3" n I B" P Fo -r 'NCB I " I I I I i I j 1 I .I I I i ... ..... 4 1 I I l 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyl.com ,. nW D Y Structural • Civil Engineers Job Name: Ellis Deck—Full Lateral and Gravity Job No: 21212 Sheet No: D33 Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT L 't` (i L- 104 f'tt-V 1O .. 5 = 0..G533 t 0 105 _. �� 3�1: coo � # �, � � 11 E r r I Vie, ,. - ,) � ,fs.' Ni -- ; - n,lOs) t aps(1� 'yrito)(o.1o5 jVz}4' 389 t V �,c.k t—tat,.._t>Vc - Ira b ,,. 9 I�g# V - _F w Vto14-c. 82Y CA-ao y Fx -- . - lo'-l` DEG Ei„�vi2,T—coP 14 ,-4,, ± i-1A _ (3Soit 0. zz'—ii") -1(I(014 x Iz`-°) +(31L.ex y'o") t I2_,zol#-`4. 0,174 V.x(C i61J •,'.. V x hx t c x Zz.'-It" ) 9T-iii Gf 39 (hart) w (? 4 1(A x t 2'-z,. g�yle- t ICI& . (Li2JP) ts,10-4t-(,.j Ix .,4T't,„ a ) (3L " (3 i 01 (.,tZ-FD) (7, . 0 ) Rdd4 C1A/Ranwarfnn_Hillcrlaln Hwy Chita 91n•Pnrfland (lR R7291 •nh•5n3 203.Rill •fx•501203_R122•www.wdvi.com 7/29/2021 U.S.Seismic Design Maps DV tili OSI-1PD Ellis Deck - Full Lateral and Gravity 9515.SW Elrose St, Tigard, OR 97224, USA Latitude, Longitude: 45.4178462, -122.774813 SW McDonald St SW McDonald St co s > ys 1,' SW Firose St ra m cD Ridgecrest - David sW Mounta`'oView Lit Werkley Homes Go 29 € Map data©2021 Date 7/29/2021,3:24:56 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Default(See Section 11.4.3) Type Value Description Ss 0.853 MCER ground motion.(for 0.2 second period) Si 0.393 MCER ground motion.(for 1.0s period) SMs 1.024 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value Sps 0.683 Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.389 MCEG peak ground acceleration FPGA 1.211 Site amplification factor at PGA PGAM 0.471 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.853 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.964 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.393 Probabilistic risk-targeted ground motion.(1.0 second) S1 UN 0.454 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. Si D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.885 Mapped value of the risk coefficient at short periods Cft1 0.866 Mapped value of the risk coefficient at a period of 1 s 1 httne•lleaiemirmane nrn W D Y Structural • Civil Engineers Job Name: Ellis Deck-Full Lateral and Gravity Job No: 21212 Sheet No: D35 Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT L1\TE J 144&uts S atT_ -V;_ 1039 xo� Yk,$ ►� (_f-sb) 1claF14 ��3 R �DXPV G-/r -r k.. Io!c w = Solo 13n i�o(Le.,F0 x o.6 (11g # 64.5b) '"'`"'b) '24y G N HP— M fPqGT 774 T a (Wee, el LA ' I -a"/lt L L`� [ 1. 6443 SW Beaverton-Hillsdale Hwv.suite 210•Portland.OR 97221 •oh.503 203 8111 •fx:503.203-8122•www.wdvi_com rIWDY Structural • Civil Engineers Job Name: Ellis Deck-Full Lateral and Gravity Job No: 21212 Sheet No: b'3(0 Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT LA E.ck.. F R V -‘ (Carr.. a'A. _ C.- st TtiP+1, ' ems = 14,t6 6 1) 4. .� ' _ 1- SC7�i as Ix ore-Zx tb)NTA-L, SHEHTH1HC� ...Ok o , (010°. vAT ) O1 - . L%w' ri t-o",//0=,0 = !/_ i ./.S` -_ / fitr P ff:A c2kk /0Y. ( 4Ta� gam:._. CN. �wfY z.►-►%'-C1` 'OrJ, 1 D- 3 , .c.. '0-1- t RJ f Z )Loa-Ps BY 1 -KHAN l 0 J_ „AoL i,QoP.. 1V Ft�p v5 v q ik Q. ' 3 s► ' ri4 '- 4. o2 zs tk zarrmt. SiFEA7I t-Ne tic A'Se ` et- c L 7 .), = 14 -Loyz I t,‘, oj25: L Lc- '' RseEer F c 4:_7,7 r S PE Tt- , 3��-t ,, - 'N o" ric v_€s xms oc-� cotes 3y M ou 1tu 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com nWDY Structural • Civil Engineers Job Name: Ellis Deck-Full Lateral and Gravity Job No: 21212 Sheet No: 1)31 Client: Creative Fences and Decks, Inc Date: Jul 2021 By: BT TeIZAL PLY Cof4N C'T ,t N C NE tb . . 60fs.1 tti1p XIbO/z .t3Sr.) o 1,0) 3Sca osE zs) ST4A S S G t.0•S P'"h !7."I' LAT�CCL/ LUPt }4TT C.. 6Cse-2 (0, 'II k = to. 3 .‘ a". olG- Rdd3 SW Raavartnn_HillcdalR Hwv c lift?21n•Portland_OR 97221 •nir 503 203 8111 •fx•503203.8122•www.wdvi.com flW D Y Structural • Civil Engineers Job Name: Ellis Deck-Full Lateral and Gravity Job No: 21212 Sheet No: D38 Client: Creative Fences and Decks,Inc Date: Jul 2021 By: BT L-1 T E&$ - AN too('c r "riforart, / 2s ('Gt?olL [,om,r) A? TEM5TeN 717 --"" '1'2. 7 fa( l/•C " 3' 6 (SCSI >'33 5a1.'MPSpef AIiCE vC� w 4 4 /Jr (),-a Real Drrek.,._.PLAO 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com riW D Y Structural • Civil Engineers Job Name: Ellis Deck— Rw LATE. . Avb, G,17.09yJ7y Job No: 2 l Zl2_ Sheet No: CI Client: Creative Fences and Decks, Inc Date: 3vt 2,0z.4 By: BT Site Plan Note: - For reference only - Not to scale 6 P . T I 4515 M t-90 ST s Vuool SAC. to" 15i0's 15 V i 9kAt.G. fxm*141G. 4c t3E415 Peentinr� s 0'e� NEW HDOEfr SU try 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph: 503.203.8111 •fx: 503.203.8122•www.wdyi.com rilWDY Structural • Civil Engineers Job Name: Ellis Deck— ,, 1;.,ATE.Q _ D 6,epirry Job No: 712,12. Sheet No: c.2. Client: Creative Fences and Decks, Inc Date: a-v(,,, zoz,l By: BT Canopy Framing Plan Note: - For reference only - Not to scale E( 407t r 14515 t.4 5C S- C ie Vi' %hew ` .c: 1 4 0 to Nice t1A►4.c1 'ec 'Emv oltt e'i RA54414K,. y th,Cpxpufwefro s' / ICI k '5v.., T7. 4ET'Aet.-: ("was t lJAtA I i EAl.S,1q;gm,V, 4k;kt) ltt litEAt .n L-6io LuAtAm � ., - 0,----*—, Pt laxly 4631 7U — lei' , 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx: 503.203.8122•www.wdyi.com WD Y Structural • Civil Engineers Job Name: Ellis Deck-Fut.c t,. rw 1,. , i4 b R 4i r7y Job No: 212 i z Sheet No: C3 Client: Creative Fences and Decks, Inc Date: aUL ZnZp By: BT et.- e Pe,40Py C-+b?rsC el C� C.(t ''/a" Ply, I.S P6 Z !-( t 7a1"0 = A-spt+Pc7 Stt1-64•10;5 CardotAt DL..= 9.'3 _. 4P. fr', CH") CA-140eY sL p5 210 CAE 64 S� K ay r5F [ao P64 + s4F (1a S►Ot t -s .)]_ VA % o.0c a570. It-7- 1e-44, k.& L- V z 6c . 24-to-p , 7-14 te_s 0- - ENT, B 30'_fl" Ni (CoNs'e.RVarTki _ AtSurt-,11Z ) �'Z = 1,0 !! 0.84- C4. y -14 n. L - A i c,ico Coup-IT Y (TAC1c 14.n'L%. , ossC, 2o19 bgsr6,kJ ,w�N vr- P= Ica. 30- PseE.. 7-1(0} ��_GCp - fit^ G�Q� C , 1OoF 51,OP c iCtr 't 5-/11- Z2.(� ' (FESSu, rr cs ( oMe 3e) -'-1, GCp,: _ o-1�3 (S . 17-767. 30..3 -2. _ ,'fiCeE "%14 ErF_ ►4-tz€ct = 4 I O W' = (4.2.3r$ x-N,}) 14.33e4.(_I — ' 6443 SW Beaverton-Hillsdale Hwv.suite 210•Portland.OR 97221 •oh:503.203.8111 •fx:503.203.8122•www.wdvi.com Oregon Snow Loadiny The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the latitude and longitude values be entered with a precision of 0.001 (about 105 yards). *ASCE Standard(ASCE/5E1 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Latitude - Longitude Lookup Results Latitude: 45.4178462 Longitude: -122.7770017 Snow Load: 1Q,psf Modeled Elevation: 295 ft Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In relatively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. , The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation, Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf (pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. *ASCE Standard(ASCEJSEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. CO Copyright 2010-2013 seao.org All rights reserved. FlW D Y Structural • Civil Engineers Job Name: Ellis Deck— Fat,GATeeeft.,pub C wzrtirry Job No: 2(Zt2 Sheet No: Client: Creative Fences and Decks, Inc Date: ZOZt By: BT CIAr-10P-1 ,_AOCc+oeAG,-E_ `ram(EN> pcov A55vrA SznntSON VIGR A-r _:*A t ,rs-r (ate 0.e_ ) bpwt _(.oA4> Ep,i> 6004 +2�-7.4Fx?LID"LZ-04) likfrott. L-gpit \erea ok )pan- t 6 f t—Q t _ 3 t/rrrc c X osE Simitot4 "JrC 2 CC.LP AT- . RPcTE(c.- I RA Ly 6443 SW Beaverton-Hillsdale Hwy.suite 210•Portland.OR 97221 •oh:503.203.8111 •fx:503.203.8122•www.wdvi.com FlW D Y Structural • Civil Engineers Job Name: Ellis Deck- FtJtl_LATE2AL, A i> G2Avrry Job No: z ,242. Sheet No: C` Client: Creative Fences and Decks,Inc Date: J'ut„, zaw By: BT %J2�hS l od4 l7tclC� 1h CEtoa.t> fic 2xH e 24"o.G._ t.Q• Ts 5/6" 'P't-y kPt+ ;st tuK S` f's'c (x-, uaLL 5 Rc#) 'Psi ea TbP Ctt-ka- s� SLt a5 (_ou-a c*.l t „,-) T c .o bt,. 6 K -E ,,4.aZu o.tops TqA-v4-L, 5A- y p5 F ov>v2-Frzgk .,c 64f-, 2x4 AT gilt' 0,c- >r--Z_ `I-L' Puy t t. rsl ASPtt_swroe-AkS � Zt4G4.-vVES gam) 1-o1►'r 4 4-q c s -> .64VY L3PsC • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com flW D Y Structural • Civil Engineers Job Name: Ellis Deck-FUt,t.. (,q-'(q,QA� )41 lt) (2k4vr1f Job No: zi Zr z. Sheet No: C 7, Client: Creative Fences and Decks, Inc Date: aut. Zpz4 By: BT (E.) 7 vsS /'tf4AL,Vs :5 virile _ Will 'f 4 _4 P3 ?Li PI34)29 1/Allakk Aldillhok„ , pl sc. a1, I I-o" p y 13osro�• e 44� 47.5" r ir 0 ' '/ r4PSf 4cl K - t =: 9L tlsGsc` T i, T 1442 (P*'S) L=3 o 5-7 i PI ' H..-r:.. b -6 ?.sc-Y I.52'7 '7?yz/. N) bg4 (Silf. C-t t -.e 1 Fog-) St, t 314 SAR 2000 AI4A4)1 SCS PZ 37 bL_ i3* + (se )(..i+. .z '/2,)7/. M)f st. 3ylt lr it .11. + 15-5 P3 1),L-.., 3•4 4. el, ‘ (9.e.75' + 6: yz 4-0-._ -t_13.3.2_...' St_ _ I l to"- 3gz0 t H/01 ai Ft-1 i>L= $G31 1-8 0 -1_11-2:1_1' 352,4 +3, i '-i-leer P to eta ©i--I I(,6‘ ‘'4-` !30)I Z(-21-o"� i 6,4 Li, 153� 8443 SW Reavertnn-Hillsdale Hwv suits 21 n•Portland (*AR 97221 •nh•5n3 2n3 R111 •fir 5n3 2t13 R122•www wdvi cnm nWDY Structural • Civil Engineers Job Name: Ellis Deck-rat,LACK C 4 -1- CAR.AtazY Job No: Zt 2IZ Sheet No: es Client: Creative Fences and Decks,Inc Date: 3.4)f_ ZOZI By: BT (_ � Zl)SS :A-I.ALMST. �c.our_?_ V .r 1 v' ?RI /�- -c s Vi.. k r S{}9uuN Allikk °� s� � L Cci42- r�y ate' Pi A i ill X 4.(0- ' UI.ro-Lw' ( c i' � M•T.4 ` S C!1 Ciz. i" PI �ovsc..) (SEE :0M.V3ts t> ...= 63s.fi\s -/,31/2..) ,,v")-t132._1 _ P-2.. 3). bL- 13tk 4- 9es((-Ca<i z. `k so° P qi. bt.-= 3 + eSf4 Co•39b,i '"0"� WL, t'AttitAr S S to Ct V.., nlp t It+ i3T..4.. C-,9..twii.t) tc it z) O c-r 9 17-&0 CT 5,4.) 'Eel" 4 = 153?,* ( ) L= 12.1c61-4 I 'Mir' p1-tom• <tL -LN (4 Fi•E4 5E -_‘,3`.). v4.5) DAsec-r 5' Alai*a. c..= S.sZ C i ( y h « )(S ..._reit_a h= 1.1661I. .11: psi rt=CS3.ses1cD--\-tcxcv.= 1,5) tq`t. .'' '_ *''337" r9' °- ton cooet, .cam Ta= S_e� ZUN 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com COMPANY PROJECT Cq i Woodworks® SOFTWARE FOR WOOD DESIGN Dec. 14, 2020 12:41 Object 4.wwc Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End D+S Snow Axial (Ecc. = 0.00") 1532 lbs Reactions (lbs): 12.11' -- v CD 0 a 12.11' Object 4 Lumber n-ply, D.Fir-L, SS, 2x4, 1-ply (1-1/2"x3-1/2") Support: Non-wood Total length: 12.11'; Volume = 0.4 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 12.11 = 12.11 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 292 Fc' = 318 psi fc/Fc' = 0. 92 Axial Bearing fc = 292 Fc* = 2248 psi fc/Fc* = 0. 13 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1700 1.15 1. 00 1.00 0. 142 1. 150 - - 1.00 1.00 2 Fc* 1700 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. d4111 COMPANY PROJECT GVO i WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 14, 2020 12:42 Object 5.wwc Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End D+S Snow Axial (Ecc. = 0.00") 2127 lbs Reactions (lbs): 5.53' W co a m 0' 5.53' Object 4 Lumber n-ply, D.Fir-L, SS, 2x4, 1-ply (1-1/2"x3-1/2") Support: Non-wood Total length: 5.53'; Volume= 0.2 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 5.53 = 5.53 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 405 Fc' = 1258 psi fc/Fc' = 0. 32 Axial Bearing fc = 405 Fc* = 2248 psi fc/Fc* = 0. 18 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1700 1.15 1.00 1.00 0.560 1. 150 - - 1.00 1.00 2 Fc* 1700 1. 15 1.00 1.00 - 1.150 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. FlW D Y Structural • Civil Engineers Job Name: Ellis Deck— FAA, /VI) 612Avrry Job No: 21ZI1 Sheet No: a' t( Client: Creative Fences and Decks, Inc Date: ,Suw ZOZI By: BT f- 0X = -T (3,oar') _. 2c12,11(c.c,z ) - 5V7 v(s;) 654 /51 r 4 4i_67SE C ohlet-05oot.1 g CtiAt4C,HA'.t'.. ITtoSS OW. No Imellav MEIrrS NEEDED 6443 SW Beaverton-Hillsdale Hwy.suite 210•Portland.OR 97221 •oh:503.203.8111 •fx:503.203.8122•www.wdvi.com CAt fA p ® License#2010*1AZ8LCT23MAHJCR SAP2000 Analysis Report 14 December 2020 q401f1d4W~~#41.001,1444,1.1.04#4,,qtxt.11.14i.tiaiM,04.4.04044.41.4*,0140,444tMUFWVO.A.01144.444,011,1,4t.,..44%.,,..”..,,,,,,,,,,,,,,,,.,..,.1,0.4.,.....{Mtf4 ...4,,i.-#.4£4,f.. .t,,.,,,-t,,,,,,.Z,0.,,,,•,, , .,, !,'. • CIL' (E) Loading.sdb SAP2000 v20.1.0 - License#2010*1AZ8LCT23MAHJCR 1. Model geometry 14 December 2020 1 . Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity. ......- ----1 , - . 40 _... \ --- 7 I, .,--. t# i 4# 7'•1.1.". 1 4.«.-1/V. sit; ,,e - -/C97545 --- A,, 1140 s .7 stp v"----7 Figure 1: Finite element model 1.1. Joint coordinates Table 1: Joint Coordinates Table 1: Joint Coordinates Joint CoordSys CoordType GlobalX GiobalY GlobalZ ft ft ft 10 GLOBAL Cartesian O. 0 -1. 11 GLOBAL Cartesian 16.277 O. 9.666 12 GLOBAL Cartesian 32.557 O. -1 13 GLOBAL Cartesian 1.527 0 O. 14 GLOBAL Cartesian 31.027 O. O. 15 GLOBAL Cartesian 10.777 O. 0. 16 GLOBAL Cartesian 6.152 O. 3 029 17 GLOBAL Cartesian 21.777 O. O. 18 GLOBAL Cartesian 26.402 O. 3 029 Page 2 of 12 6.4 (E) Loading.sdb SAP2000 v20.1.0 - License#2010*1AZ8LCT23MAHJCR 1. Model geometry 14 December 2020 1.2. Joint restraints Table 2: Joint Restraint Assignments Table 2: Joint Restraint Assignments Joint =U1— U2 U3 ��.RI R2 R3 .__.. 13 Yes Yes Yes No No No 14 No No Yes No No No 1.3. Element connectivity Table 3: Connectivity - Frame Table 3: Connectivity-Frame Frame Joints JointJ Length ft 1 10 13 1.8253 2 13 16 5.5286 3 16 11 12.1064 4 11 18 12.1064 5 18 14 5.5286 6 14 12 1.8278 7 13 15 9.25 8 15 17 11. 9 17 14 9.25 10 11 15 11.1212 11 15 16 5.5286 12 11 17 11.1212 13 17 18 5.5286 Table 4: Frame Section Assignments Table 4: Frame Section Assignments Frame AnalSect DeslgnSect MatProp 1 2x4 N A. Default 2 2x4 N.A. Default 3 2x4 N.A. Default 4 2x4 N.A. Default 5 2x4 N.A. Default 6 2x4 N.A. Default 7 2x4 N.A. Default 8 2x4 N.A. Default 9 2x4 N.A. Default 10 2x4 N.A. Default 11 2x4 N.A. Default 12 2x4 N.A. Default 13 2x4 N.A. Default Page 3 of 12 6'ti (E) Loading.sdb SAP2000 v20.1.0 - License#2010*1AZ8LCT23MAHJCR 3. Section properties 14 December 2020 Table 5: Frame Release Assignments 1 - General, Part 1 of 2 Table 5: Frame Release Assignments 1 -General,Part 1 of 2 Frame ;PI .V21 V31 TI M21 M31 4 No No No No No Yes 7 No No No No No Yes 9 No No No No No No 10 No No No No No Yes 11 No No No No No Yes 12 No No No No No Yes 13 No No No No No Yes Table 5: Frame Release Assignments 1 - General, Part 2 of 2 Table 5: Frame Release Assignments 1 -General,Part 2 of 2 Frame PJ V2J V3J TJ M2J M3J 4 No No No No No No 7 No No No No No No 9 No No No No No Yes 10 No No No No No Yes 11 No No No No No Yes 12 No No No No No Yes 13 No No No No No Yes 3. Section properties This section provides section property information for objects used in the model. 3.1. Frames Table 11: Frame Section Properties 01 - General, Part 1 of 4 Table 11: Frame Section Properties 01 -General,Part 1 of 4 SectionName IlilAtertal $Ih� �,,�, - a ,, k�b tfb 2x4 DF SS Rectangular 0.29167 0.125 Table 11: Frame Section Properties 01 - General, Part 2 of 4 Table 11: Frame Section Properties 01 -General,Part 2 of 4 SectionName Area TorsConst 133 122 123 AS2 AS3 ft2 ft4 ft4 ft4 ft4 ft2 ft2 2x4 0.0365 0.000139 0.000258 0.000047 0 0.0304 0.0304 Page 4 of 12 cam' (E) Loading.sdb SAP2000 v20.1.0 - License#2010*1AZ8LCT23MAHJCR 4. Load patterns 14 December 2020 Table 11: Frame Section Properties 01 - General, Part 3 of 4 Table 11: Frame Section Properties 01 -General,Part 3 of 4 SectionName: 'S33 S22 Z33 �.Z22:, R33' .. 'Ft22 .ft3 ft3 � ft3 ft3 ft ft, 2x4 0.001772 0.00076 0.002658 0.001139 0.0842 0.03608 Table 11: Frame Section Properties 01 - General, Part 4 of 4 Table 11: Frame Section Properties 01 -General,Part 4 of 4 SectionName AMod A2Mod A3Mod JMod l2Mod I3Mod MMod. WMod 2x4 1- 1. 1. 1 1. 1 1. 1. 4. Load patterns This section provides loading information as applied to the model. 4.1. Definitions Table 13: Load Pattern Definitions Table 13: Load Pattern Definitions LoadFPat Deslgnlype SelMftMult AutoLoad DEAD Dead 0 SNOW Snow 0. LIVE Live 0. 5. Load cases This section provides load case information. 5.1. Definitions Table 14: Load Case Definitions, Part 1 of 2 Table 14: Load Case Definitions, Part 1 of 2 Case Type InitialCond ModalCase BaseCase MlassSource DesActopt DEAD LinStatic Zero Prog Det MODAL LinModal Zero Prog Det SNOW LinStatic Zero Prog Det LIVE LinStatic Zero Prog Det Page 5 of 12 6' (E) Loading.sdb SAP2000 v20.1.0 - License#2010*1AZ8LCT23MAHJCR 6. Load combinations 14 December 2020 Table 14: Load Case Definitions, Part 2 of 2 Table 14: Load Case Definitions,Part 2 of 2 Case ', DesignAct DEAD Non-Compos ite MODAL Other SNOW Short-Term Composite LIVE Short-Term Composite 6. Load combinations This section provides load combination information. Table 17: Combination Definitions Table 17: Combination Definitions ComboName , ComboType CaseName ScaleFactor D+S Linear Add DEAD 1. D+S SNOW 1. D+L Linear Add DEAD 1. D+L LIVE 1. D+0.75(S+L) Linear Add DEAD 1. D+0.75(S+L) SNOW 0.75 D+0.75(S+L) LIVE 0.75 8. Joint results This section provides joint results, including items such as displacements and reactions. Table 21: Joint Reactions Table 21: Joint Reactions � �� . . r=2. F3 r- Y _ rt� w`€ sa.4 .. .: Lb ` Lb Lb __ r �?? ; _� V ..� '" ��` 13 DEAD 6.253E-13 0. 374.22 0. 0. 0. 13 SNOW 2.274E-13 0. 1074. 0. 0. 0. 13 LIVE 3.126E-13 0. 246. 0. 0. 0. 14 DEAD 0. 0. 468.78 0. 0. 0. 14 SNOW 0. 0. 1074. 0. 0. 0. 14 LIVE 0. 0. 246. 0. 0. 0. Page 6 of 12 .. CI+. (E) Loading.sdb SAP2000 v20.1.0 - License#2010*1AZ8LCT23MAHJCR 14 December 2020 9. Frame results This section provides frame force results. Table 22: Element Forces - Frames, Part 1 of 2 Table 22: Element Forces-Frames,Part 1 of 2 Frame Station OutputCase P V2 V3 ft Lb Lb Lb 1 0 DEAD 7.12 10.88 0 1 0.9127 DEAD 7.12 10.88 0. 1 1 8253 DEAD 7.12 10.88 O. 1 O. SNOW 21.37 32.63 O. 1 0.9127 SNOW 21.37 32.63 O. 1 1.8253 SNOW 21.37 32.63 O. 1 0. LIVE O. 4.619E-14 O. 1 0.9127 LIVE O. 4.619E-14 O. 1 1.8253 LIVE O. 4.619E-14 O. 2 O. DEAD -492.74 -4.85 O. 2 2.7643 DEAD -492.74 -4.85 O. 2 5.5286 DEAD -492.74 -4.85 O. 2 O. SNOW -1582.69 -14.61 O. 2 2.7643 SNOW -1582.69 -14.61 O. 2 5.5286 SNOW -1582.69 -14.61 O. 2 O. LIVE -278 31 -0.44 O. 2 2.7643 LIVE -278.31 -0.44 O. 2 5.5286 LIVE -278.31 -0.44 O. 3 O. DEAD -383.7 0.57 O. 3 6.0532 DEAD -383.7 0.57 O. 3 12.1064 DEAD -383.7 0.57 O. 3 O. SNOW -1135.14 1.75 O. 3 6.0532 SNOW -1135.14 1.75 O. 3 12.1064 SNOW -1135.14 1.75 O. 3 O. LIVE -278.55 0.2 O. 3 6.0532 LIVE -278.55 0.2 O. 12.1064 LIVE -278.55 0.2 O. 41/44,,-,r mo:, ' bEA1 *396,57, -0.86 O. 4 6.0532 DEAD -396 57 -0.86 O. 4 12.1064 DEAD -396 57 -0.86 O. 4 , ;(), SNOW -1135,13 -1.75 O. 4 6.0532 SNOW -1135.13 -1.75 O. 4 12.1064 SNOW -1135.13 -1.75 O. 4 0. LIVE -278.55 -0.2 O. 4 6.0532 LIVE -278.55 -0.2 O. 4 12.1064 LIVE -278.55 -0.2 O. 5 O. DEAD -543.8 9.09 O. 5 2.7643 DEAD -543.8 9.09 O. 5 5.5286 DEAD -543.8 9.09 O. 5 O. SNOW -1582.67 14.64 O. 5 2.7643 SNOW -1582.67 14.64 O. 5 5.5286 SNOW -1582.67 14.64 O. 5 O. LIVE -278.31 0.44 O. 5 2.7643 LIVE -278.31 0.44 O. 5 5.5286 LIVE -278.31 0.44 O. Page 7 of 12 (E) Loading.sdb SAP20O0v2O.10 ' License#2O1O°1AZ8LCT23K8AHJCR 8. Frame results 14 December 202O ramoeu: Element Forces'Frames,Part 1o,u Frame ' �p �w� V� -- ' L� b 0 O. DEAD 14.22 '21.76 8, O 0.9138 DEAD 14.22 '21.76 n. O 1.8278 osAo 1*22 '21J6 o 8 0. SNOW 21.34 -3215 K O 0.9139 8N0VV 21.34 -32.65 O. 6 1.8278 SNOW 21.34 '32,85 o. 0 O� LIVE -9.095E'13 '4263E'14 0. 0 &8139 LIVE -9.085E13 ~*.203E1* O. 8 1M78 LIVE '9.095E'13 '4.263E'14 8. 7 U, DEAD 408.55 '021 o 7 1.05 DEAD 409.55 -0.21 0. r 3.7 oE*o 40855 '0.21 o� r 5.55 DEAD 409.55 '0.21 o 7 7.4 DEAD 409.55 '0.21 U. 7 9�25 DEAD 409.55 -0.21 0. r O. SNOW 1310.01 ~0.05 0 7 1.05 SNOW 1310.01 -0.65 U. 7 3.7 GN{xN 131&01 '0.65 0. 7 5,55 SNOW 131001 -0.65 & r 7* SNOW 1316.01 '0-65 V 7 8.25 SNOW 131V01 -0.65 V 7 O� LIVE 232.58 '0.15 O. r 1�85 LIVE 232.58 -0.15 o 7 3.7 LK/e 23258 -0.15 0. r 5.55 LIVE 232.58 '0.15 V. 7 7* LIVE 282,58 -0.15 o r 9.25 LIVE 232.58 -015 O. O V. DEAD 253.68 '3.013s-02 O, 8 1.8333 DEAD 253.08 '3.013E-02 o. O 38007 DEAD 253.88 -3.013E-02 O. O 5.5 DEAD 253.08 '3.013E-02 O. O 7.3333 DEAD 253.08 -3.813E-02 U. o 9.1687 oE«o 253.68 -3V13E-02 o o /1 osAo 000ao -3o13E-02 o o o. SNOW 81*.*1 2.193s'05 o. o /.8333 nmOVv 814.*1 2.1e3e-05 u o 3.6067 swOxv 814.41 2.193s-05 o 8 5.5 3wovv 814A1 2.193E-05 o o 7.3333 Smovv 814.41 2.1e3e-05 o O 91567 SNOW 814.41 2,193e-05 o. 8 n. SNOW 81441 2.193E-05 O, 8 0. LIVE 146.27 '2.220E18 0. 8 1.8333 LIVE 146.27 '2.220E18 0. n 3.0807 LIVE 146.2 -2.220E16 K 8 5.5 LIVE 146.27 -2.220E'16 U. o 7.3333 LIVE 14627 '2.220E16 o O 91667 LIVE 146.27 -3220E-16 V� o 11. LIVE 148.27 '2.220E-16 o. 8 0. DEAD 449.94 0,24 u a 1.85 DEAD 449�34 0.24 0. o 37 De8o **9.94 0.2* u. 9 5.55 oeAo 4*8.84 0.24 O. 9 7.4 oExo 449.94 0.24 O. O 3.35 DEAD 449.94 024 n� Pogo 8 of 12 619 (E) LoadinO.sdb SAP200Uv2O.1.O ' License#2010°1AZ8LCT23MAHJCR S. Frame results 14 December 2O2O Tome2e� s/omnn�po,p�-p,amos.pa�1o/z -.-'-F,°"w=-------�Stae^"-----c� � - - -_- �----�---V2------'-- V3---� ft _____ � Lh Uh _ ^ S O. SNOW 1315.98 0.65 O. 9 1.85 SNOW 1315.98 0.05 V. 9 JJ SNOW 1315.98 0.65 n. 9 5.55 SNOW 1315.88 0.65 0. 8 7.4 ON0VV 1315.98 0.85 O. 8 825 8N0vV 1315.88 0.65 O. V O. LIVE 282.58 015 O. 9 1.85 LIVE 232.58 0.15 & 8 37 Uvs 232.58 015 O. S 555 LIVE 232.58 0.15 & y 7.4 LIVE 232.58 8.15 O. 9 8.25 LIVE 232.58 8.15 O. 10 0 ocxo 136.55 O. & 10 5560 DEAD 136.55 0. 0. 10 11.1212 DEAD 138.55 O, K 10 0. SNOW 27481 0� 0. 10 5,560 SNOW 274.81 0. 0. 10 11.1212 SNOW 274.81 n. 0. /U U uvs 175.5 O K 10 5.5606 LIVE 175.5 0. 0. 10 111212 LIVE 175.5 O� O. 11 0. oeAo 405.6 V 0. 11 2.7648 DEAD -105.6 0. & 11 5�5286 DEAD '105�6 0. O 11 0. SNOW -43714 V 0. 11 2.7843 SNOW 43714 0. 0- 11 5.5280 SNOW 4314 0. 0. 11 0� LIVE 0.58 & V 11 2.764 LIVE 0.58 & 0. 11 5,5285 LIVE 0.58 & K 12 0. DEAD 158.6* U. 0. 12 5.5606 DEAD 158.64 K 0 12 111212 oEao 158.64 O. 0. 12 0. SNOW 274.79 u n 12 5.500 SNOW 27478 V O. 12 111212 SNOW 274.79 0 0. 12 0. LIVE 175.5 V 0 12 s5606 uvs 175.5 u u 12 11,1212 Uvs 175.5 o u 13 u. os*o -14I82 O. & 13 2,7043 DEAD '140.82 o O. 13 5.528 DEAD '140.82 o o 15 O. SNOW -437A1 o. O. 13 2.76* SNOW -43711 o u 13 5.5286 SNOW -437.11 n. n. 13 0. LIVE 0.58 0. & 13 2.7643 LIVE 0.58 0. O. 13 5.5288 LIVE 0.58 O. O Page 0of12 CZo (E) Loading.sdb SAP2000 v20.1.0 - License#2010*1AZ8LCT23MAHJCR 9. Frame results 14 December 2020 Table 22: Element Forces - Frames, Part 2 of 2 Table 22: Element Forces-Frames,Part 2 of 2 Frame Station OutputCase T M2 M3 ra 4i 1 0. DEAD 0. 0. 2.665E-15 1 0.9127 DEAD 0. 0. -9.93 1 1.8253 DEAD 0. 0. -19.85 1 0. SNOW 0. 0. 3.553E-15 1 0.9127 SNOW 0. 0. -29.78 1 1.8253 SNOW 0. 0. -59.55 1 0. LIVE 0. 0. -1.066E-14 1 0.9127 LIVE 0. 0. -5.281E-14 1 1.8253 LIVE 0. 0. -9.496E-14 2 0. DEAD 0. 0. -19.85 2 2.7643 DEAD 0. 0. -6.45 2 5.5286 DEAD 0. 0. 6.95 2 0. SNOW 0. 0. -59.55 2 2.7643 SNOW 0. 0. -19.16 2 5.5286 SNOW 0. 0. 21.23 2 0. LIVE 0. 0. -1.084E-13 2 2.7643 LIVE 0. 0. 1.22 2 5.5286 LIVE 0. 0. 2.45 3 0. DEAD 0. 0. 6.95 3 6.0532 DEAD 0. 0. 3.47 3 12.1064 DEAD 0. 0. 1.904E-15 3 0. SNOW 0. 0. 21.23 3 6.0532 SNOW 0. 0. 10.61 3 12.1064 SNOW 0. 0. -8.202E-16 3 0. LIVE 0. 0. 2.45 3 6.0532 LIVE 0. 0. 1.22 3 12.1064 LIVE 0. 0. 1.678E-15 4 0. DEAD 0. 0. 0. 4 6.0532 DEAD 0. 0. 5.23 4 12.1064 DEAD 0. 0. 10.45 4 0. SNOW 0. 0. 0. 4 6.0532 SNOW 0. 0. 10.62 4 12.1064 SNOW 0. 0. 21.25 4 0. LIVE 0. 0. 0. 4 6.0532 LIVE 0. 0. 1.22 4 12.1064 LIVE 0. 0. 2.45 5 0. DEAD 0. 0. 10.45 5 2.7643 DEAD 0. 0. -14.66 5 5.5286 DEAD 0. 0. -39.78 5 0. SNOW 0. 0. 21.25 5 2.7643 SNOW 0. 0. -19.21 5 5.5286 SNOW 0. 0. -59.67 5 0. LIVE 0. 0. 2.45 5 2.7643 LIVE 0. 0. 1.22 5 5.5286 LIVE 0. 0. -7.019E-14 6 0. DEAD 0. 0. -39.78 6 0.9139 DEAD 0. 0. -19.89 6 1.8278 DEAD 0. 0. 7.517E-15 6 0. SNOW 0. 0. -59.67 6 0.9139 SNOW 0. 0. -29.83 6 1.8278 SNOW 0. 0. 5.583E-16 6 0. LIVE 0. 0. -5.684E-14 6 0.9139 LIVE 0. 0. -1.788E-14 Page 10 of 12 624 (E) Loading.sdb SAP2000 v20.1.0 - License#2010*1AZ8LCT23MAHJCR 9. Frame results 14 December 2020 Table 22: Element Forces-Frames,Part 2 of 2 Frame Station OutputCase , T M2 M3 ft Lb-ft Lb-ft Lb-ft 6 1.8278 LIVE 0. 0. 2.108E-14 7 0. DEAD 0. 0. 0. 7 1.85 DEAD 0. 0. 0.38 7 3.7 DEAD 0. 0. 0.76 7 5.55 DEAD 0. 0. 1.14 7 7.4 DEAD 0. 0. 1.52 7 9.25 DEAD 0. 0. 1.9 7 0. SNOW 0. 0. 0. 7 1.85 SNOW 0. 0. 1.2 7 3.7 SNOW 0. 0. 2.41 7 5.55 SNOW 0. 0. 3.61 7 7.4 SNOW 0. 0. 4.82 7 9.25 SNOW 0. 0. 6.02 7 0. LIVE 0. 0. 0. 7 1.85 LIVE 0. 0. 0.27 7 3.7 LIVE 0. 0. 0.55 7 5.55 LIVE 0. 0. 0.82 7 7.4 LIVE 0. 0. 1.09 7 9.25 LIVE 0. 0. 1.36 8 0. DEAD 0. 0. 1.9 8 1.8333 DEAD 0. 0. 1.96 8 3.6667 DEAD 0. 0. 2.01 8 5.5 DEAD 0. 0. 2.07 8 7.3333 DEAD 0. 0. 2.12 8 9.1667 DEAD 0. 0. 2.18 8 11. DEAD 0. 0. 2.23 8 0. SNOW 0. 0. 6.02 8 1.8333 SNOW 0. 0. 6.02 8 3.6667 SNOW 0. 0. 6.02 8 5.5 SNOW 0. 0. 6.02 8 7,3333 SNOW 0. 0. 6.02 8 9.1667 SNOW 0. 0. 6.02 8 11. SNOW 0. 0. 6.02 8 0. LIVE 0. 0. 1.36 8 1.8333 LIVE 0. 0. 1.36 8 3.6667 LIVE 0. 0. 1.36 8 5.5 LIVE 0. 0. 1.36 8 7.3333 LIVE 0. 0. 1.36 8 9.1667 LIVE 0. 0. 1.36 8 11. LIVE 0. 0. 1.36 9 0. DEAD 0. 0. 2.23 9 1.85 DEAD 0. 0. 1.79 9 3.7 DEAD 0. 0. 1.34 9 5.55 DEAD 0. 0. 0.89 9 7.4 DEAD 0. 0. 0.45 9 9.25 DEAD 0. 0. 1.548E-15 9 0. SNOW 0. 0. 6.02 9 1.85 SNOW 0. 0. 4.82 9 3.7 SNOW 0. 0. 3.61 9 5.55 SNOW 0. 0. 2.41 9 7.4 SNOW 0. 0. 1.2 9 9.25 SNOW 0. 0. 3.540E-15 9 0. LIVE 0. 0. 1.36 9 1.85 LIVE 0. 0. 1.09 Page 11 of 12 (E) Loading.sdb SAP2000 v20.1.0 - License#2010*1AZ8LCT23MAHJCR 9. Frame results 14 December 2020 Table 22: Element Forces-Frames,Part 2 of 2 Frame Station OutputCase . T N12- Ni3 >'<-ft Lb-ft Lb-ft 'i . . s j b.f 9 3.7 LIVE 0. 0. 0.82 9 5.55 LIVE 0. 0. 0.55 9 7.4 LIVE 0. 0. 0.27 9 9.25 LIVE 0. 0. 8.614E-16 10 0. DEAD 0. 0. 0. 10 5.5606 DEAD 0. 0. 0. 10 11.1212 DEAD 0. 0. 0. 10 0. SNOW 0. 0. 0. 10 5.5606 SNOW 0. 0. 0. 10 11.1212 SNOW 0. 0. 0. 10 0. LIVE 0. 0. 0. 10 5.5606 LIVE 0. 0. 0. 10 11.1212 LIVE 0. 0. 0. 11 0. DEAD 0. 0. 0. 11 2.7643 DEAD 0. 0. 0. 11 5.5286 DEAD 0. 0. 0. 11 0. SNOW 0. 0. 0. 11 2.7643 SNOW 0. 0. 0. 11 5.5286 SNOW 0. 0. 0. 11 0. LIVE 0. 0. 0. 11 2.7643 LIVE 0. 0. 0. 11 5.5286 LIVE 0. 0. 0. 12 0. DEAD 0. 0. 0. 12 5.5606 DEAD 0. 0. 0. 12 11.1212 DEAD 0. 0. 0. 12 0. SNOW 0. 0. 0. 12 5.5606 SNOW 0. 0. 0. 12 11.1212 SNOW 0. 0. 0. 12 0. LIVE 0. 0. 0. 12 5.5606 LIVE 0. 0. 0. 12 11.1212 LIVE 0. 0. 0. 13 0. DEAD 0. 0. 0. 13 2.7643 DEAD 0. 0. 0. 13 5.5286 DEAD 0. 0. 0. 13 0. SNOW 0. 0. 0. 13 2.7643 SNOW 0. 0. 0. 13 5.5286 SNOW 0. 0. 0. 13 0. LIVE 0. 0. 0. 13 2.7643 LIVE 0. 0. 0. 13 5.5286 LIVE 0. 0. 0. Page 12 of 12 flW D Y Structural • Civil Engineers Job Name: Ellis Deck-FuL1,, !.>74-TER.AZ, hob Lam( .v Job No: Z1 z,iz Sheet No: (;2,3 Client: Creative Fences and Decks,Inc Date: 202.4 By: BT ikvsE siG N was�,� l "S Cto.gs Ccp4 � f0_tg (A"ItiowAc >) = t4, ?"`y_0-% -64 33 P.cX-GLIB) t 3zpsF (LE-E(A4(2 ) P=�1`I•.33(s (0_42s' .`'!7 -Ck-33pi)e),I.9 rs� ra3� 1IL0.5- (wSNr�c�4ct�� Op' 0 CC-cc -a c .33 4)6). o.z (4.33 %(-0.le) P'Rk 33 QsF �p,$sO. � lN,_33sF .l ) I Fs C, oQ SIC' _4.-`'& _PnESSoucl 6-04PCASC A C'-,ov rls) (t Q-4.3- ND = I -1,COL. ,"41 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx: 503.203.8122•www.wdyi.com r.a3a7besn.+excru¢n.aesawa zua,u.n,avhmi+&»teucek . �v, «x. e v___ nW D Y Structural • Civil Engineers Job Name: Ellis Deck- Fuu_ -Tv2 Ago CielivrrY Job No: CA Zl2 Sheet No: C24 Client: Creative Fences and Decks, Inc Date: 414L Z07-I By: BT t �ALL s , z_3z `s� t4.its�sFXIc'n" d'-a"/ ), 5olb 1 I 1 i. • 5-psi: # 8.1(s / gaX571.1.f/z ) t 21300 1 • A'. G tra" OF 0/4140py wD Fr --I ,ot3S7724.'07r; D $Y_ East- !+p`)`-E_ 11-fr_ *--Forte CKv,-) - Cw c_ eti , .Inks A MET- .pf £ ?rtCE ©*t 7C 09%0SE. (SEg Tu,, a . 3-s AseE -�t. CnI O_ e06, =y A _ `— rf dtEAsE Ta .4/74) L.te • .._ C. r G� ral< .SQIo ftl30 : _ 1 • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com P.T. POST SEE PLAN SIMPSON ABU66Z WITH 1/2'' DIA CAST IN PLACE ANCHOR CONCRETE FOOTING a r w AND REINFORCEMENT ED co SEE PLAN w .• .0. . 11111 .... ....::-.1'...> •-:. ...,..: -• --.• '' ..- --,•. - ... - 7-111E4 II -I 1 P.1-- ..'. 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P` roVv. may'- LT • ♦8 *.5' W eks �► hot inn u,i x3.._�.We `It 144 Sdw r ? i tfQShw►�S vt�143�! wud-tYtrt�} I 00. ic.1 • Ififi1 tirti Vritircl r 1„LAnavrisa 34:0611 1 ti IRO 11.3 ' ~ ` , 431 4 )t$t®(4tJ 1 dukciatz .1vis Aro itavto 1.N:�� ' 3►rt Qt h►n3acri)wnt�gs�"°/ I. do 433S. 17 tit 1 tit ort,./94z_2„s____i%;.,..)G :,. - D lama) : 2 I 1 '% ,X t ` ' c=` lifth3 'I5 .,tb 1 1 co rria. s • STRUCTURAL NOTES 01.0 GENERAL NOTES 06.0 WOOD FRAMING 06.13 PLATE-CONNECTED WOOD TRUSSES 1. These notes set minimum standards for construction.The drawings govern over the Structural Notes 1. All lumber species and grade to be as follows: 1. All trusses shall be manufactured and designed by a prior approved truss manufacturer to the load to the extent shown. requirements of section 0.10 and the following: 2. Contractor shall verify all dimensions and conditions on drawings and in field. Notify owner's Structural 2x studs DF#2-19 percent M.G. a. Allowable increase in wood roof member stresses due to duration of loading per NDS for wood representative of any discrepancies. Bucks,blocking,bridging and misc. DF#3 or better construction. 3. Construction means,methods and all necessary temporary support prior to completion of vertical and Exterior,above ground construction exposed to Western Cedars#2 or better or b. Net uplift per ASCE 7 for components and cladding. lateral load systems is the sole responsibility of the contractor. weather pressure treated Hem Fir#2 c. Additional loads from equipment and secondary framing as shown on plans and details. 4. Compliance with all safety and OSHA requirements is the sole responsibility of the contractor. d. Compression member unbraced length shall be per Truss Plate Institute criteria. AWPA UC3B 5. All work shall be in compliance with 2019 edition of the`Oregon Structural Specialty Code"(OSSC)as Posts,etc.embedded in or in contact Pressure treated Hem Fir#1 2. Manufacturer shall design and provide all truss-to-truss connectors and hardware including load amended by all other state and local codes,permits,and building department requirements that apply. with ground AWPA UC4 transfer connections between multiple trusses. 6. Where reference is made to ASTM,AISC,ACI or other standards,Code referenced issue shall apply. 3. Lumber used to manufacture trusses shall be as determined by design,#2 Grade minimum,and shall 7. Design Criteria: 2. All glue-laminated beams(GLB)to comply with the requirements of ANSI A190.1.Beams shall be have a maximum moisture content of 15 percent at time of fabrication or design adjusted as required Table 1604.5 Risk Category II Douglas Fir 24F-V4 for simple span beams,24F-V8 for beams with cantilevers or continuous spans, by the IBC. g y and dentification number 2 for columns except columns exposed 1 to view shall be Identificationp 4. Prior to fabrication of trusses,the following shall be submitted to the owner's representative for review: Roofs Canopy dead load{top chord/bottom 17 psf{7psf/10 psf} number 3 per AITC 117 desi n specification. Beam appearancepa. A shop drawing showing a plan of truss layouts;individual truss elevations;bearing details with chord} beams exposed to view shall be architectural. grade shall be industrial,except connectors to supports;compressions member bracing and connections;assumed truss design Overframingdead load to chord/ -12psf 8psf/4 sloading and parameters;and truss member forces. (top { psi) 3. Sheathing shall be APA Rated plywood sheathing or Sturd-l-Floor,C-D grade,Exposure 1 with b. Truss design shall be stamped by a professional engineer registered in the State of Oregon.Truss bottom chord) Performance Category and Span Rating as noted below.Each sheet shall bear an APA stamp.Install g Snow load(minimum) 20psf x Is+5psf rain on snowlayout drawing may be either stamped by engineer or a letter may be submitted from the engineer roof r horizontal sheathing withr face grain perpendicular ll edges supports ing with end joints. Install wall sheathing that states trusses are designed based on and conforming to layout submitted. per OSSC 1608.2.3 either or vertical,and block all of sheathing w th or thicker blocking.Block roof c. A current ICC-ES report for all types of trusses being supplied. Also submit evidence of Floors Deck dead load 10 psf sheathing where noted on drawings and where plywood widths are less than 12 inches wide.Protect compliance with all items required by ICC-ES report. Deck live load 40 psf per R301.5,ORSC 2017 all sheathing from weather damage and moisture.Replace all buckled or soft sheets.Do not cover d. Current periodic plant inspection reports prepared by independent testing lab showing compliance Wind Ultimate wind speed 97 mph,3-sec gust sheathing with permanent roofing or finishes until sheathing has a moisture content of less than 19%. with IBC Standards and the submitted ICC-ES report. Wind exposure B e. Temporary truss bracing and erection requirements: If temporary braces require elements outside Internal pressure coeff,GC0, +/-0.18 Location Performance Category Span Rating the bracing system to support loading from the bracing,the amount.direction,and location of load Components and cladding Per ASCE 7,Chpt 30 Walls 15/32 32/16 shall be shown on the shop drawing. Seismic Seismic design category D Roofs(supports 24"&less) 15/32 32/16 f. Job site handling and storage requirements:Trusses should be covered during storage and kept Spectral response coeff.,Sos 0.683 dry until the structure is weather tight. Response modification factor,R 6.5 4. Framing anchors,joist hangers,post caps,etc.,shall be by'Simpson Strong-Tie'. Install per 5. Do not cut or drill truss members. Seismic importance factor,Ie 1.0 manufacturer's recommendations for tabulated maximum capacities with fasteners installed in all 6. Design and installation of temporary erection bracing is the sole responsibility of the contractor. If Analysis procedure used Equivalent lateral force holes.Framing anchors attaching to pressure treated lumber shall be Z Max coated or hot dipped temporary loads are to be imposed on permanent walls,floors or structural elements,redesign galvanized and attached with hot dipped galvanized(2.0 oz per square foot)or stainless steel nails or permanent structure to support temporary loads. 8. Details shown on the drawings are intended to apply at all similar conditions and locations. screws. Framing anchors installed at exterior locations exposed to weather are to be stainless steel 7. Truss erector shall erect and brace trusses per the requirements of the truss manufacturer, 9 Do not scale information from drawings. with stainless steel fasteners. contractor's bracing design,and all applicable codes and government agencies. 5. All nailing shall be per Table 2304.10.1 of the OSSC. Nails called for on the drawings shall be 8. Truss manufacturer shall inspect all trusses after they have been erected and sheathing,bridging, 02.0 FOUNDATIONS common for plywood nailing;box nails for framing;and type recommended by manufacturer for blocking,etc.,has been installed. Manufacturer shall submit a certificate to architect,engineer, maximum capacity of hangers and connectors.Nail heads shall not penetrate the face veneer of contractor,owner and building official that the inspection was made and that the trusses are in 1. The soil bearing pressure used for design was 1500 psf. plywood panels. acceptable condition and meet with the manufacturers'design and installation requirements. 2. All footings shall bear on firm,undisturbed soil.Footings shall bear at a minimum of 18 inches below 6. Nails,bolts or lags in pressure treated lumber shall be hot dipped galvanized or stainless steel. final grade.Remove all organic material or soft areas in footing excavations. 3. Do not excavate closer than a 2:1 slope below footings. 03.0 CONCRETE 1. Strength: Average concrete strength as per the table below plus increase depending upon the plant's standard deviation as specified in ACI 318. Strength,fc psi Min cement Max Max Exp. Use content W/C ratio Aggregate Class at 28 days Non AE AE fill uses except as noted 2,500 470 lbs 0.55 0.46 1" MINIMUM Mix Requirements: a. Design slump:Minimum 3",maximum 9". Field variation from design slump+1/2 inch to-1 inch. When concrete is to be pumped add plasticizers and provide a new mix design to increase slump to a pumpable mix. Do not add water at the jobsite unless authorized by the concrete supplier. 2. Place and cure all concrete per ACI codes and standards. 03.1 REINFORCING(CONCRETE) 1. All reinforcing steel shall be ASTM A615,Grade 60. 03.2 CONCRETE ANCHORS 1. Embedded Anchor Rods: All hooked or headed anchor rods to be ASTM F1554,Grade 36. DETAIL: STRUCTURAL NOTES \\"D PRO,c4C SCALE: N.T.S. -) O 1 NE /7Q `' �" y Job Name: ELLIS DECK - FULL LATERAL AND GRAVITY Date: 07/30/2021 `r �645PE r' � Job No.: 21212 Drawn: BT �I 'E •N Client: CREATIVE FENCES AND DECKS, INC Sheet: N_O n� <y 09, " �- - T� A • �P� Fl W D y Structural 'Civil Engineers RENEWS: 06-30-2022 lima6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 nh'cn't•7n'R111 fv'Fr1Q dn'z A1'V') i.n.n.,,.,r1„1,,...,, (N) 1/2" PLY W/ 10d AT (N) 2x FULL HT BLOCKING 6" O.C. AT EDGES AND AT 24" O.C. 12" O.C. IN THE FIELD. TYPICAL BLK AND NAIL EDGES 4-4 AS REQ'D (N) 2x4 FLAT EDGE ; EDGE NAIL BLOCKING NAIL �% AT 24" O.C. - (N) 1/2" PLY /W/ 10d AT / i 6" 0.C. AT 7(N) A7 (N)EDGES AND BLKG AT 24" O.C. /' W/ (2)C 16dNT. 2x4 W/ 16d 12" O.C. IN W/ 10d AT 6" O.C. AT EVERY THE FIELD. (N) VAULTED BLK AND T TRUSS TOP CHORD ROOF TRUSSES NAIL EDGES SEE COVER AS REQ'D // PLAN VIEW /�� — (N) VALLEY TRUSSES EDGE NAIL'! AT 24" O.C. MAX �� SIMPSON VTC CLIPS CUT AND REMOVE �� ;� AT 24" O.C. (E) OVERHANG ;/ / MIN (1) CLIP TO EA FRAMING AS REQ'D (E) TRUSS TOP CHORD '� TYPICAL i 1 SIMPSON A34 CLIP (E) GANGNAIL TRUSS AT EA TRUSS THAT AT 24" O.C. CARRIES OVERFRAMING P.T. 6x GLB N NEW OR EXIST TRIPLE SEE PLAN STUD AT NEW GLB. NAIL SIMPSON HUC610 LAMINATE WITH 10d AT FILL ALL HOLES WITH 4" O.C. STAGGERED 0.162 x 3 1/2 NAILS • OVERFRAMING (E) WALL FRAMING REMOVE (E) SHINGLES AND SHEATHING TO REMAIN UNDER OVERFRAMING. (E) PLYWOOD SHEATHING TO REMAIN 1 DETAIL: OVERFRAMING CONNECTION TO EXISTING ROOF C_ E PROF SCALE: 3/4" = 1'-0" t-'\ 0 I N k, /, Q 4., 6,5P : Job Name: ELLIS DECK - FULL LATERAL AND GRAVITY Date: 07/30/2021 r '` Job No.: 21212 Drawn: BT OR GON N� �� o �4 Client: CREATIVE FENCES AND DECKS, INC Sheet: p Gros, 2� �- r A ' P r W D y Structural •Civil Engineers S K_O1 1 RENEWS: 06-30-2022 him/ 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 L STRUCTURAL NOTES 06.0 WOOD FRAMING RECEIVED DEC 2 3 2020 1. All lumber species and grade to be as follows: 01.0 GENERAL NOTES CITY OF TIGARD Bucks, blocking, bridging and misc. DF #3 or better BUILDING DIVISION 1. These notes set minimum standards for construction. The drawings govern over the Structural Notes - Exterior, above ground construction exposed to Western Cedars#2 or better or to the extent shown. weather pressure treated Hem Fir#2 2. Contractor shall verify all dimensions and conditions on drawings and in field. Coordinate locations of AWPA UC3B �°'^ .'^"" openings through floors, roofs and walls with architectural, mechanical and electrical plans. Notify .j , owner's representative of any discrepancies. 2. Sheathing shall be APA Rated plywood sheathing or Sturd-I-Floor, C-D grade, Exposure 1 with 12423i4._�..] 3. Construction means, methods and all necessary temporary support prior to completion of vertical and Performance Category and Span Rating as noted below. Each sheet shall bear an APA stamp. Install lateral load systems is the sole responsibility of the contractor. roof and floor sheathing with face grain perpendicular to supports and stagger end joints. Install wall 4. Compliance with all safety and OSHA requirements is the sole responsibility of the contractor. sheathing either horizontal or vertical, and block all edges of sheathing with 2x4 or thicker blocking. 5. All work shall be in compliance with 2019 edition of the "Oregon Structural Specialty Code" (OSSC) as Block roof and floor sheathing where noted on drawings and where plywood widths are less than 12 amended by all other state and local codes, permits, and building department requirements that apply. inches wide. Protect all sheathing from weather damage and moisture. Replace all buckled or soft 6. Where reference is made to ASTM, AISC, ACI or other standards, Code referenced issue shall apply. sheets. Do not cover sheathing with permanent roofing or finishes until sheathing has a moisture 7. Design Criteria: content of less than 19%. Table 1604.5 Risk Category II Location Performance Category Span Rating Roofs Dead load {top chord/bottom chord} 12 psf{8 psf/4 psf} ; Walls 15/32 32/16 Snow load (minimum) 20 psf x Is + 5 psf rain on snow I Roofs (supports 24" & less) 15/32 32/16 per OSSC 1608.2.3 Wind Ultimate wind speed 97 mph, 3-sec gust 3. Framing anchors, joist hangers, post caps, etc., shall be by 'Simpson Strong-Tie'. Install per Wind exposure B manufacturer's recommendations for tabulated maximum capacities with fasteners installed in all Internal pressure coeff, GCp; +/- 0.18 holes. Framing anchors attaching to pressure treated lumber shall be Z Max coated or hot dipped Components and cladding Per ASCE 7, Chpt 30 galvanized and attached with hot dipped galvanized (2.0 oz per square foot) or stainless steel nails or screws. Framing anchors installed at exterior locations exposed to weather are to be stainless steel 8. Details shown on the drawings are intended to apply at all similar conditions and locations. with stainless steel fasteners. 9. Do not scale information from drawings. 4. All nailing shall be per Table 2304.10.1 of the OSSC. Nails called for on the drawings shall be common for plywood nailing; box nails for framing; and type recommended by manufacturer for maximum capacity of hangers and connectors. Nail heads shall not penetrate the face veneer of plrwood panels. 5. Nails, bolts or lags in pressure treated lumber shall be hot dipped galvanized or stainless steel. t r I DETAIL: OVERFRAMING CONNECTION TO EXISTING ROOF 10 PROii* SCALE: 3/4" = 1'-0" C-\ G I N E�/Q/G .-` w 54645PE r Job Name: ELLIS DECK- OVERFRAMING ONLY Date: 12/15/2020 RI Job No.: 20252 Drawn: BT t.1) ck 0 �1 oo.. ,. Client: CREATIVE FENCES AND DECKS, INC Sheet: 01> SN-01 C7A . W D Y .Civil Engineers OFFICE COPY RENEWS: 06-30-2022 6443 SW Beav:;rton-Hillsdale Hwy,suite 210 Portland,OR 97221 nk.C(10 sn0 0111 f.,•=A')')n0 0107 ,.,.1..7....... /�..__,.....,.. .. 06.13 PLATE-CONNECTED WOOD TRUSSES 1. All trusses shall be manufactured and designed by a prior approved truss manufacturer to the load requirements of section 0.10 and the following: a. Allowable increase in wood roof member stresses due to duration of loading per NDS for wood construction. b. Net uplift per ASCE 7 for components and cladding. c. An additional point live load of 350 pounds at any location of top or bottom chord. d. Additional loads from equipment and secondary framing as shown on plans and details. e. Compression member unbraced length shall be per Truss Plate Institute criteria. 2. Manufacturer shall design and provide all truss-to-truss connectors and hardware including load transfer connections between multiple trusses. 3. Lumber used to manufacture trusses shall be as determined by design, #2 Grade minimum, and shall have a maximum moisture content of 15 percent at time of fabrication or design adjusted as required by the IBC. 4. Prior to fabrication of trusses, the following shall be submitted to the owner's representative for review: a. A shop drawing showing a plan of truss layouts; individual truss elevations; bearing details with connectors to supports; compressions member bracing and connections; assumed truss design loading and parameters; and truss member forces. b. Truss design shall be stamped by a professional engineer registered in the State of Oregon. Truss layout drawing may be either stamped by engineer or a letter may be submitted from the engineer that states trusses are designed based on and conforming to layout submitted. c. A current ICC-ES report for all types of trusses being supplied. Also submit evidence of compliance with all items required by ICC-ES report. d. Current periodic plant inspection reports prepared by independent testing lab showing compliance with IBC Standards and the submitted ICC-ES report. e. Temporary truss bracing and erection requirements: If temporary braces require elements outside the bracing system to support loading from the bracing, the amount, direction, and location of load shall be shown on the shop drawing. f. Job site handling and storage requirements: Trusses should be covered during storage and kept dry until the structure is weather tight. 5. Do not cut or drill truss members. 6. Design and installation of temporary erection bracing is the sole responsibility of the contractor. If temporary loads are to be imposed on permanent walls, floors or structural elements, redesign permanent structure to support temporary loads. 7. Truss erector shall erect and brace trusses per the requirements of the truss manufacturer, contractor's bracing design, and all applicable codes and government agencies. 8. Truss manufacturer shall inspect all trusses after they have been erected and sheathing, bridging, blocking, etc., has been installed. Manufacturer shall submit a certificate to architect, engineer, contractor, owner and building official that the inspection was made and that the trusses are in acceptable condition and meet with the manufacturers' design and installation requirements. DETAIL: OVERFRAMING CONNECTION TO EXISTING ROOF t PROFF��i SCALE: 3/4" = 1'-0" 5� 4645PE " Job Name: ELLIS DECK-OVERFRAMING ONLY Date: 12/15/2020 1• ! Job No.: 20252 Drawn: BT ORLON �� G< o� �� Client: CREATIVE FENCES AND DECKS, INC Sheet: y °g� SN-02 r A �P� fl W D Y Structural •Civil Engineers RENEWS: 06-30-2022 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 .,h•cm 9n1 R111 fv•Fn'3�nz R19) ,. . .,,.,,-h„i rnnn ) 2x FULL FOR INFO (N) 1/2" PLY W/ 10d AT BLOCKING HT LOCKING NOT SHOWN 6" O.C. AT EDGES AND AT 24" O.C. SEE DET 12" O.C. IN THE FIELD. TYPICAL BLK AND NAIL EDGES NW AS REQ'D - EDGE NAIL (N) 2x4 FLAT EDGE NAIL TYPICAL BLOCKING AT 24" O.C. (N) 1/2" PLY W/ 10d AT A 6" O.C. AT (N) 2x FLAT (N) CONT. 2x4 EDGES AND BLKG AT 24" O.C. W/ (2) 16d 12" O.C. IN , W/ 10d AT 6" O.C. AT EVERY THE FIELD. (TOE) TRUSS (N) VAULTED BLK AND TOP CHORD ROOF TRUSSES NAIL EDGES / SEE COVER AS REQ'D PLAN VIEW r - (N) VALLEY TRUSSES EDGE NAIL AT 24" O.C. MAX - SIMPSON VTC CLIPS AT 24" O.C. X MIN (1) CLIPTOEA (E) TRUSS TOP CHORD TYPICAL , /0., ---- 0 7- I ' (N) GLULAM BM / \ AND SIMPSON SIMPSON A34 CLIP (E) GANGNAIL TRUSS HANGER AT EA TRUSS THAT AT 24" O.C. WHERE OCCURS CARRIES OVERFRAMING CUT AND REMOVE t (E) OVERHANG FRAMING - OVERFRAMING AS REQ'D (E) WALL FRAMING AND SHEATHING REMOVE (E) SHINGLES TO REMAIN UNDER OVERFRAMING. (E) PLYWOOD SHEETING TO REMAIN DETAIL: OVERFRAMING CONNECTION TO EXISTING ROOF %rt.D PRO/ , SCALE: 3/4" = 1'-0" / _S 1N ., /� w 5 645PE Job Name: ELLIS DECK- OVERFRAMING ONLY Date: 12/15/2020 U) Job No.: 20252 Drawn: BT OREGO tfl ��< oo� �� Client: CREATIVE FENCES AND DECKS, INC Sheet: Y °g. Z \, S K-01 T A . P fl W D Y Structural:.•Civil Engineers RENEWS: 06-30-2022 `� 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 ..t,•cno nno OA A a...en�nnn Dann -I • ____ Thnnri 4 t A -+5 - t{vnl€ounEy, , ELA5 4203rs-r I 'ist5 SU EL-90E ST c5U'')(,40-`{RIS 131' Et.E..1Ai1,a1 S ATE ? - , '` I '' 5C t = 1 S o� Is o M8 r°r' Z, V 1 P411 le%4-44 t-- 35 ) . DB-I f F(5#0 c PooTgfr,r:‘ CWS FILE NO. 20-002841 Approved NEW Clean Water Services %yi pr �0, FOR ENVIRONMENTAL REVIEW By Date 10/29/2020 Vt0t6e / 14'E 6 M S► SPL ATTACHMENT 1 OF 1 / ' € 115 a la, SU Ei4dyC 24C suelYrivti 2.415 AS)0710 —