The URL can be used to link to this page

Home My WebLink AboutBLD2023-00710 Pole Bldg Loft - BLD Engineering / Geo-tech Reports - 3/28/2024 STRUCTURAL EVALUATION REPORT POLE BUILDING LOFT d TIMOTHY GOFFRIER 121 E SKYVIEW DRIVE PARCEL 32106-75-90132 UNION,WASHINGTON2 Prepared for: �gi.u� ge Timothy Goffrier 3 ov 280 Washington Avenue Unit 709 Bremerton,Washington 98337 . Prepared by: nopy Enviro'tech:Engineering PO Box 984 Belfair,WA 98528 360-689-6045 THESE PLANS MUST BE ON THE JOB SITE 6%t y FOR IN,$-P-L ION: a3045 REVIEWED FOR CODE COMPLIANCE MASON COUNTY Project Number: 24023 Bl_1I1,_17ING DEPARTMENT March 19,2024 Introduction Envirotech Engineering(Envirotech) completed this structural engineering assessment for a loft located at 1.21 E Skyview Drive(Parcel 32.106-75-90123)in Union,Washington.The proposed loft will have an approximate building envelope of 30 feet by 22"feet. Engineering Analysis The following analysis provides methods and calculations for this project, and mostly references the 2021 International Residential Code (IRC) and the International Building Code(IBC),utilizing working stress design.This design guide was used for analysis only. Design Loads-The vertical loads of the structure provided below accounts for the factored dead loads and factored live loads. Floors=40 psf live Floors= 12 psf dead LEDGER BEAM ANALYSIS 1.75X117/8 LVL Fb2900 Load Parameters Maximum Shear Loading=(Ibs) DL 12 psf VI=wL/2(max shear) 2860 Ibs LL 40 psf SL 0 psf Capacity RL 0 psf F'v=Fv*Cr*...*Ci 285 psi Vr=(2/3)*V*A 3907 Ibs 2860 < 3907 o.k. Beam Parameters Maximum Bending Moment(ft-lb) Length (1) 11.000 ft Span, L 10.00 ft PL/4(point load) 0 ft-lb Moment of Elasticity,E 1,900,000 psi W01/8("dist. Load) 7,150 ft-lb Moment of Inertia,1 236.6 in44 El 4.49E+08 psi MmaxTotal 7,150 ft-lb Fv '285 lbs Support ff Bending Moment.Capacity(ft-lb) (ff=fixed on ends, ; c=cantilever ffc=fixed on ends and center) fb=Fb*Cr*...*CV 3,002 psi S=bd^2/6 0.0233 cf Bending Design Value, Fb 2,900 psi Repetative Member factor,Cr 1.15 M=fb*S 10j072 ftdb Goffrier Loft Envirotech Engineering 121 E Skyview Drive PO Box 984 Mason County,Washington Belfair,Washington 98528 Page 1 360-275-9374 d , Size factor,CF 1.0 Load Duration factor,CD 0.9 M>Mmax Beam Stability factor,CL 1.0 CV 1.0 10,072 > 7,150 o.k. Temperature Factor,CT 1.0 Incisor Factor,Ci 1.0 breadth,b 1.750 in depth.,d 11.750 in Deflection Applied Loads(Ib,Ib/ft) P.L^3/48EI 0 in Point Load, P 0 5wL^4/384EI , 0.28632 in P Location(c,x) e e=center of beam Total Deflection 0.28632 in x=load dist from furthest support 12.0 Allowable Deflection 0.33333 in Distributed Load,w 572.0 plf Deflection<Allow ok Floor Joist 117/8 TH 210 @ 16"O.C. L/360 Live Load Deflection (Minimum Criteria per Code) 40 PSE Lrve Load!10 PSF.Dead load 40 PSF Live load/20 PSF Dead Load Depth TJI° "' 16".o.c. s12"o.c.+, . .16"10� . 18'-9 1T-2°( lb'=8 14`-0"- 18'-i" 15'-8" 14'-3" 210, 19-8Y 18'-0" 1T=0" 15'-4° 19'-8^ 1T-2" 15-8u 14�Ou - 230"" 20-3 18'-6" 17-5" 16'-2' 20'3 -- 18 4" lfi-6 14-9 110'. 22'.-3' 19'-4" 17'-8'. 15'-9"i1i �� 17'-8" 16'-no 14'-4°(1} =210.. 23'4 21'-2" 19'-4" 17'-3"ii' 22'-4" 19'-4" I-11'-8'' 15'-9°+rr lh/e 230',. 24'-0° 21'-11 - 20'=5" 18 3" 20'.-5" 18'-7 _16'T!') IGO, 25'-4'_ .23'-2" 21-10" 20'-4"r�> 25'4" 23'-2" 21'-10"r;) 1T-10"1) 560' 28'-10° 26'-3" 24'-9" 23'-0" 2B'-10" ( :26'-3" . 24'-9" 20'-11"sli ,110 24'4" 21'-0° 19'-2" 17'-2"Q) _ 22'-2'' 19'-2" 11'-6°(1) -210 = 26'-6' 23'-1" 21'4" 181-40"01 24'-44- ^21'-1' _19'-211) 16'-711) "14" ;230 21_3° _ 24'-4" 22'-2" 19'-10"i1)-_ 15'-F 2T-2'— 20'-3"(1) 17'-6"4) 380:, .28'-9" 26:73" 24'-9"(1) 21'-5"M 28'-9" i 26'-Yin 22 4.0i _ IT-10"M 560 32'-8" 29'-9" 28'-0" 25'-2"n: W-'8" 29'-9" ( 28`-3"rn 20'-11"Ol r n n i i u i i n 210; 28-6° 24-8 22`-6"�►� 19'11 us 26-0' 22-6(1) 20 7";1� 16-7 irr 16" 30'4" 26'-0' (-23'-9" 21-1"i11 27'-3" 23'-9" 21'8"r�� 17'-6"i'? 360 31'-10" 29'-0' 26'40"M 21'-5-M 31'-10" 2640"(1) 22 .4111i 1T-10"", 31'-0"tis 25'-2"n}� 36'-1" 31'-6"rn 26-3"nt 20'-11"+rr (1)Nleb stiffeners are required at intermediate supports of continuous-span joists when the intermediate bearing length is less than 5�14"and the span on either side of the intermediate hearing greater than the following'spans: Goffrier Loft Envirotech Engineering 121 E Skyview Drive PO Box 984 Mason County,Washington Belfair,Washington 98528 Page 2 360-275-9374 Versalock 611 Screws TABLE I D=VERSALOK FASTENER DIMENSIONS AND STRENGTHS UNTHREADED MINOR ALLOWABLE VERSALOKa OVERALL LENGTH OF. THREAD OUTSIDE'' BENDING FASTENER FASTENER HEAD 'LENGTH,L' THREAD, D 7x SHANK (ROOT) THREAD YIELD STRENGTH DESIGNATION MARKING DIAMETER,D,- DIAMTE) D STRENGTH' ' -(Inches) (inches) DIAMETER D, T (Inch) (inch) (Inch) (F,*.PSI) Tensile Shear' (Ibf) (Ibf) -VLOK006 F6.0 VL 6' 3 VLO 3 0.228 0.202 0.304 200,700 1,833 : 1,235 VLOK010 F10.0 VL i 10 3 For 51:1 Inch=25.4 mm.I Ibf=4.45 N,1'psi=6.895 kPa, 'Measured as shown inlhe figures below. ?Length of thread Includes tip.See detailed figure below. 'Bending yield strength determined per methods specified In ASTM F1575 based on D, "Allowable shear strength values apply only-to shearing In the unthreaded shank portion of the fastener. 0"Sam 02351,NOx ' .t'A:':i•F Ixi[r:p15 -O TJIFn.vGP . 06•A l0010-•� � FOR-PCEI/.OIC� P—;; 0338-t 7,IM 1z"t Icn f,cP lf3—� UNGM FIGURE 4—VERSALOK FASTENER Simpson HUC01:81/11.88-SDS IUS1,81111.89 — 1',4=.IIA 2' - 119)0.148z3 — 70 1.195 1.345 1A55 1,020 1.10 1.250 PdIl11,S1l11 %• —'i�i�`1144c 20 .(20)0.162 x 316 (2j GA48 x I% '230 2.990 3,135 3,135 2.475 2,695.2,695 i'hx11'h HUS1.81110 — I%r '87k= .3 — (3g)0.162x31h (10),G.IG2x3,h 2.675 5,510 5.830 5:830 1,-0, HU11= 1'bic :111ie" 2h Itin. ;(22)0.1G201h (G)0.148x11h 015 3,275 3,695 3,970 2,820 3.180 3,425 btyc, (30)0.162 x 3;t• (10)0.148 x t h t,795 ' S 4,705 4,8t0 3.945 4.340 4.600 HUC01.81/11-SaS 111c; 11 3 (10)1/<x1F.S0S (4)/r.IT,SDS 1,31 2,500 ,875 3,125 1.000 2,070 2,250 l.9n. 11210.149x3 — 70 1,615 1.745 1.220 090 1.500 , Goffrier Loft E_nvirotech Engineering 121 E Skyview Drive PO Box 984 Mason County,Washington - Belfair,Washington 98528 Page.3 360-275-9374 DREW GRLSON T.E.GOFFRIER DESIGN / Approved for Issuance Eneln�md�e�aanm�uo�ar.l�h�r.��.� : r RON . r-Ar-mt+=W - � aam¢w,mnNmoN ea,w Mason County Permit Document I I a i f{ etozozamno Reviewed for Code Compliance Mason County Building Department . ; k I+ I 1 I IIII 1I I �l Ia I,, I II -I I eulltling Alr tnnkago Test 5 I t r r 1 m n I l f LIP!, _ 1 r �, 4 Caron Monozre A azms�m>• R � b � I I � I 11 p. R >ppru..en.eon mom>lae.mrm»h>o be(nuamlfnmme 81' '' Imemh�'.�iaie' w�,l.`.rraeah>w,;u.amlb< 4:, Flo tl', f l l I al a-'y i I. I .� l P I 1 ! Plem>ehoa bclulrJummplyingvilh ln.wr.l lvndl[J In II i �II II l I�' � I �r i � I I 11 I f I I I i? I � � II; t I ;II l I r Issueo oRAvnxos a Il I� 994 l ! �1 I'I + I �II y p al 1 �]I I I , rl�I , Sub olr to aerforminawork al — ases.23 PFRu❑I.c uE— ilI III, Iy ,li b} rl I` 4 I tI I l J 4 — LIovl.an' : I.I c�%n>�b vr�nit vunmber�wgw>�Ih��ope�Wetm�lc. — vJon Ihelm.erwrGceof the amrlmuxrbn WSEC R.o>.>., I '. •I .� e.,• !."SC T-SF 11a')--SP-If-S1•� �- --rSd I Sr I ,S�• r T3•aDnen OrroST nI'CenERarosr�'-rSCEHmiaFPOna" —_ ��—wmnrnavmr—l—cocrRm+orrosr--anaRm+oPasr—: I ' Heat Detector _ — A Noat MI at te In e,laehed as garaseanalnl.monnecl.a man ef.an or.mPt. _ — oterm m.,aaea la w a.rwlna•Im,al D ELEVATION-GARAGE.SIDE ��AaION-GARAGE BACK Provide Manu acturers scue,>n w installation instructions at - � � wsec porm�nom corullmm _ SITE -Pramin In ecttorr•---" b �. a. .a._aa COPY MUST COMPLY WITHPERMR — — .wwaNO.,Nmrr.m �:.....,... I I CONDITIONS Plans to be kept on site I I i I I I I 1 y 1 F I Those plans must be on the Joh site 1 III focins eetion P I I I i II' Roof Ventilation ;I ;I 1'I At 1 sq ft per 300sq ft II � Sea Renidenllal Plan Review Checklist ' ' �— 1 �li I-:1'-" "I (I I I r I I I 1:I i orlmPorum cme mmrnl.nen.w mnu.m.,w:we 1 I 4 - Irl I b I I b i :I b I{ I -I _ Fu117ruas Eni do ttie ava0able . b 1 I { ; f ;� I I { � 'on alto at training lnsPsceon II I I 1 Iis. N. f pp !_ ° l I I.I n nPPRwm.sevrrs n In III I 1� I ' I 1r ;iI I Iit .I �: Pmpa wn®mN+a�p.�n ra,mm...�mamum SKYVIEW —mceNrmoP Pear--}--mccaanorvaar--{—wr�nexoProsr 'a 'xaxrtRaron-k-nreenp arrow-{-rarfxrmorwm:� to wmul.mw..o.mom.y:mwo Frtuumw—uoe bnmbem w—oq tav M�y�>an SAGE-EXTERIOR ELEVATIONS 6 Nmmm mamma a mnu mpwo a bmr ma B ELEVATION-GARAGE SIDE ELEVATION-GARAGE FRONT mpEbW mb caema>mPm,a. W,V INti1+P IErA Peps No: ado-M(31/2025 THESE DESIGNS & DRAWINGS ARE THE SOLE PROPERTY OF T.E.GOFFRIER DESIGN. o a e e ID-101 DO NOT COPY OR DISTRIBUTE WITHOUT WRITTEN PERMISSION Reviewed for Code Compliance T.E.GOFFRIER DESIGN Mason County Building DREW CARLSON Department Approved for Issuance .me R NCRIMNEWAY (�TN+'mrmr�-m SEATREWA9CHOTW%1M SIAB INSULATION INSPECTIDN REOUIftEO _ Mason County Permit DOOUment /1 BLD2023-OD710 UNDERGBINROUNDINSPE ao uo PLUMG CTON ' REQUIRED • Awac __—mrR I mai I I ztF� _ _— 7a g vie ALL$ �m f TD DW numc _ FO R]1 n°0Y 4 U01 i _ 1xmaRmR - ISSUED DRAWINGS 5-WPUCMIaume ND - 4 4 - , 'CO p F 4 O.�i.D513 PEAI1AR IccDE=_ r aoe I'. e .•. r - ,aon�yj,,,,'Nr i._=rA-S-F-J,_rrwra.re_�xa...—eanf bdm lWIeMiwne hort WmnElWrobc bMlJ.Cltlibu�laaeJDi WedEB aM—fImReJea—IaQ—Nn.ro N—l..-`i�b" X KHEN xQ Heat Detector AN „ p — — —. I s —7I PLAN-GARAGE SLAB PLAN-GARAGE FIRST FLOOR n PLAN-GARAGE LOFT 3 ,N+ra 2 r.,Ew.f a 1R+f ff SPECIFICATIONS ENERGY CREDITS .. Ww L .df a wmr�iun SKYVIEW GARAGE-PONS ' ITGD PrmpN Nn: Do[e C./J7/203J 0 2 4 e 15 10 ID-102 T.E.GOFFRIER DESIGN D—CARLSON Approved for Issuance e�mrer�.�a Arwle�aI�4Y.ew�9o. 6FATRE WA9@GfIXI B0i0! Mason County.Permit Document OLD2023-00710 Reviewed for Code Compilance Mason County Building Department f VO WALLS TO ALLOW FOR— i ISSUED DRAWINGS .. DSffi23 P�sm¢LaaLa� — AWA61wn - i � ` r i -._..._ I l x. L...._.......... _. 3 PLAN-JOIST LAYOUT 2 1 FLOOR PLAN-RCP 2nd FLOOR PLAN-RCP crAat:,R�.,•.v w Q RrstFClmeenuwwnlr:crrm �AmawAR Rmry Aomrmrunarts OO © SKYVIEW m (D ur GARAGE-RCPBJOISTLAYOUT e O L0 ILW vroict Nx e_te.w/32/xoil Sro (D "°""° a 2 4 a Is ID-103 °�"ALNO1£5 FASTENER SCHEDULE _ I.TNEOWNERANO CONSMCLORStIPP!POOliit®.9F00. aE DCCGPRONOF BULLDOtOF1EVERlI NUMBERANDTYPROPFASTNfIt SPA 0AND LOCwl10N DESCRIMION OP B'lHDMOFI}'81FM9 NOMBER wNDMBO?iASTNtA AB SPALDJOAND][ICw1iR{ VF]tffYMG AILDD4NSIaN9 PAIORtOSTARIMO CONStAUCRON.ANYETAUCLURALCIWAE9N -ROOF - - it00A BUIII)INO YUSr86APPAOYED BYALICENSEDINGPa}8. 1 BLOCKING BETWEEN ClUP1G)OLR'[aRAAPTtBATOIOPPLATE 4Mala1L111J)OR iOENAm 3I 1'SUBFLOOA IOIOIStORGRDFA - }16080%P Ira0.li3)OR BIdIDAN0 FAC6N•n 2 ANYOISQLEPSTtC�4BEtWE@(iN631itUCIUALDAACID:GY. IdOEDI cm NSXD•LIUOR f-16dC�atONP1llhm7 1NfFS,AND110J ARCNISECLf1AALDMWDIQ4SNAILeH 1-IOD00NLULS t)OB U PPLANKB aLANKAND BEAK-FWORANDRDD!) f-Ibd BIL`L(l N%0.11])OR ATEACNHEAAWO,FACBNAB.' AFPOATEDMTIIBENQDBYROF RECOM PRWLTO IJ'%O.lI NA85 1.16dCORmtONp V1)m.ib1 CONSaIUCTINO. ] =INGJOIS Toro pl.RLB .1-]dR VHLDIII)GR PFAJ015T,ro8NAB. '1.EXCEPZ WRHLBNOTFD HYAN INOBOSA,AILBUHDmJG ]6 H.LTm°RRPIJOIST]D IOmT }I-COMMONNA09(1X0.14elOR ENONPO.- 1EEIHODS.tdAlERWS,ANTI WOR%StM'910PatGILBBIN .. IJd CO.RmIONp V]X0.1In0A. 410d8o%px11IB)DR. ACCORDANCE WtlNlilElNlEIINAn¢]ALBWDPO CODH J-iDODO%a%411gOR /Jx0 M NAUA 00. ..A•l'1(OJI NABS DHQ)1BIl EOJ11aN. S CEOA'O JOSSNOf ATfACHmroPARALI]1RAFLERIAPSOVMtPARtIDpJS ISFESFI9°N IDd RO%PX111810R FACP NA2 4l•IIG.6TAP1FS,lATCROWN' I.SABCONJA,RCl0AS R13P0.Y4®151QR IAffLTOaH@]0 HF02f1ANOTASLEt02f.11 S-I60 Ca-walRIx ua - n HULLSUP GIXDFR9 ANDBEASS,IA'O1LUA0FRIAYRR4 20d CO]WON(G0.1T.)OR 11Ad EACN UYEAASYOILOW5:3I'0. 9wfE WORR PRAC1i(FS ANTICONPJAM'Oro AILSAFEIY n 4 ATTOPAND BOIIOM AhI)$TADOMtFD OBDPUNCE4 '.. 1 CFAINOJOLttATTAClaO iDPARAiI.ELRAFTER(IPf].JOINDLSEBSFLTIaV R5m RAND TABLBAP01.13 FACENAO. "" 1{•QC.iACENNLATTOPAFD M ' DFS3QNCPJIERIA TAOLBtlOLf17 _ .RNO. NA89 EOTro3 ATENOI 01TOSRSIOET 1.� J R AND: PALHNAB.ATENDS O L F11]ORS: IVEIAAq I3PSPDEMIIIAD. }160 CWmtWlPIraD161)0A 3dW COMMON(OIG lopuD .iFO. A1D)ATFALA�LI� V Y WALLR:IOPSP DPADLOA0. IJ%0.111 NAIIS J-Iae BG%aX11]h00. F"q- l.S005:1l00 FSP ALIAWAOL6 BFAAINe CAPACRY. 6 "IFAORAOOP Pu I BU% lJ U3Jf0.1])(1R 1I0 ON '9D ]•)%0.111 NAR9 J'IMCOIR1aNNABSa%111e00. ANOIroBNAE•ON 18 LEDDERSTRRSUPPORTINOX-ORRAFLEES 4lW COMMONNAUS aR0.16!7OR AFEACHJOSTOABAPIEREACHNA6 A Q p n LONC3ET6 AND STEELREIIRRIRCEMEM .410d BUINULS1F1 OA EACH IESmBOP - l-fOdHOXI]Im.lJ1)Da I.AII.CONGTP.IB NATETt..•R 6m@AANDMCF]1HVf 4l%0.1]INALLS PI,CHRAPIER 41)1005 PXD.IIB)OR SIIaIr Q�y�p),(TppMp�p)gpFMgBC. YORIBP FMPffA l-lfid N,W9p O1X0.R!)O0. IIJE IJ'%D.I]I NAGS �Q N J TObDDAVMTRIOGBBFAN }IOd COMMONNAOS(J%GIIB)00. 19 BRDGIND OABLOCRBIJro AISf 3IOd H[D[a1LG.nS)6E PACNFTR IDBNA6 M f•1 2.1MLFS1A3>flJRlLRd 1YM C°t1PRES9L9SfAFN0111tR�L bIMBO%PXDl30)OR ]dd CONMONP Vl)(O.IIp� w J IJx0.13LN ).ALL SIEELAEQH'ORC@11�TTRISAI].BEASfMAfi1f,ORADE{0 FND NNL ITEM DFSCRRItONOP BUIlDGVOh'[FhtENt9 NUAIDPAANDTYPB OF EASIIAR(AB,C) SPACINLi OFPAShNFA9 a w Q UNLESS OTHERWSBISOTEO. 2-16d COMMONNAOSa)M.I/RIOR .. - EOGFS IN18AiAYD.1 O N I.wA[LSPLICESAMPSJUN OPJi BAROWO:iEA90XIC. -}I6IHOXIJ%DIIBJ OR WOOD STRUCILRALPANP19,9U&F'LOOAINOFAHIID.TBR100.WALL 595w1NOlO TO PRAMDJOANDPARIICLEBDAM WALI9HFATFImT1'RIYRARBt16 WHICHEVEA6ORFAL&LwALLNOAnONML3ITII.AT lJ%0.111 NAIL4 (SEBlAH18p601.)PI FO0.WOOD SIRUCIVR..PANTO.E%IFRINL aALLSHE'AI!@IOroWA[LFRASfD:01 I11� M CORNERSAND INIElSEC1IOPS OI FOIII:OSANO WAILS WAJ]• yD y0'-V2• 00(�P��A�)lINA6 0 Ii WfiRCOR)HABA0.3.LAPS WIL®]nSSAMRPWSSHAfL IW OS w PAN I ll U1Y61 ) { L IOi BOXp I/LJ"➢.Rq OR ICOLPAtBNAd f.pLNie°ACRI�I.TSTLELAPo°DN�RFQUBLEAT -- fOCO?Vd°NR Ih RIJI NA2(ROOP7,OA b U MGJIMUN LOVFJIFROMPAR'aLAll'M]NLRIUMLQVERn ]X0.1l1 NAQS RIlE401:aSlRlmliJ)NAH.GIOOP) R£GUfAFD ATINIEPJORTACES OPBOTNBIAB9 AIID D 1 A CORN al .308 WArr a (ATHRARDewIRI3) IX0-NwOS 11 190T•1• Sd COldl.[ON NAH.0 1]%U.RI)OIIRSRSAI:6 li oN(l vixb.IO» PSUFAIU)Nwu.R-UOP) WOOD lB BUILTupI ER a•ro 1'ItBAD WJiH Ia'SPACER). ifi0.COMMON IaND.I OR J-.a EA.HMEPACENA6 13 IIB••Ill1• .. IOO COMMOC(nW.IN)NAMOA ) 6 I U'O-CNEDUEFACENA¢ EDRIOX0.111)DSFW NAe, L PAEFAHRIGT®JGRI9,TROS56.EIC SIWIDB Il CO-Nu0U5NPADEaloSND }tdBo%a12TD.ln)oa l0EN- .. FIICN®fD ev OTNE99,ANDIN3fAr•mPER .ladmbmtGNa VI1M.l)g0R S) N`SLAuClI3AA MLLTARIC3lBFABOARDEI@AL10NW IIR•OALVANIITDPOO}A4l NALL ) MMThACNREAS 6PECOIGH(RVA FABRICAIORID OIO]HO%anul) 711fi•IIPAQDLASB:-I18.OR I IM IIOA PROVIDBAIl CONNECITONILRAO$ • v 21M.FSSOIfIDlW68NOlFJ),IIHADER$WallI2NG-1160P6 11 TOP P3ATETO TOPMIB IOb COYAI@d(!I 5.1611 i1cc FACRNAO, Oai655NA11BEULID ORfi%R WlpiA9 i1BRFOR t BO%U la%O.ISLNOR 'QC.FA®NA6 N 13p3`sT0.UCNJIALCP4LUlU5EFiBPAeOwR°SLEATP-G Iv{•GALVAlAZE ROa�YiONAH. 11 6 TNfi•ft^.ADI)JM¢TER,ORI L'1'160A •OPENINGS 169111.STTIN WD BAT IFAnIX.r CRRPIP,AND S ONBNOATEACHENCNFN0.U96ATtJYST1 U OOUBLBroPPLATESPUCB. &Ibd COM1DMONpiF1%AI6310R CAWPLES 3VRO➢BNBVGSOfIFAIEATNAN T. IYIbdEO%a taAi.aROR FAC NHACHSINROF 31 NXiNT(L-NA N'6YPSVN ATIRIO T 1 �a 3IAPL60ALVANDER ORI IR`IDNOIW '].AGLBPAMS 6TtALL BE OOWwFOt RI,VNfESROTFLL0.WSB ,]-IBd BO%aXO.ile OA T.F-I.I.ENOIH HACRSO]EOF NOlE0. 3d'X0.31 NwB9. 1,04W O 4AILCOLIlMN9 SINlLBHIXIUONSFEEFI,UNI}59 'M Sa'OYPSUM SI]EAIFIQIo Ile•OALVAN6E0 RLOFm9 NAG. ] ] {r�FyJ] _ 1 80230N PutF.ro) JOSS,BANOJOmT BM]CILWOGiOrATHNAC}D 1 COMMONl11FL'(O.IfiJ) 16.0.P _ S}APLY G,LLVAIR/FD,ORI BR'IDNOI SR p H f.3IXUCRR =FSAT@tO,ATIDIX PAL-fRV106T39WL WA]lPA]427 160.HOXlJ 1ONRIU)OA ITO.0 FACENAO. WW77 BEppDGI.SpOtq•UIIIEq OPD,gR•mENOT1a IxO.III N^D.5 WQODSTRU U L PANELS.COMBINATIQNSUHFLOO WDFJUI&.....IFO If BOTTOM Mu TO Lout HIJOISY,BM`OI06t 0ABLOCNLW(ATORA®WAILPAYQ.) ]-160 E6Ta VIX0.m. IF.lGll lb'aCPA[BNNI. 11 YI•wNp1E4 6d D}F°AAIEDR'%0.1f0)NAQ.OR 6 If SOtW FOV^IDATTON ..LIbdCOMMONpI/JXA16S)OR ]EACO.a FACENAm BACOMN0.NalraallllNAR I•'I z VJ 4LTILIII NAlIS IEACHIfiKW'OC.PACBNA6'II..S®Stl.➢BPEOARPTIN FOO UCNATPJA nC[ofNYSOAFNID•WBUPLLBP0S01R6E QUS®ro' - 1tl .TR`-•1` ` BdDEFORMFD pDM.i1WNARGR b 1] Z Ifi TOPOR T° ID 3 3.160X P IOBoOlt %.l]O6AF00JWO3 .LoGT1DATWoF1T Ma 11 (7.Z BHAWTfl6 FASRNO AJm FWALGRWIG)SIIRFACBW+ 43%0.D1 NA1L9 100 COSm(ONPXQIIMNAD. 1z�-0 f1NDt3NRBED50IL AL1EIQiATRND.Y,FDDIIIRG4 tdAVBE - 'MID NA6 ANAIISAFESM00MLOMMON.BO](OR EEFORMEDSXANR4 UNlPi50i11ERPASf N01ED.NARSUSPDfORFMMtIG INDINFATh4G iY F' PGCFD ON 6NOWENUFGLeE0.TFIDREQlIm6�lI40P }16d CO)mdONNA11S lJX0.11nOR (UNNFLIIO.YSSHALLNAVF MINIMUMAVEMGEHElD3TAFNGMSKSNOWN,W131 FO0.5NANXgMAflFROF61P3N01a® Ill^^^!G/1 31R• A GGOtECFdIGLF1XiQtEA }IOd BO%PX0.nB)OR 1.STFA(aA1LY ltI15TEXlENDATIPASFFABOVBFINAL COMMON M4y,90 n1f0A5NAN[DUMEIFRS URG@TIWI0.16MCN bUTNOTIAAGC0.IWJNQSP WOLAN0100 KA FaR SNANR O J-1A0.111 NAGS GAAOE FOVNDAnON WAfLS GASR118TNAHfAS DVdATTERSOf031]IHOr Ofl1IIi ... .. G`- bff.A5URE0 FRO.N SHEEOlIimt OPTNBFOOTINOTOTF3H n TOPPGTES,IA➢S ATCORNER9 ANDATkA5FLf10NS I.10dBO%aX0.11e0R FACBNAm e3TAKWUEEGAGCWTNE tAOUTKAiNm1NMT/16ANOIQLKATM$114 7W roT OFTJis STEM WALLIlIAl1HEDL4@®BYA 1-Ibd.MWAiN P IORO.3LTIOR CNAHSLRLLBESPACfDATNOTMORETXAN 61NOIFSON CENIERATALLSUPPORIWNFPEEIANSAREdE MOL60RGAFAlE0.1At14TPN LACE)®MIGMPt'JL JJ%O.nINA05 ANDINALLRESPACED{INRI[SON CENfIXNMERt1NE UllIMATt F N CI A'uMecY0I16+RWISBN°]EO,ANCHORBOGTS 51(ALLHB}' Itl i0P0ABOT]O Hi IO SND -)- IA- aF0URF0°TBl&FOOTRYOTlNQXVM SNATABu QDVERRCAHA GREW CpRLSON DIAIVELIIL EIOEDDffiTEDhPTHOPT',SPACED@4"..C. add WMMON R 1aX0.IlnOR LIFAPNG°F FASIEIVEpS NOTINCWOEO MTNISTABLE SMRLLRf RASEDONTABtE R6019aJ AND LOGTED WfIi@J n'OPAILPSGIB.AI2ANCHOR 3-100 BO%(IXOpR)OA F FORWDODMIMRALDANELRODFSNMNINGATFACNEDTOGABLEENDROOFFNMINGANDT°BiTFAMEPAIESUPPoRR Approved for Issuance -" BOLTSSHALLV383•SQUARERI'i3BLICSIEn.PLATB 1-STAPLF]i,1•CPDNN 16GA 1]JI LONG ' WR MIR IRCNES OFIIOOf FDOESANDRIOGE;NAR4fMALLBL AAC�DAT 6INMl10N Ca1tFRWHEIIETME UIEMATE OESGN PP WASIffJLS I l N91iP iNWOIOBACHBURIN(1 ] BO%pla%Dll]3OR FACENA6 WINDSPEMMULSTNAN I OMPNANDSNAUOESPACFD/1NQIESONQNEERWNFAETNEVUI nDnIGNWDIDlPEF BM -ONa1/1%D.RI)OR MPNONGRFATEIIBUT=TNANSfiOAiPN. YIOd E0xaX0.nR)D!l .'O.GTMIM SNFAINING SHALLCONiORM roASJM 1335AND 5NALLBEIl6TIILLmWA(IDROINQ WIIIIW151 FGIERB04R0- �N„uw�((J�IIIIL/J7� ]STARFS.1•CROWN.160A 1 W I01J0 SNEAMUlO SNALLCONf0W W AM,- LACLR'OODOI COMACSW(IIICONCRERSNAtLHB SO 1'10TAND WIOHR S!@wrlM]OroPACHBFAROIO )dbBOX aLG%11.I11)OR PACEIUB. H.SRACMGOFFASTENERSGNMOORSNFATNMGPANEL EDGES5UPFORf©BYFRAMMGMEMSERSANDR8ilJ E0R1°LSPWAT PRFSSUBBRWTFA 3ddCWCMaN Rla%O nnOR FLOOR FERWITUMOKY.SPMNG OFFASTENFRS ON ROOF S FMING PANELEOGESW=TOPANFIEOGEDLIFPOM 1.YRFSSUAETREAT®1%MU➢56J351WLHRPASIBNED TO }10d80%pX0!]R7°R FRAM VIGMFMBMANDREOUIREDBL NG.EL°CONGOFRMFORFIOOR3Na"G PANELFIIGESPEIIDFNDIL114ATOlHE' nS FOUNDATfONWIT)IANCHOaBOLTS -' )drAPLE()Xjn-166AICI F MINGMEMBERSNEEONOTBEPROVID£DERCEPEASREQUMEDUMERPROVILONSOFLMO M.ROORFERiME1ERWa Mason County Permit DPCUment RESUPAP MORFlFDRBa FFASLMENINCGDMroF ANRFAROMOLENOTUPOAM°IIFINCaJ. L E ILING 10t1TINALYDRMNCFWIfMi115E01EDUlP,PROWDETWOTOE FID0I30710 D FACE- WERE I. E�y•1)D48000BLC IOSis IRIDERAii PARA1.LF],PARTIDOJS 4W 00XRIOR0.1n)011 NARSONONESIDEOFTNERAFIEJL NDTNEMENk1 FROMTNEQ GJ=MMPMn NAC MMaWR M W �'INATE%14ID MORHTHAN1mBN)STItNO1a DOlIDLB ]dd CONiMm WO-13001, SOIEOuILMErolNAQON-.11O]RESIDEOFTN[RAFIERSNAHNOTBEREQUIRED, c, S•I.SaxpX0.ISR)OR J.RSRSd1a ARODFSHEATNING MNGSXANAMAILMEETWGTNtSPEOFX'AT10NSd ASIM 166J. IomTB^eE^LvouDumEOARw+>oALLGPET'was asr •cAGWN fea IJ;IIum Reviewed for Cod a Compliance z f.}LD6L FRAI@NJIHINLIS)WJ.BBPIIHCTABIE]301.P.L - O b.suB FuoaINODLRu.IreTm�uuat°movamT FlAOA Mason'County Building'- F PLYWOOD(GLVEDANDNAEFDJ. 11 IOLSiro 582•roPPLAIHOROBUFA - wc0WoNALi=.L LOENA6 3.IJNrrssoLHaLWJss NOTm,sLm PIaDRNRHA.Q38Au.Be JadmMlmx pLTxD.ngGR Department HEL AIITAGGERCALANO PANELEOfit9,AND If•QGQR S•Imew[P%0.13R)OR W FIDD.6TAG08R1]tD wS ]-1XS111 NAB$ 33 RW 106T,BARD JOSS ORDLOR(E)Gro 6H10RNPPuffi(RODF APPIIGHIPAL50) Bd BO L1%O.In {•aO roRNAIL w"w°�RaE^rn"AImsnom.w�N MEay,h.WM®d.R•IaR0.M }XIMNAGLS e.7i1�1.a�a O sxf VG3JJJJ 4 . 3] 1DI65UBF100A00.1}ASroPASTlOIST ]ddlMP@1 R111IJIIOA FACHNAIL CLI'DE T� 0. � - 1-10V BmLPx111n OA: ' f3twP=1'aLOWN,160A I l!1LWr0 y SCAM'AS SHOWN i flu.'FFnE"�" DATE]IIS/10 24023 SHUT$ Sl - �n9lu�eerl�ng entl ArtElloc�ural�M�rzwl e�w ,' _ '1 ' NOTE:SEE ORIGINAL ENGINEERING CALCULATIONS BY .��'°„' °e'er,",'•^,',',�,;,,, Ilppryll/��/� ALLL4NCE ENGINEERING,FOR ALL FOOTINGS,PAGE 16. oaew caRlsoN VIIWIIAL . (bfAIN POST)AND PAGE 27(th"fERIORSTRIP FOOTING). .. ^"'Approved for Issuance ' Mason County Permit Document BLDM2]00710 -�P5O STS .2.O6a LS8 '2 TING POST CPYP) W N SLMPSONHUCQ1.8Id1.88-SDS. S14B'SON.HUCQI:6 11I1.68-SDS F� Reviewed for Code Compilance 3 ,o Mason County Building ]Erl Department 3n 4 ! i ! 1'I II ( it ! W o U S3 l ' SMIPSONHUCQ1.81/IL88•SDS 11 Ili l I !i 11 CR 1 1 I i I ;1 i II u7ieT>r21o�1z^a.c. � a - 11 it � i� � III I I , j 1 i1 !f ! »x•, $ 11 rt-11.7E TII 210 n IV O.C.-�1 II III 7.T. I,OA. I I 51 a II1 I I I!I . i I I NI I '! j cz7 2 1l 1 { ;( slrePsoN i;� i I BucQl.alnl.ea•sbs. 5 it l� S3 SIMPSONHUCQI.8VII.88-SDS N SLMPSON HUCQI.81/11.a8-SDS 2 i 4 C7 z SIWSON TUS2.06/11.8a cm) 53 S3� � S3 SIMPSON S;<1CQ1.81l11:88SDS WZ p A 3cvuia*r'a't'u[,ario�a .. F . 1:25XII 7/8 TLMBERSTRAND 2X4 BEARING WALL U RIM. F�,3 T 21 ' T%8 WALL REOUIREO FOR R7f O K�m � INSULATION ��'CL}•OF Sr �j�F.-. -IMF ti p FRAMING PLAN DATE:Ms owM PR01ECrR 24023 sREErs S2 I 2 e �.�and ARnllxwrzl D.��. 3 3/4T$GOSBORCDX EXISTINGPOST GLUED AND SCREWED " 3/4 T$G OSE OR CDX. EXISTitr'G POSE GLUED AND SCREWED .Q EXISTING POST V. D]ZO 1.75X11718 LVL 1.9E .d6IN.1.-FROM ALL�R FOG MIN.1.5`PROM ALL E r�— am SNIPSON.IUSI.81-11.89< A-— . aD1°5� OM=Sa 117/9 T£210 1.75X117/8LVL 1.9E SB.ffiSONHUCQ1.81fi L88-SDS 3. Q 16.O.C. SIMPSON lUS1.81-]1.fi6 1.75X11 7)8 LVL 1.9E 1i 7/8 T71210 @ 16'O.C. en LEDGER POST CONNECTION DETAIL LEDGER POST CONNECTION DETAIL LEDGER POST CONNECTION DETAIL N.T.S. N.T.S. N.T.S. o`F 4 5 c7 0 p+°a DREW cnRMN ' 314 T$G OS OR COX Approved for Issuance O� ' GLUED AND SCREWED _ N (2)16D NAIL TOP AND BOTTOM w EXISTINGPOST .. 1.25XI 17/B TIMBERSTRAND �y Mason County Permit Document a ... (2)16D NAB:EACH SIDE .. - eLD202t007m N U 2X4 DOUBLE TOP PLATE\ Reviewed for Code Compliance ZO . ,. Mason County Building 1.75X117/8 LVL 1.9E Department 11 7/8 O.C, xi Q 16"O.C, 2X4 STUD (� Oa3q�T� X 4� ' 01-CLYD�r O �o i �Oy4v A SC :ASSaDM.! LEDGER POST CONNECTION DETAIL BEARING WALL CONNEDTION DETAIL l``D A Y'` PROJEC° N.T.S. N.T.S. 24023 SIQETN S3 POST/BRACING NOTES ITEM DESCRIPTION 30,-0' .Full truss engineering must IP.T.#2 H-F POST 10'-0° .,o'-o° be available on site,at USE tl' framing-inspection. Q 0 I1 P.T./2 H-F POST O USE0,�(M:N) BFDSi; IIAI PT.8 2H-FPOST � O �� N2`ik 'bT@;ETE➢A.� C \ / s=' 1�w POST D DEP,�O 'C'12£.tfi BB{ \ 'FUTURE INTERIOR LOFT:(BY OTHER //.REQ'D) \ I. W/CEILING ABOVE(BY OTHERS) < OF -OA LATERAL BRACEs D AD \ I (SEE GENERAL NOTE 6:BELOV. __________ _ MUST'MEET ALL CURRENT SEE SPECJFICARONS ON DRAWL G; SECTION A DRAWING) /N - WASHINGTON STATE CODESLATE ' �F' OCE SEEi N FRAMING DETAILS a REVIEWED FOR DRAWING =. —______O /< 10 CODE COMPLIANCE MASON COUNTY f r — BUILDING'DEPARTMENT O II THESE PLANSMUSTBE MTHE JOB SITE FUTURE N701OR STUD WALL \ ®' FOR INSPECTION (BY OTHERS;-LOAD-BEARING) I \\\ GENERAL NOTESI T E T.ALL POSTS EMREDDED-IN GROUND SHALL BE PRESSURE - // fe TREATED FOR BURIAL T PERSONNEL DOORS)AND-WINDOW(S).SHOWN MAY BE LOCATED BY THE BUILDER IN THE WALL(S)SHOWN N 3068 MD IL---L 1-1 J-I_ L. -1_I-L_L-L J ID UNLESS SPECIFICALLY LOCATED ON THIS DRAWING. (SEE NOTE 4)15� MD py 3.DOOR POSTS MAY BE SIZED.LOCATED AND EMBEDDED OSTS BY THE CONTRACTOR UNLESS NOTED OTHERWISE DOOR' .FUTURE INTERIOR STAIRS AGAINST AY STRUCTURAL BE OMITTED�POST.IF �IS-FRAMED DIRECTLY © O (BY OTHERS) O O 4.CONTRACTOR TO VERIFY DOOR DIMENSIONS AND CLEARANCES PRIOR TO BUILDING CONSTRUCTION AND ' DOOR INSTALLATION.OVERHEAD DOOR SIZE MAY 10'-5- 14'-6°t ' REDUCED AS REQUIRED TO ENSURE CORRECT - - - 1/4" = l'-O" . OPERATION OF THE DOOR. (REF) (REF) - 1./(5 $j_ S.UPPER ELEVATION WINDOWS NOT SHOWN FOR CLARITY. C LOp - PUN VIEW SEE ELEVATION VIEWS DRAWING FOR SIZES AND WAS, WAS� 6,BUILDING HAS BEEN ENGINEERED FOR A FUTURE LOFT �P ycr -� �i rALUANC.E (BY OTHERS),WHICH MAY BE ADDED AT A LATER'DATE r o /+ p'Cae/O±ce OFLCONJI BY-THE CONTRACTOR OR BUILDING OWNER.FUTURELOFT 1116 ENGINEERING SECTIO ADS SMALL NOT I](C®THOSE SHOWNRUM AL THE !L Specialists IT,Post Frame Engineering SECRON.A DRAWING.'ENGINETO2ING OF STRUCTURAL � '0 220091.3 , 7.CONTRALOFT CTOR ORS NOT BUILDWC OWNERD MAYIMPLIED.NSTALL A �F�SAfCISTE.R��G�ti� CLIENT OWNER BUILDING LOCATON FUTURE INTERIOR STAIR PER THE BUILDING CODE LISTED S/ONALF' NW POLE BUILDINGS, INC ERIC GOFFRIER ON THESE DRAWINGS. 21116 NW ROTH RD 121 E SKYNEW DRIVE 8.POSTS DRAWN 1.5u SCALE FOR CLARITY. RIDGEFIELD, WA 98642 UNION,_WA 98592. N DATE 17 JAN 23 -DWG NO. JOB ND: - REN� ©ALLIANCE.ENMNEERNG OF OREGON.INC.a 7700 Mmket St HE.•Sd-,0,.97301•PHONE.503 589-1727•FAX 503 5193-1728•IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR INS DRATONG,TO BE USED FOR ANY 07HM DUMONG LOCATION THAN SEMN. DRAWN BY:JP'PLOT 0 48- PFB-01 of 07 10T 823 GENERAL NOTES 1:.ON BOTH GABLE WALLSi INSTALL NON-STRUCTURAL METAL , SIDING,OVER MOISTURE BARRIER OV 16'OSS OR 1/2' COX PLYWOOD SHEATHING: S" A 12 S 12 D RQ LU�k A TALL METAL SIDING PER MANUFACTURER'S SPECIFICATIONS. 3016 W 2650 2650 W' W lkh TO 16'X6'OHD - P"lv1 30'-0• I I 22'-0• I REVIEWED FOR REAR.EAVE VIEW LEFT GABLE VIEW DE COMPLIANCE MASON OOUNTY BUILDING DEPARTMENT 12 Z�S/Z3 12Lo p / rr to ". O d7, 3036 3036 3036 2650 2650 ��` 22009139 W W W W W •r �,r 'PFClSTE4tE� FSS/ONAIL o 3036 ' W ELEVATION VIEWS ALLIANCE aeOregoncom I3068 MD 3058-MDI 90116 ENGINEERING 30'-0• , 2i'-o I Specialists in Post Frame Engineering CLIENT OWNER BUILDING LOCATION FRONT EAVE-MEW RIGHT GABLE VIEW NW POLE BUILDINGS, INC ERIC GOFFRIER 21116 NW ROTH RD 121 E SKYVIEW DRIVE RIDGEFIELD, WA 98642 UNION, WA 98597 DATE: 17 JAN 23 DWG N0: JOB N0: REV: ©ALUANCE ENG0IXIMG OF OWMN,TNG•.2700 Market St NE•SWem,Oregon B7301•.PNOt0::.503 569-1717 FAX,S03 509-1RB•IT IS IINLAY,fUL AND p0TEN71ALLY DANf,EROUS FOR IRIS DRAtlANG TO BE"U&0 FOR ANY OTHLR BUDDING LOCATION THAN SHOWN. DRAWN BY:JP PLOT O BB PFB-02 Of 07 01623. GENERAL NOTES 2X6 S2 D-F PURUNS'O 24.(MAX)D.C. NON-VERU/16'L STANDING SEAM METAL ODS HE OVERTHING NAIL'PURUNS TO BLOCKS W/(3),16d OR 20d NAILS 1. GIRTS MAY BTHE CONTR COMMERCIAL STYLE IAT N MOISTURE,BARRIF]T OVER;7/16'OSB`OR-1/2;';CD%PLYWOOD SHEATHING B24'ET O.C.BY THE CONTRACTOR.WITH 2%BLOCKING NAIL WOOD SHEATHING W/'Dd.NAILS.0 6'O.C:EDGES,lY 0.C..FIELD (SEE- NOTE .. .BETWEEN MEMBERS WITH SIMPSON LU26 INSTALL METAL'ROOFTNG'PER MFR'S SPECIFICATIONS HANGERS OR EQUAL.EXCEPT AS NOTED IN THE TYP ROOF 2X.BLOCKING BETWEEN PURLINS TO MATCH PURUN SIZE 16'-11'GABLE WALL-BAY+,IF:2X,BLOCKING IS NAIL TO PURLIN BLOCK W/(3)16d OR 20d NAILSUSED,THEN NAIL BLOCKING TO POST WITH`(6)20d- , .TTOEE-NAIL TO LOWER PURLIN:W/(3)16d OR.20d NAILS OR(6)`16d NAILS(MIN).NAIL GIRTS TO-BLOCKING TYP 'WITH(3)20d:OR(3)16d NAILS;AT'EACH'END. .FUTURE`CEILING'LOADS: _ BOTTOM BLOCK.SHALL BE PRESSURE TREATED FOR DEAD LOAD:;IO PST, .12 BEIWEENDTRUSSRTOP•UN BCHORDSLOCKS(BEYDND) CONTACT WITH CONCRETE FLOOR/F0011NG. , LIVE LOAD: 10:PSF •� - 2 NUNS MAY BE INSTALLED WITH,SIMPSON-LU26 12 NAIL EA TRUSS TOP CHORD TO.BLOCKS HANGERS:OR'EQUAL(SEE NOTE 12 ON (3)16d OR 20d NAILS EA.SIDE .CONSTRUCTION NOTES.DRAWING),OVER-LAPPED, FUTURE LOFT LOADS: OR BUTTED.ON THE:TRUSSES OR RAFTERS AS DEAD LOAD: 12 PSF VENTILATION PER REQUIRED BY THE CONTRACTOR 2X.BLOCKING LIVE LOAD: 40 PSF IBC 2018•(BY OTHERS) BETWEEN PURUNS'MAY BE OMIITED.IF PURUNS 'ARE INSTALLED.WITH'SIMPSON HANGER& 6EE�DT@ T7y1T orT ON Full truss engineering'11111 3.CEILING LOADS;NOT TO EXCEED.DESIGN'�CAPACITY. OIL FUTURE CEILING-FRAMING:SHALL DE DESIGNED AND Q6 be aVallab(e'•on1 Slte at INSTALLED BY OTHERS.FUTURE CEILING SHALL BE 12 PRE-ENGINEERED SCISSOR TRUSSES fF8t1Tl1T _TITS eCtlOn;.. DESIGNED FOR THE ATTACHMENT OF;WTERIOR - (BY OTHERS;SEE FUTURE CEILING LOADS g p FINISHES ONLY.AND SHALL'NOT BE DESIGNED TC-- ABOVE;&SEE GENERAL'NOTES 3&4; 'ACCOMMODATE ADDITIONAL LOADS-IMPOSED ON IT SEE TRUSS NOTES ON CONSTRUCTION NOTES, BY OBJECTS BEING'STORED ABOVE,OR OBJECTS DRAWING)--` BEING SUSPENDED BELOW.' - 4.•TRUSSES SHALL'.BE DESIGNED SO.THAT A 24' WIDE BY 4P'TALL.OBJECT WILL NOT FIT BETWEEN TWO,OR MORE CONSECUTIVETRUSS MEMBERS. :NON-STRUCTURAL METAL SIDING OVER MOISTURE BARRIER 5.FUTURE LOFT LOADS NOT TO EXCEED DESIGN, 7/16'OSB OR 1/2'COX.PLYWOOD�SHEATHING, FUTCAPURE LOFT LOADL NO FRAMING BY DESIGN, NAIL WOOD SHEATHING W/Bd NAILS 0 6'o.c,SEDGES,12'O.G.FIELD _ PROVIDE 2X BLOCKING 0 ALL PANEL EDGES 'FUTURE-LOFT(BY OTHERS) POST INSTALL METAL SIDING,PER MFR'S SPECIFICATIONS (SEE GENERAL OTHENOTE 5) FO .(EXCEPT`AS_NOTED-ON ELEVATION VIEWS DRAWNG) REVIEWED R TYP BOTH EAVEWALIS _____-____m___,,..,...�_�_____e_______m_®®____.., CODE COMPLIANCE meFDsa iz. F I AL 1 ----------------..-------------------------- R%u:SON COUNTY QNSTALL PER GG EIR L o�'T r3�Low) 1 3i1i1_C)Ii fG DEPAR"CMENT' . .. IN 16-11''GABLE,END BAY A13OVE-OHD USE'2X6:SS D-F FIAT GIRTS _ ! c'�. W/2%6 SS'D-F STRONGBACKS 0 16'(MAX)O.C. j. FUTURE INTERIOR STUD WALL' •'^. NAIL FLAT GIRTS I I 16d,OR 20d NAILS EA END. (BY OTHERS;LOAD-BEARING) NAIL STRONGBACKS TD GIRT BLOCKING W._3)16d OR 20d'NAILS - $ L0` (/ (INSTALL GIRT BLOCKING BETWEEN STRONCBACXS PER GENERAL NOTE T,SIMILAR) FUTURE STAIRS TOE-NAIL STRONGBACKS TO POST W/(1)16d OR 20d NAIL EA END (BYOTHERS) 1 d .!� .QT'Wds y (SEE GENERAL NOTE 1) IN THIS.AREA TYP 1 0 0 1 � O 1 j . P.T.BOTTOM:GIRT 1 SEE DETAIL 2 ON NAIL:TO POST W/'(6)'16d I W. 1 SECTION DETAILS DRAWING d tl 22609139 BUILDING DATA: OR 20d NAILS EA 4'(MIN)CONCRETE FLOOR, '�E3 R�GISTEREO G<< MOTH: 2V-O' 1 s/ONAL E� LENGTH: EAYE HT Ir-0, ROOF SLOPE 121N;12 ', .. t' ,1/4" - 11-0 n , TRUSS.SPACING: INSTALL-(10)20d HDC - ' BUILDING CODE NAILS 2'DEEP INTO.(2) CONT..CONCRETE STRIP; G BACXFILL PER POST/BRACWC �� SECTION A RISK_CATEGORY 11 OPP POST FACES SEE NOTES ON,PLAN NEW DRAWING W a DESIGN WIND.SPEED' 110 MPH TYP ALL 6%POSTS TTP HOER FUTURE'NITRIOR STUD WALL ALLIANCE •aeQ,egoncom.. WIND EXPOSURE: B (SEE CONSTRUCTION NOTES) �s ROOF LIVE'LOAD: 20 PSF GROUND SNOW LOAD., -25'PSF `ENGINEE'RING ROOF SNOW:LOAD: 25 PSF ROOF DEAD LOAD: .s PSF .(sEE CONSTRUCTION NO-) Specialists in Post Frame Engineering' WALL DEAD LOAD: 5'PSF • - CLIENT - OWNER BUILD=LOCATION SOIL BEARING: t.5 KSF rA A BUILDING CROSS SECTION r:11(4;tP-kq5 It2�lace NW POLE BUILDINGS;.INC ERIC GOFFRIER Sf:15NIC CATEGORY: D Ot 03 - k. P�fiDN' 21116 NW ROTH RD- 121E SKY.VIEW DRIVE' euiLDlNc coon zotB 1BG RIDGEFIELD, WA 98642 UNION, WA 98592 - .. - DATE.17.JAN 23 'DWG'.N0:' :J03 NO: REV , ©ALLIANCE ENWIDEUG OF CREGDN,NQ.2700 Uad t St NE.'Sm-,Oregon 973014 PROM 503 589-1727:.FAX'503 5R9-1729 s IT IS UNUWVL ANO PDIFNTTAILY DANGEROUS Fat TF95 DRAVANG TO DE USD7 FOR ANY OTM WILIM LOCATION THAN SHM IDRAWN BY:JP`IPLOT 4e PFB-03 of 07.1101823 ROOF PURLIN--(BEYOND)-PER SPECIFICATIONS ON SECTION A DRAWING NOTE ALL 2X BLOCKS MUST MATCH POST X ATTACH TO GABLE TRUSS W/SIMPSON LU26 WIDTH,&BE FREE OF SPLITS,CHECKS MID 'IMP A P ORA . HANGER OREQUI�-„ttf�q I�C�71Q , &SHAKES BEFORE&AFTER NAILING CANt'G S- ' 01TA R 72,91MiL'AR 16d OR 20d NAILS ,AN ,W'13,A ' R RAID 1); S d'1AYL ®6•(MAX)TYP o.c. (�1ka*IltHOL MNAIL' nUP ITTACH _TmBRAGEdFt3NAtDIAGONAL LATERAL BRACE W/(2)16d OR TOPHORRONTAL•T-MEMBER ROOF SHEAhiING NAILS.EA SIDE 10 PRE-ENCNEERED GABLE -DIAGONAL LATERAL BRACE SCISSOR-TRUSS(BY OTHERS, BOTTOM VERTICAL .T-MEMBER (B) At SEE CONSTRUCTION NOTES) VIEW B—B 16d OR 20d NAILS a 6•(MAX)O.C. ROOF PURLIN TOP CRT DIAGONAL LATERAL SEE DETAIL 1 ON SECTION BRACE CROSS 2X6(MIN)T-MEMBER TOP CHORD OF TRUSS -DETAILS DRAWING(SIMILAR) SECTION(N.T.S.) eB _ c ty} COMMERCIAL GIRT WALL SHEATHING ATTACH BOTTOM VERTICAL?=MEMBER LONG ING OR O'ttdNA:tCS' CO TO TOP CHORD OF INTERIOR TRUSS W/SIMPSONLU26 HANGER OR EQUAL PLACE NAILS a 1 1/4•(MIN)FROM GABLE TRUSS BOTTOM CtORD PER MFR'S SPECIFICATIONS BLOCK EDGES&®2,`]Z�2,�� NOTCH VERTICAL T-MEMBER FOR g;A:RgpkyAlp, TIGHT FlT IN HANGER SEAT BLOCKING ATTACH BOTTOM VERTICAL T-MEMBER TO GABLE TRUSSgRTS ARE INSTALLED BOTTOM CHORD W/SIMPSON LU26-HANGER OR EQUALFUTURE CEILING FRAMINGSON HANGERS) SEAT-CUT VERTICAL T-MEMBER FOR TIGHT FlT IN SIMPSON'HANGER (BY OTHERS) INTALL SIMPSON LSTA36 PERFORATED STEEL STRAP OR EQUAL CORNER POST WRAP STRAP AROUND GABLE TRUSS BOTTOM.CHORD& STRONGBACK,.&NAIL TO DIAGONAL LATERAL BRACE MEMBERS W/-Bd.NAILS-, FILL ALL HOLES .#2 D-F STRONGBACK BETWEEN'GABLE POSTS GABLE`:TRUSS CONNECTION DETAIL TYP J- STRONGBACK MAY BE SPUCED a LATERAL BRACES ONLY NAIL BOTTOM-CHORD OF TRUSS TO.STRONGBACK GABLE TRUSS CONNECTION TO GABLE-WALL CORNER POST W/16d'OR 20d NAILS.a It(MAX)O.C. N.T.S. TOE-NAIL'EA END TO GABLE POSTS W/(2)16d OR 20d NAILS TYP TIT1L6 H ,�K�vvym L '' : '+ , LATERAL BRACE DETAIL 1G QR �, �1L4. rBTYtP 1- ,Ta al RO, Na1JTP(45'. �J DIAGONAL LATERAL BRACE 0 GABLE TRUSS, MID-SPAN ABOVE OVERHEAD DOOR OPENING ROOF SHEATHING TYP (SIDE VIEW-N.T.S.) . 111K 3 �g C.LOUC ROOF PURUN .$. Q1�,`E, 16d OR 20d NAILS.®6'(MAX)'O:C. TOP CHORD OF TRUSS REVIEWED FOR- BUTT TOP 2X6(MIN)T=MEMBER _0D'E COMPLIANCE ATTACH BOTTOM VERTICAL T-MEMBER TIGHT TO GABLE WALL POST MASON COUNTY ,`) 22oo91z �EGIST TO TOP CHORD OF INTERIOR TRUSS -' B WALL SHEATHING `I.,1l_�)INC7�DEPARTMENTf``SS,/OVAL 0 W/SIMPSON LU26 HANGER OR EQUAL `PER MFR'S SPECIFICATIONS (6)i6d OR'20d NAILS NOTCH VERTICAL T-MEMBER FOR TIGHT FIT IN HANGER SEAT 2X6(MIN)T-MEMBER (SEE NEW B-B) 1; FRAMING DETAILS ]fGABLE FUTURE CEILING FRAMING TRUSS BOTTOM CHORD �ALLIANCE aeOregoncom (BY OTHERS) CABLE WALL P09 mIMENGINEERING Specialists in Post Frame Engineering LATERAL BRACE DETAIL CUENT OWNER7 BUILDNG LOCATION NW POLE BUILDINGS, INC ERIC GOFFRIER DIACONAL LATERAL BRACE®GABLE WALL 21116 NW ROTH RD 121 E SKYVIEW DRIVE INTTRMEDIATE POST MEW-N.T.S.) RIDGEFlELD, WA 98642 UNION, WA-98592 DATE 17'AN 23 DWG NO•. JOB N0: REV: DALLIANCE ENGNEDSHG OF OREGON.IND.•2700 Mvkat St HE.•Sulam.Omg.97301•.PHOHE.503 589-1727•.FAX 503,589-1728•IT IS UNLAWFUL AND POTENBALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. -DRAWN BY:JP PLOT R 24 PFB-05 Of 0711101823 3 0 2X BLOCKING BETWEEN PURUNS NOTE PURLINS&COMMERCIAL GIRTS NAIL TO EAVE POST W/(6)16d OR 20d NAILS NOT SHOWN:FOR CLARITY TOP GIRT TO MATCH'PURUd SIZE,GRADE&SPECIES - SCISSOR,TRUSS NAIL.TO POST'W/(4)16d OR 20d I I SE TYP(1)EA SIDE OF POST �Ih`lI T 4 ,4T I B INTERIOR; OAD BEA O 1A T II II TURE WALL 0 ;r 11 p II tT *AAI,LS ,& 71" INSTALL(3)-20d.HOG NAILS II II CONCRETE FLOOR 2'DEEP IN EA POST FACE b �LT7 LT 0 MID-SLAB DEPTH W/NUT&FIAT.WA H RS FA SIDE ,,�FO0RR fi�rr{{ FOR POST CONSTRAINT 6%PERIMETERPOSTLS . GRADE .• ) fl'TA'°'IUSS"HEEL CONCRETE FLOOR v •d VIP EA C B BOCK �6',(MIN)COMPACTED 2X CORBEL BLOCK.TO "° BOTTOM GIRT ¢ 3%4'(-)BASE AGGREGATE W/NUT F1A EA SIDE MATCH POST.WIDTH- 'SEE GENERAL NOTE 1 n'�` TYP UNDER CONCRETE FLOOR&FOOTING (SEE STANDARD DETAILS FOR BOLT SPACING-&..BLOCK LENGTH) CONT.CONCRETE B• ��-(1)'®TOP'&BOTTOM TYP ON EA EAVE,POST STRIP FOOTING - (MIN) CENTER I FOOTING;PROVIDE 3•CONCRETE. EAVE POST UNDER EA TRUSS•HEEL .COVER 0 TOP,BOTTOM&SIDES) TYP DOUBLE TRUSS CONNECTION DETAIL POST TO CONCRETE FLOOR CONNECTION CONCRETE STRIP"FOOTING DETAIL TYPICAL DOUBLE TRUSS-CONNECTION. G TYPICAL ALL 6X PERIMETER POSTS `� (SIDE NEW-N.T,S.) TO INTERMEDIATE EAVE WALL POST (TOP VIEW-N.T.S.) N.T.S. P/ �g C L DU . REVIEWED FOR P V Was,�c� CODE COMPLIANCE MASON COUNTY S BUILDING DEPARTMENT -o �+' 22009139 ` AfC/STERN s/OVAL ENS' SECTION DETAILS nALLIANCE aeOrsgoncom F U1.ENGINEERING GENERAL NOTES ��` Specialists in Post Frame Engineering 1.CONTRACTOR TO VERIFY MINIMUM FROST DEPTH I� WCLI P - OWNER FFRIER LocnnoN REQUIREMENTS WITH LOCAL CODES FOR ALL NW POLE BUILDINGS; INC ERIC GOFFRIER FOOTINGS AND EXPOSED CONCRETE EDGES. 21116 NW ROTH RD 121 E SKYVIEW DRIVE RIDGEFIELD, WA 98642 UNION, WA 98592 DATE 17 JAN 23 IDWG N0: JOB N0: REV: ©ALUANCE ENGINMNG OF OREGON.INC.•.2700 Makd St NE•S*n Oa.07301.•PRONE 5D3 580-1727•.FAX:503.509-1728•R IS UNLAWFUL AND POIFNTIALLY DANGEROUS FOR THIS DRAWNG TO BE USED FOR ANY OTHM BUILDING LOCATION TFUN SHOMw DRAWN BY:JP PLOT a.2471 PFB-04 Of 07 110 6 L 2• NOTE! TRUSS HEEL BOLT NOT SHOWN FOR CLARITY 2 SHOW 2 INSTALL.PER DETAIL �-OF POST&BOLT A-307 HER.HEAD-BOLT OR CARRIAGE i. TRUSS HEEL i I BOLT W/NUT&:FLAT WASHERS EA SIDE I I CORBEL BLOCK FREE OF SPUTS, CHECKS,AND SHAKES, z'BEFORE AND AFTER HALING ,I I. � � TRIM FOR TIGHT FlT � c z A-307 BOLTS W/-NUT Z !k 6 TRUSS HEEL .&FLAT WASHERS EA.SIDE 1 " NOTE CORBEL BLOCK&BOLTS (STAGOERED AS.SHOWN) NOT SHOWN FOR-CLARITY. 'v INSTALL PER DETAIL 1. POST POST z n� NOTE THIS DETAIL IS FOR BOLT'LOCATION ONLY.SEE SECTION NEW NOTE THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. DRAWiNC(S)'OR FRAMING DETAILS DRAWING FOR ACTUAL BOLT SEE SECTION VIEW DRAWINC(S)_FOR-ACTUAL DOLT SIZE AND QUANTITY SIZE REQUIRED:SEE NOTE 10 ON CONSTRUCTION NOTES DRAWING. REQUIRED.SEE NOTE 10 ON CONSTRUCTION NOTES DRAWING. CORBEL BLOCK BOLT SPACING �LLUSS HEEL BOLT SPACING FOR ' 1 S�Z3 FOR(2)-0R MORE BOLTS N.T.S. TRUSS HEEL BOLT _��ca 4 A 61 1 N.T.S. 2 3D C -0 220OD7 REVIEWED FOR �oF RfcrsTE4E° CODE COMPLIANCE fss/DNAL��' MASON COUNTY P-!ILD1NG DEPARTMENT STANDARD DETAILS npALLIANCE aeOtogorlcam ENGINEERING Specialists in`Post Frame Engineering CLIENT OWNER .BUILDING LOCATION NW POLE BUILDINGS, INC ERIC GOFFRIER 21116 NW ROTH RD 121.E SKYVIEW DRIVE RIDGEFl%. WA 98642 UNION, WA 98592 DATE:.17.JAN 23 12 DWG NO: - GOB NO: REV: ©ALLIANCE.ENGINEERING OF,OREGON..INC.•2700 Makes SI.NE•Sdea,Orepm.87301,•PHONE 503,589-1727•.FA%:-503.589-1728•IT 5 UNL AWFUL.AND.PORN7IALLY DANGEROUS FOR THIS ORMING TO BE USED FOR ANY OTHER BUCDNG LOCATION THAN SNOYRL DRAWT!0Y:JP PLOT Ot -PFB--6 of 07 1101823 .POLE BUILDING CONSTRUCTION NOTES: - ABBREVIATIONS & SYMBOLS: ' 1. UNLESS NOTED OTHERWISE;ALL CONCRETE F'C SHALL BE 2500 PSI MINIMUM AT 28 10.•PROTECTIVE COVERING 00 COATING SHALL BE PROVIDED FOR ALL CORBEL BLOCKS, B.O. BOTTOM�Qf` 0/0 OUT-TO-OUT DAYS. THE CONCRETE SHALL BE MIXED IN THE CORRECT PROPORTIONS PRIOR TO BOLTS,TRUSS AND/OR RAFTER HEELS,OUTRIGGERS,WOOD FASCIAS,-AND ANY OTHER: BTR CENTER D OVERHEAD DOOR PLACEMENT. NO SPECIAL'INSPECTION IS REQUIRED. FRAMING MEMBERS DIRECTLY EXPOSED TO THE ELEMENTS. CENTER=TO-CENTER OPP OPPOSITE �CL(� CENTER LINE PLCS PLACES 2. ALL SOLID SAWN=LUMBER 5'X5'AND LARGER SHALL BE ROUGH SAWN VISUALLY GRADED 11. NO HOLES,SHALL BE DRILLED THROUGH ANY STRUCTURAL:MEMBER,FOR THE CONT.. CONTINUOUS P.T. PRESSURE TREATED TIMBERS UNLESS OTHERWISE NOTED. ALL FRAMING LUMBER SHALL BE LEAST THE 'INSTALLATION OF PLUMBING,ELECTRICAL OR HVAC LINES,WITHOUT FIRST CONSULTING 00 DUTCH DOOR REF REFERENCE MINIMUM NOTED ON THE DRAWINGS LUMBER NOT SPECIFICALLY CALLED OUT MAY BE ENGINEER OF RECORD,AND GAINING WRITTEN AUTHORIZATION, D-F DOUGLAS^FIR R/O, -ROUGH OPENING STANDARD OR BETTER. NO.2 DOUG-FIR MAY BE SUBSTITUTED FOR NO.2 HEM-F'IR. e F PURUNS ARE INSTALLED WIN JOIST HANGERS,OMIT THE PURUN BLOCKS AND INSTALL 'EA EACH S4S SURFACED 4 SIDES MSR1650 MAY BE SUBSTITUTED FOR NO.2 DOUG-FIR 2X CONTINUOUS BLOCKING TO MATCH POST WIDTH BETWEEN RAFTERS/TRUSS TOP 'F/O FRAMED OPENING SLID SLIDER DOOR 3. ALL PRESSURE TREATED POSTS SHALUBE INSTALLED WITH THE UNSAWN,FULLY TREATED, CHORDS. LOCATE.BLOCKING AT THE TOP OF THE RAFTERS/TRUSS TOP CHORDS AND GA GAUGE SPF SPRUCE PINE FIR END OF THE POST CENTERED ON THE-CONCRETE FOOTING. ALL-POSTS SHALL BE NAIL EACH SIDE WITH 16d NAILS AT 12' .C.. CONTRACTOR TO VERIFY THAT THE CUB GLUE LAM BEAM SS SELECT STRUCTURAL EMBEDDED INTO.UNDISTURSED NATIVE SOIL.AT THE EMBEDMENT DEPTHS SPECIFIED ON (MAX)( ) GSD GLASS SLIDER DOOR SYP :SOUTHERN,YELLOW PINE THESE DRAWINGS,AS MEASURED FROM.IOP.OF CONCRETE FOOTING TO-TOP OF FACE HEIGHT OF THE TRUSS TOP.CHORD IS EQUAL To GREATER THE PURUN 'H-F HEMLOCK FIR 7YP' TYPICAL UNDISTURBED NATURAL GRADE.1F SOLID ROCK IS ENCOUNTERED,THE CONCRETE HEIGHT,PRIOR 70 CONSTRUCTION. HOG HOT-DIP GALVANIZED L0. TOP OF FOOTING MAY BE OMITTED PROVIDED THE POST BEARS DIRECTLY ON SOLID-ROCK AND 13. INSTALL ALL STRUCTURAL METAL SHEATHING TO THE INTERIOR FRAMING MEMBERS'(GIRTS MD MAN DOOR U.N.O. UNLESS NOTED OTHERWISE. THE POST IS CENTERED IN THE POSTHOLE. IF FILL MATERIAL IS PLACED ON THE•BUILD AND PURUNS)PER THE.TYPiCAL SCREW SCHEDULE GIVEN ON THE STANDARD DETAILS MFR'S MANUFACTURER'S W YANDOW SITE:THE POSIHDLE DEPTHS SHALL BE INCREASED AS REQUIRED-TO PROVIDE FULL DRAWNG,UNLESS NOTED OTHERWISE FOR NON-STANDINO'SEAM METAL ROOFS WITH -MSR MACHINE STRESS RATED ® WITH AT EMBEDMENT INTO UNDISTURBED NATIVE SOIL.,UNLESS THE FILL MATERIAL HAS BEEN .ROOF SLOPE OF.LESS THAN 3 IN 12 AND STANDING SEAM METAL ROOFS WITH ROOF N.T.S. NOT TO SCALE PLACID IN ACCORDANCE W11H AND TESTED BY A CERTIFIED SOILS TESTING LABORATORY SLOPE OF 1/4 IN 1$APPLY LAP SEALANT PER MANUFACTURER'S SPECIFICATIONS IN O.C. ON CENTER m.. DIAMETER TO BE 95%COMPACTED. IN THE EVENT UNTESTED FILL MATERIAL IS PLACED ON SITE, ACCORDANCE WITH THE BUILDING CODE LISTED ON THESE DRAWINGS O/C OUT=ID-CENTER ALLIANCE ENGINEERING OF OREGON ASSUMES NO UABIUTY FOR THE PLACEMENT OF THE. 14. IF THE DRAWINGS SHOW POLYCARBONAIE LIGHT PANELS,BOTH ENDS OF THE PANELS - FILL MATERIAL(BY OTHERS)OR THE INSTALLATION OF THE-NON-STRUCTURAL CONCRETE MUST TERMINATE.AT A WALL GIRT. WALL GIRiS THAT UGHT PANELS ARE ATTACHED TO FLOOR_(BY OTHERS). ALL POSTHOLE PASSING THROUGH UNTESTED FILL MATERIAL SHALL MUST BE FASTENED TONNE POSTS WI1H.(4)'18d-CR 20d NAILS AT EACH END UNLESS WITH BACICF'I'RLED FULL DEPTH FROM TOP OF, THESE PAD TO FINISHED LEVEL SIDE GRADE COMMERCIAL GIRTS ARE USED. PANELS MUST BE INSTALLED PER MANUFACTURER'S WITH THE BACK BEILLYOND MATERIAL SIDING PE IM THESE ACCOR A BUILD SITE FILL MATERIAL SPECIFICATIONS AND IN ACCORDANCE WITH.THE BUILDING CODE REFERENCED ON THESE MUST EXTEND BEYOND THE BUILDING PERIMETER IN ACCORDANCE_WITH THE DESIGN DRAWNGS POLYCARBONATE PANELS SHALL BE AN APPROVED PANEL FOR,USE ON BUILDING CODE WALLS AND'DESIGNED TO WITHSTAND THE ENVIRONMENTAL.LOADS AS SHOWN ON THE 4. IF THE DRAWINGS SPECIFY CONCRETE BACK]FLL IN THE POSTHOLES THE BACKFILL SHALL SECTION A DRAWING. BE THE MINIMUM PSI AS SPECIFIED IN NOTED UNLESS OTHERWISE-NOTED, THE 15. UNLESS NOTED OTHERWISE,INSTALL ALL SIMPSON HARDWARE PER MANUFACTURERS CONTRACTOR SHALL INSTALL(10)20d HOT-DIP GALVANIZED NAILS 2'DEEP INTO(2) SPECIFICATIONS SIMPSON JOIST HANGERS ATTACHED TO 2-PLY FRAMING MEMBERS' OPPOSITE ONCRET POST FACES ON EACH LE DIAMETERELOW AT GRADE. .PROVIDE F THE IN)PO THICK SHALL.BE ATTACHED WITH 16d BY 2 1/2'(MIN)LONG NAILS PER MANUFACTURERS CONCRETE FOOTING TO NA70H;HOLE DIAMETER AT THE BOTTOM OF THE POSTHOLE ;SPECIFICATIONS. LAG SCREW BOLTS SHALL NOT BE SUBSTITUTED FOR SIMPSON 5. IF THE DRAWINGS SPECIFY GRANULAR BACKFILL IN THE POSTHOLES,THE BACKFILL SHALL STRONG4MVE SCREWS. BE 5/8'TO 3/4'(-)rGRAV1.OR CRUSHED ROCK. THE CONTRACTOR SHALL ENSURE 16 THE TRUSS SHOWN ON THE SECTION NEW DRAWING IS A REPRESENTATION ONLY AND THAT THE SACKFILL IS SATURATED PRIOR TO BACKFILUNG AND IS COMPACTED AFTER SHALL NOT BE CONSTRUED AS THE FINAL TRUSS DESIGN. REFER TO THE EACH 6'LIFE PROVIDE 6'THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER AT THE PRE-ENGINEERED.TRUSS DESIGN PACKAGE(BY OTHERS),SUBMITTED BY THE OWNER OR BOTTOM OF THE POSTHOE CONTRACTOR WITH THEIR BUILDING PERMIT APPUCATION,:FOR THE FINAL TRUSS DESIGN. ! // 6. IF THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHOLES,THE BACKFILL SHALL CONTRACTOR MUST NOTIFY TRUSS ENGINEER OF TRUSS INSTALLATION REQUIREMENTS, 7- BE WELL-GRADED NATIVE SOIL(FREE FROM ALL ORGANICS AND LARGE COBBLES). THE AND OBTAIN APPROVAL FOR THE INSTALLATION OF FASTENERS THROUGH THE METAL l CONTRACTOR SHALL ENSURE THAT IHE.BACKFILL IS SATURATED PRIOR TO BACKFILUNG TRUSS PLATES,PRIOR TO TRUSS INSTALLATION. CONTRACTOR SHALL NOTIFY TRUSS 15. �QU AND IS COMPACTED AFTER..EACH 6'LIFT. PROVIDE B'THICK CONCRETE FOOTING TO ENGINEER OF BOTTOM CHORD INTERMEDIATE.REARING'POINTS LOCATED AT GABLE WALL ��•� OP NJ,,; MATCH HOLE DIAMETER AT THE BOTTOM 0 THE POSTHOLE. POST,OR INTERIOR POST ATTACHMENTS IF APPLICASLE,,AND SHALL ENSURE THAT POST 7. ALL WOOD MEMBERS,FRAMING REQUIREMENTS AND CONNECTIONS SHALT.COMPLY WITH AND.CORBEL BLOCK SIZE(S)=ARE INCREASED AS�REQUIRED TO ADEQUATELY-SUPPORT. �. THE BUILDING CODE LISTED ON THESE DRAWINGS. INSTALL EXTERIOR'FLASHING PER THE THE BEARING ARRAS SPECIFIED ON THE TRUSS ENGINEERING DOCUMENTS(BY OTHERS), BUILDING CODE LISTED ON THESE DRAWINGS AND IN ACCORDANCE WITH THE 17. UNLESS NOTED OTHERWISE PURUNS HAVE BEEN DESIGNED FOR STRESS ONLY. THEYTD+= MANUFACTURERS SPECIFICATIONS: INSTALL VENTILATION AS REQUIRED AND IN HAVE-NOT BEEN DESIGNED FOR THE DIRECT ATTACHMENT OF INTERIOR FINISHES 22009T39 C ACCORDANCE WITH THE BUILDING-CODE LISTED ON THESE DRAWINGS. I& ALL SAWN ENDS OF ZX BLOCKS,OR 4X BLOCKS/POSTS COMING INTO CONTACT WITH-A REVIEWED FOR �oF�9fC(STEAF•D & ALL FASTENERS DRIVEN INTO,OR STEEL CONNECTORS EXPOSED TO,PRESSURE TREATED CONCRETE FLOOR/FOOTING,SHALL BE TREATED WITH.(2)COATS(MIN)OF COPPER CODE COMPLIANCE SSioNpl E�� WOOD SHALL BE HOT-DIP GALVANIZED,STAINLESS STEEL,OR APPUED-WITH NAPHTHERATE ALLOW FIRST COAT.TO'DRY BEFORE APPLYING SECOND COAT. MANUFACTURER'S PROPRIETARY CORROSION RESISTIVE COATING. ALL WOOD FRAMING MASON COUNTY MEMBERS SHALL BE FREE OF.SPUTS CHECKS,AND SHAKES BEFORE AND:AFTER THE 19. UNLESS NOTED 07HERW95E:ON ,THE BUILDING HAS NOT BEEN DESIGNED' .THESE DRAWINGS, I INSTALLATION OF FASTENERS. CONTRACTOR SHALL PRE-DRU.HOLES AS REOUIRED40 TD.A000MMODATE ADDITIONAL LOADING FROM THE-INSTALLATION OF INTERIOR WALLS, fiiUILDING DEPARTMENT PREVENT SPLITTING WOOD FRAMING MEMBERS RAISED FURS(ABOVE`GRADE),MEZZANINES,EXTERIOR DECKS,OR ANY FUTURE LOFT 9. OFF LOADING&HANDLING AND TEMPORARY&PERMANENT BRACING OF ALL TRUSSES (SECOND FLOOR). SHALL COMPLY WITH BUILDING COMPONENT SAFETY INFORMATION,PUBLICATIONS BCSI-81 20. UNLESS NOTED OTHERWISE'ON THESE DRAWINGS,ALL ODOR AND WINDOW OPENINGS AND BCSf=810.ENSURE THAT ALL BRACING AND BEARING AREA REQUIRED BY THE SHALL BE FRAMED PER THE CONTRACTOR CONTRACTOR SHALL VERIFY ALL DOOR CONSTRUCTION NOTES MANUFACTURER OF THE PRE-ENGINEERED TRUSSES HAVE BFE'N'INSTALLED IN DIMENSIONS AND CLEARANCES PRIOR TO BUILDING CONSTRUCTION AND DOOR - - ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS UNLESS NOTED OTHERWISE ON INSTALLATION. ALL DOORS AND WINDOWS SPECIFIED ON THESE DRAWNGS SHALL BE THE r ALLIANCE ae0T'eCJ.'4FICOrn THESE DRAWINGS,THE ROOF HAS BEEN DESIGNED FOR THE ROOF DEAD LOAD WEIGHT (MAX)HEIGHT AND W1DTH NOTED,AND MAY BE REDUCED IN SIZE AS REWIRED TO AND MATERIALS.SPECIFIED ON THE SECTION A DRAWING.ROOFS DESIGNED WITH 3 PSF ENSURE CORRECT INSTALLATION AND OPERATION. CONTRACTOR SHALL NOT NOTCH-OR ROOF DEAD LOAD IS ADEQUATE FOR THE INSTALLATION OF-=METAL SHEATHING OVER 2X CUT ANY STRUCTURAL POSTS,HEADERS,RAFTERS,TRUSS MEMBERS.DIAGONAL LATERAL �'M ENGINEERING ROOF-PURUNS ONLY. INTERIOR CEILING SHALL NOT•BE INSTALLED ON THE TRUSS BRACES(IF APPLICABLE),.OR FRAMING MEMBERS FOR THE INSTALLATION OF THE Specialists 1n.POSt-FFaRTTE-ERl9ineeFIFTCg -BOTTOM'CHORD UNLESS SPECIFIED ON THE SECTION A DRAWING OVERHEAD DOOR TRACK OR HARDWARE. - _9LENTj OWNIER.I BUILDING LOCATION NW POLE BUILDINGS, INC ERIC GOFFRIER 21116 NW ROTH RD 121 E SKMEW DRIVE RIDGEFIELD, WA 98642 UNION, WA 98592 DATE 17 JAN 23 DWG-N0: JOD NO. HEY: ©AWANCE.ENGQNEERING OF OREGON,DNC•2700 Mmket St NE•Sd n O q.97301•PHONE 503 589-1727•FAN:507 589-1728•R IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING 10 BE USED FOR ANY OTHER BUI DING LOCATWN THAN SHOWM, DRAWN BY:JP;PLOT @ 1 PFB-O7. OIF 07 1 0 B23 64 a CD71 D RECEIVEDMASON COUNTY #. Utz _. " dE)r Street, COMMUNITY DEV MENT Permit Assistance Center,Building,Planning These requirements apply to all IRC building types,including detached one-and two-family dwellings and multiple single-family dwellings(townhouses). Contact Information Project Information Owners Name: Site Address: REVIEWED F Q R TM07344/ (�10F�1�- , 72J SK V1EW 17g Mailing Address: I IAN C E -/f3 / 6 M 81 UNIvN, wW q8�`I� M� S eni INTY Parcel Numben Bt)ILDING DEPA PTMENT THESE. Square Feet(total): ON THE J B SITE Ventilations Compliance: L Sam ['Whole House Ventilation system Whole House Ventilation using exhaust fans&window or wall Integrated with a Forced Air fresh air vents(M1507.3.4) System(M1507.3.5) ( f 0 P Other,describe: Instructions:This single-family project will use the'requirements of the Prescriptive Path below and incorporate the minimum values listed. Based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Provide all information from the following tables as building permit drawings:Table R402.1-Insulation and Fenestration Requirements by Component,Table R406.2-Fuel Normalization Credits and 406.3-Energy Credits. All Climate'Zones(Table 11402.1.1) R=Value a U-Factor a Fenestration U-Factor b n/a 0.30 Skylight U-Factor b n/a 0.50 Glazed Fenestration SHGC bje n/a n/a Ceiling e 49 i 0.026 Wood Frame Wall 9,h 21 int 0.056 Floor 30 0.029 Below Grade Wall p,h 10/15/21 int+TB 0.042 Slab M R-Value&Depth 10,2 ft n/a. R-values are minimums.U-factors and SHGC are maximums.When insulation is installed.in a cavity that is less a ,than.the label or design thickness of the insulation,the compressed R-valueof the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.. "10/15/21+5TB"means R-Mcontinuous insulation on the exterior of the wall,or R-15 continuous insulation on the interior of the wall;orR-11 cavity insulation plus a thermal break between the slab and the basement wall at c the interior of the basement wall."10/15/21+5TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous Insulation on the interior or exterior of the wall."5TB" means R-5 thermal break between floor slab and basement wall., d R-10 continuous insulation is required under heated slab on grade floors.See Section 11402.2.9.1., Prescriptive Path—Single Family 2018 Washington State Energy Code-R G For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38 if the full insulation depth e extends over the top plate of the exterior wall. R-7.5 continuous insulation,installed over an existing slab is deemed to be equivalent to the.required perimeter f slab insulation when,applied to existing slabs complying with Section R503A.1.If foam plastic is used,it shall meet the requirements for thermal barriers protecting foam plastics. For log structures developed in compliance with Standard ICC 400,log walls shall meet the requirements for g climate zone 5 of ICC 400. Int.(intermediate framing)denotes framing and insulation as described in Section A103.2.2:induding standard h framing 16 inches on center,78%of the wall cavity insulated and headers insulated with a minimum of R-10 insulation. Each dwelling unit in.a residential building shall comply with sufficient options from Table:R406.2(fuel normalization credits)and Table 406.3(energy credits)to achieve the following minimum number of credits.To claim this credit,.fhe building permit drawings shall specify the option selected and the maximum tested building air leakage and show the qualifying ventilation_ system and its control sequence of operation. 1. Small Dwelling'Unit:3 credits Dwelling units less than.1,500 sf irrconditioned floor area with less than 300 sf of fenestration area. Additions to existing building that are greater than 500 sf of heated floor area but less than 1,500 sf. 2. 'Medium Dwelling Unit:6 credits: All dwelling units that are not included in#1 or#3 3. Large.Dwelling Unit:7 credits Dwelling units exceeding 5,000 sf of conditioned floor area 4. Additions less than 500 square feet:1.5 credits All other additions shall meet 1-3 above Before selecting your credits-on-this-Summary table,review the details in Table 406.3(Single Family),on page 4. Summary of Table R466.2 Heating Credits-select ONE .Options Fuel Normalization Descriptions heating option User Notes 1 Combustion heating minimum NAECAb 0.0 2 Heat pump` _ 1.0 ❑ 3 Electric resistance heat only furnace or zonal -1.0 ❑ 4 1 DHP with zonal electric resistance per option 3.4 0.5 5 All'other heating systems -1.0 Energy Credits-select ONE Energy Credit Option Descriptions energy option from each Options category,d 1.1 Efficient Building Envelope 0.5 ❑ 1.2 Efficient Building Envelope 1.0 ❑ 1.3 Efficient Building Envelope 0.5 ❑ 1.4 Efficient Building Envelope 1.0 1.5 Efficient Building Envelope 2.0 1.6 Efficient Building Envelope .8.0 ❑ 1.7 Efficient Building Envelope 0.5 ❑ 2.1 Air Leakage Control and Efficient Ventilation. OS' }; 2.2 Air Leakage Control and Efficient Ventilation 1.0 ❑. 2.3 Air Leakage Control and Efficient Ventilation 1.5 ❑ 2.4 Air Leakage:Control and Efficient Ventilation 2.0 ❑ 3.1a High Efficiency HVAC 1.0 ❑ 3.2 High Efficiency HVAC 1.0 ❑ 3.3a High Efficiency HVAC 1.5 ❑ 3.4 High Efficiency HVAC• 1.5 �] r 3.5 High Efficiency HVAC 1.5 ❑ 3.6a High Efficiency HVAC 2.0 Prescriptive Path-Single Family 2018 Washington State Energy CoderR 4.1 High Eff iciency HVAC Distribution.System 6.5 ❑ 4J High Efficiency.HVAC Distribution System 1.0_ ❑ 5.1d Efficient Water Heating M ❑ 5.2 Efficient Water Heating 0.5_ 5.3 Efficient Water Heating 1.0 ❑ 5.4 Efficient Water-Heating 1.5 ❑ 5.5 Efficient Water Heating 2.0 ❑. 5.6 Efficient Water Heating 2.5 ❑ 6.1e Renewable Electric Energy(3 credits max) 1.0 7.1 Appliance Package 0.5 ❑ Total /jam Credits a. An alternative heating source sized at a maximum of 0.5 WJsf(equivalent)of heated floor area or 500 W, whichever is bigger,may installed-in the dwelling unit. b. Equipment listed in Table C403.3.2(4)orC403.33(5) c. Equipment listed in Table C403.3.2(1)orC403.3.2(2) d. .You cannot select more than one option from any category EXCEPT in category S.Option 5.1 may be- combined with options 5.2 through 5.6.See Table 406.3. e. 1.0 credit for each 1,200 kWh of electrical generation provided annually,up to 3 credits max. See the complete Table R406.2 for all requirements and option descriptions. f?lease p'i-int only-pages.'l through 3,of<th,i',Worksheet for.:submission,to ygur:building,official:: Prescriptive Path—Single Family 2018 Washington State Energy Code-R R E C E I=a-!Eif:j Resldbntial Gas Prestige RTGH Tankless Water Heaters 11 MAY 8 2023 The new degree of corn . 1 3 UU !I L 0 1�P'�O '08715 W. Aldor Stra'S� Rhiaern Prestige® RTGH is a series of high-efficiency condensing tankless gas water heaters designed for continuous hot water Efficiency Safety •Up to.96 EF with Stainless steel •Exclusivel Guardian 0FW`overheat Condensing heat exchanger film wrap o Intelligent electronic controls designed a Hot=start programming helps minimize "A'__i� to increase energy efficiency and safety fluctuation in water temperature,referred Performance to as"cold water sandwich",during periods of frequent on/off operation • 7 Exclusive!Water savings setting— !q upon activation,this setting can save Plus... i. homeowners up to 1,100 gallons of o Digital remote Control and 10 ft.of they- water per year"by.decreasing the flow mostat wire included of water through the pipes until the •Supplied with a 120-volt power cord v. temperature reaches the heater's set (indoor models only) temperature 9 Freeze protection to-30oF e Low flow fixture compatible—Industry- a E�_7-SpecSizing Software advanced first minimum flow rate of.26 GPM and • online tool that takes the guess work out minimum activation flow rate of A GPM of sizing tankless applications—available RTGH-DVL ensures t-he user will receive hot water at wwatheeftcom/tankless Indoor Direct Vent.Model even in low demand situations v Recirculation Pump Kit-Ready-Quickly Warranty- 11,000-199,900 Btu/h -pairs With our Recirculation Purnp kit G 12-Year heat exchanger—residential, Natural and LP Gas to provide instantaneous hot water 6-year heat exchanger—commercial, at the tape 5-ybar parts and 1-year labor Easy Installation and Service See Warranty Certiff c-ate for complete information 7 9 Built-in condensate neutralizer e 1/2"Gas line compatibility on every Commercial Applications model The RTGH Condensing Tankless *Exclusive!Maintenance Notice Setting Series can be upgraded for high- alerts homeowner—flashing a warning temperature Commercial use. 71 ] code to call for service check 0 'Temperature range is 85°F to 185GF 9 Self-diagnostic system for-easy UPGRADE KIT H TANKLESS MODEL installation and service E @ Digital display shows temperature 'Al setting and maintenance linteriance codes RTG20261A RTGH-.95DVLN-1 •High-altitude Capability—up to ATG202548 RTGH-95DVLP-1 8,400 ft.elevation above sea JeV013 RTG20254C RTGH-95XLN-1 RTGH-XL Technology RTG20254D RTGH-95XLP-1 Outdoor Model •EZ-Link'cable ble available for higher FTM: - 31a 11,000-1.99,900 Btu/h demand applications to connect two RTG20262A RTGH-90DVLN-1 Natural and LP Gas tankless units to operate as one RTG20255B RTGH-90DVLP-1 *Manifold up to six units With an optional RTG20255C RTGH-90XLN-1 MIC-6 manifold control board RTG20255D RTGH-90XLP-1 •Manifold up to 20 units With the optional MIC-1 85 plus the MICS-1 80 manifold control assembly RTG20263A RTGH-84DVLN71 RTG20256B RTGH-84DVLP=1 MID RTG20256C RTGH-84XLN-1 LEEV Points-2 RTG20256D RTGH-84XLP-1, 'Savings based on DOE test procedu a. Note;These upgrade kits are not compatible With previous models.See-the TanWess Parts and' 'Pump kit designed for single unit applications only. Accessories Catalog for a complete listing. PContact customer service for-exact altitude rating for each model. IN7E(3RATED HOME COMFORT PRINTED IN U.SA 02117WP FORM NO.TK-805 REV.11 Residential Gas ' r Water I Prestige ATGH Tankless Water Heaters The new deer'ee of eamfod:' Rheem PrlesdgiO Specifications DESCRIPTION FEATURES _ ROUGHING IN DIMENSIONS(SHOWN IN INCHES) ENERGY INFO. _ - - GPM GPM - - - - EST.YEARLY MODEL QAS '`NUMBER TEMP MKFLOW/ ®.77. ens; MAX. CONNECTIONS �� SHIP ENERGY RECOVERY ENERGY NUMBER INPUT NPE OF RANGE ACTIVATION RISE .RISE GPM WAR oAs HEIGHT WIDTH DEPTH DIAM.VENT WEIGHT FACTOR EFFlC.. COST BTUM BATHROOMS' GPM MAX, MAX. NAT".. Rheem •-° . ' 11,000- Indoor 85"to 2',3•.or4' . RTGH-95DVlN 4 - 026/0.40 5.0 9.5 9.5 3/4 3/4 27-12 18-12'9-3/4 82 .96 96% $170/412. 199,900 Direct Vent 140°F PVC 2-Pipe - FTTGH-95XLN-1 11,000- Outdoor '83•to 0.26N:40 5.0 6.5 9:5 3/4 3/4 .27-72 18-12 9-3/4 N/A. 62 .95 95°!• $172/417 199.900 140°F 1'1000- Indoor as*to - 2';3'or4' ' RTGH-90DVLN=1 3-4 ./1.4. 4.6 7.7 9.0 3/4 314 27-12 18-112 9-3/4 82 .95 97% $1701412 180,000 Otrect Vent 140-F PVC 2-Pipe RiGH-90XLN-1 Outdoor 3-4 0.26/0.40 4.5 7.7 9.0 3/4 3/4 27-12'18-1%2 9-3/4 N!A 82 ,95 97% $85'to 172L417 180,000 140•f - Prestige"Rheem 11000- Indoor '85°to 2',3'or4' RiGH-04DVLN-1 3 026/0;4D 3.9 6.7 8.4 3/4 3/4 27-12'18-1/2 .-SA '82 .96 96% $170/412 157,000 D'vectyent 14D°F PVC 2•Pipe fi`rOH=84XLN-1 1600- Outdoor 3 �°tO 0.2610AD 3.9 6.7, 8.4 3/4 . '3/4 27-12 18-12 9-3/4 N/A 62 .95 95% $172/417 157,000 140°F .. '. 'Based on simultaneous shoWers using 2.5 GPM flow rate pre-mined With cold water line.Flow rates vary depending an �f1d006 Direct Vent temperature of incoming cold water and waterheatersettemperature.Reterto fow rate curves for accurate si2(ng. I Estimated energy cost based i on a national average fuel cost of$1.09/therm for natural gas and$2.41/gallon for LP. Energy factor determined by the U.S.Department of Energy(DOE)test procedures.All models are available in Natural Gas and Propane(LP).For Propane replace the N with P when ordering. .. SCAQMD 11462 compliant.' 71 Factory set matcmum temperature is 120'F.See Useland Care Manual for setting. Consult factory for informatign'on sizing the application Add a'C°to iha nodel number when ordering Canadian models.Outdoor,models are only for seasonal use In Canada. Please contact Rheem Canada Ltd.for details. Vent Termination NIS are required toi Direct Vent models Contact your distributor for details. Proper gas pressure must be ensured to sup ply tankless gas Water:heaters-up to 199,900 Btu/h for RTGH-95 models. 2711 up to.180.000 Multi for RTGH-90 models,.up to 157,000 BW/h:for IiTGH-B4 models.(Consult your gas supplier) Temperature R(se(°F) Model Number 35° 45° 50° 60° 70° 77° 80° 90° 10o° ATGH-95 Water Flow(GPM) 9 5 8.5 7.7: 6.4 5.5 5.0 4.8 4.3 3.8 RTGH-90 Water Flow(GPM) 9.0 7.7 6.9 5.8 4.9 4.5 4.3 3.8 RTGH-84WaterFlow(GPM)' ._.8.4- - 6.7,. _ 6.0 5.0 4.3 3.9. 3.8 3.3 " 3.0 • o �• Above estimates are for sizing purposes only. 41/+� 311i 21/r' 2-I Water He U,Fr wFeteOm a Maximum Vent Length pntake[ou8et) 1° x _ y -•- µ -• r ._ MAXIMUM MAXIMUM MAXIMUM -RTGH DS Max Flow 7Ila' ei NUMBER LENGTH LENGTH LENGTH } - 1 0.,-,Max Flow OF90' OF 2• OF3" OF41 g j s iTTGH 84.Maz Flow ELBOWS STRAIGHT STRAIGHT STRAIGHT __.. 1..:._ PIPE PIPE' _. PIPE Outdoor } 1 , 5.O ft. 3B.O ft. 94.0 ft. 7_i ; I 0 or 1 (1.5 in)- (11.6 m) (28.6 m) ... u e E i i 3.5 ft. 36.5 fi. 88.0 ft. 2 - 3 (1,0 m) (11.1 m).. (26.8&m) 3, 2.0 ft. 35.0 ft. 82.0 h. 41 I i r. 40.6 m) (10.6 m) ..(25.0 m) i} i1 Not, 33.5 ft. 76.0 t. _ sj i d 1 4 Available (10.2 m) (23.2 m) 27 V:• Not - 32.0-(t. 70.0ft.' 21 f l 5 Available (9.8 m) (21.3 m) 6- .Not 30.5 fL - 64.0.ft. Available (9.3m) �(19.5m) 0 0 10_•20 3D 40 50 60` 0 so so 100 (ULC-S636 pipe must be used for Canada.) e Delta T(Fl - - Ell - It-9+t: Parts and Accessories Venting&terminations-2`.3"or 4"PVC,recess boxes,pipe covers,extra • GD'o' remote controls,EZ=Linki'cable,manifolds and cables,service Valve kits,"service parts,'flush kits,reciculation pump,kits and AIIClear"water treatment system.For ''`` more information on Tankless parts and accessories,see the Parts and Accessories. 2, Catalog or call 866-720-2076. t-711E->• In keeping with its policy of continuous progress and product improvement,Rheein reserves the right to make changes without notice. Rheem Water Heating • 191 Bell Road Rheem Canada Ltd:/Lt6e • 125 Edgeware Road,Unit 1 Montgomery,Alabama 36117-4305 a www.rheem.com Brampton,Ontarlo L6Y OPS • www:rheem.com INTEGRATED HOME COMFORT - _ - PRINTED IN U.S.A.02117 WP FORM NO.TK-206 REV.11 WhisperLite Ventilation Quiet Operation at 9.25"Water Gauge Statlo Pressure-(INSTALLED.PERFORMANCE) . Any manufacturer can achieve low sone levels at 0.1°w.g;-the amount of static pressure with 10 feet of duct and a wall cap.-But today's houses have longer and more complicated duct tuns.Since 0,1°rv.g,is an unrealistic amount of static pressure when installed,ASHRAE, ENERGY STAR®,and LEED for Homes,have set the industry standard for performance measure n�er�t tt-0�" 1 asoPPi��' leads the' way with incomparable sone levels et bath 0.1'and,0.25"w.g, s. V MAY - 2023 !hslON e�rCeiling-FAN ThON s1 erLite- 615 W. Alder Street FV-05VQ FV-08VQ5 FV-11VQ5 FV-15V05 FV-20VQ3 FV-30VQ3 FV-40VQ4 FV-08VQL6 FV-11VQL6 FV7I5VQL6 al lc pressure in inches w.g. 0.1 i 0.1- a-M 0.1 0.1 0.1 r 0'1 0.1 + 0.1 0.1 A1rVolume(CFK 50 36 80 62 110 91 150 127 190 144 290 257 390 366 80 62 110 90 . 150 128 Noise(sones) <0.3 0.4 <0.3 0.4 <0.3 0.5 �0.3 0.5 1.3 NA 2, WA 3 3. <0.3 0.4 0.5 0.6 0.9. 1.0 Power Consumption(Watts) 11.1 11.7 14.1 14.5 21.1 20.7 28.4 27.3 42 42 64 62 111.4 10%6 14.9 14.7 23.4 2310 31.8 30.9 -CharaclerisUcs (Hw Certified Data Energy Efficiency(CFMsMIatt) 4.7 3.2 5.8 4.5 5.3. 4.5 5.3 4.7 4.5 3.4 4.5 4.1 3.5 3.3 5.5 4.3 4.7 3.9 4.8 4.2 for 0.1'S.P.) Speed 731 1060 829 1089 950 1161 691 911 696 871 87. 990 1 793 1 874 863 1117 1006 1193 800 988 Current 0.09 0.10 0.12 0.12 0.18 0.17 0.24 0.23 0.35 0.35 0.53 0.52 0.99 0.98 0.12 0.12 0.20 0.19 0.27 0.26 °MAX Current(amps)" 0.09 0.12 0.19 0.24 0.41 0.61 1.00 0.13 0:19 0.25 Power Rating(VAIz) 120/60 120/60 MolorType AC AC Type of Motor Bearing Ball Ball Specifications. Thermal Fuse Protection' Yes Yes Blower Wheel Type Sirocco Sirocco .ENERGY STAR Oualified Yes Yes Duct Diameter(inches) 4 or 6 4.r6 4.r6 6 4 or 6 ` 4 or 6 6 Installatiod Mounting Opening(inchessq.) 10-1/2 12-3/16 14-3/4 10-1/2 Grille Size(inches sq.). 13 13 13 13 15. 17-11/16 13 13 1 13 tamp Watts 2 x 13W' Lumens(Im) 9981m per lamp' Lumens Per Watt(LPW) 75LPW* Light -CoiorRendering,lndez >80 Specifications CdlorTemperature(Kelvin) 3500K Rated Life(hours) 10000 Lamp Model 8 MLS13GU35 Type of Lamp Socket GU24 Night-Light Specs NighlLightWatts 4 Shipping Gross Weight([be.) 10.4 10A 10.4. 11.5 1 16.8 1 18.2 27.1 12.6 12.6 13.7 UL Tub/Shower Enclosure Yes Yes Approved Codel Washington State VIAO Code Yes Yes Standard/ Regulation CaliforniaTiille24Compliant Yes Yes Mfg in ISO 9001 Certified Facility Yes Yes 'As tested by an EPA recogniied lab "Lamp contains mercury.Dispose of according to local,stale and federal laws. NOTE.025"w,g,-1 Installed Performance r Panasonic t VENTILATION FAN 4 r FV-05VQ5,FV-08VQ5,FV-11 VQ5,FV-15VQ5,FV-20VQ3, F%30VQ3,FV-40VQ4' -- �Gy } ..m L l Y • 55 £ p WhisoerLite� ti S VENTILATIONIFAN "-` FV 08VQL6,FV 11 VQL6,FV 15VQL6 FV:11 VQL6 = ■Quiet,yet powerful 'Ideal for nevG<antl remodel residential app6catlons E'Integrated 4 or 6'duct adaptor on 50 11 CFM models x � '� � � m Large volue(190 � 390)CFM options available for fight commercial use �� ,,M,_ m,WhispbeLite models feature `Watt;self ballasted GU24 base CFLiamps a e Can be�used to comply with ASHRAE 62 2 LEED :IAP,EarthCraft CA'Title'24 antl WA state code , ADDITIONAL'BENEFR$ •Built-in metal flange provides blocking for penetrations through drywall as an Air Barrie;and assists with the decrease in1eakage in the Building Envelope during blower door testing •UL listed for tub/shower enclosure when GFCI protected •80-150 CFM models fit in 2 z 8 construction •Optional designer grille and radiation damper available for some models 31year warranty on parts,,3 year on CFL lamps FV;40VO4 does not comply with the ENERGY STAR®4.0 standard: ■��Iii `'/ 1 1 PARTNER OFTHE YEAR Sustain6d Excellence, 615 W Nder Street CH .. {,.CH .CH CH/4ar*++asa o ,tto r T .3iW+'4.«3 try, x & : t� i _ t9� h a. FRY �.,t,:'r Y.mad' 'T -,-'�- R�L "�ru�n8 A- !.� 'ttC •-•?. G.r .t:-,a ' P,. S:3aTr*c;#'"5 :9sY' "S uit*iKt .F {tuiti l3at2 3+..a`R; 9Ci4.$ "YRSt :xx4,bb5'zv-8 ««'. 9 000 BTU/115V 9,000 BTU/230( 12',000 BTU/115V 2,000BTU 230V 1.8 000 BTU, 230V 24 000 BTU 230V Power Supply, 11.5V/60Hz 208-230V/60H 115V/60Hz- 2087230V/60Hz, 20S-230V/60Hz 203-230V/60Hz Cooling Capacity 9,000 Btu/h 9,000 Btu/fi 12,000 Btu/h 12,000 Btu/h 18.000 Btu/h 24,000 Btu/h Heating Capacity 9,000 Btu/h 9,000 Btu/h 12,000`.Btu/fi 12;000 Btu/h 1000 Btu/h 24,000 Btu/,h 5EER2 21.5 21.7 20.8 21.4 19 18 HSPF 10 10 10.5 10 10 9.8 Pre-charge 25ft 25ft 25ft 25ft 25ft 25ft Additional charge 0.16 oz for each ft 0.16 oz for each ft 0.16 ozfior each ft 16 oz for each ft- 0.16:oz for each;ft 0.16 oz for each.ft Refrigerant piping 1/4"_3/8" 1/4..-3/8" 1/4"-1/2" 1/4"-1/2" 1/4"-1/2" 3/8 5/8 Operation -5"F-1227 -5"F-122'F -S'F-122"F -5'F-1221' -5'F-122°F -5'F-122"F temperature r ALLIANCE III& ENGINEERING rn.corn V00 Market St.NE 503 589-1727 Specialists in Post Frame Engineering Salem,OR 97801 FAx 503 589-1728 POST FRAME BUILDING STRUCTURAL CALCULAT16. 9N (This structure has been analy2ed and designed for structural adequacy only.) PROJECT No. RECEIVED 1.101823 . IIMAT -8 7023 5 \N. Alder Strdet BUILDING OWNER / LO:CATION.1 Eric Goffrier 121 E Slcyview Drive Union, WA.98592 THESE PLANS'MUST BE ON THE JOB`SITE FOR INSPECTION CLIENT: Northwest Pole Buildings_.Inc py C U 21116 NW Roth Rd Ridgefield, WA 98642 REVIEWED FOR CODE COMPLIANCE MASON COUNTY ENGINEER: BUiLD.ING DEPARTIVIENT C L0. L�'5��3 22 - 3 w /STET' SSIQNAL �' . Property of Alliance Engineering of Oregon, In.c. Unauthorized duplication prohibited. Copyright©Alliance Engineering of Oregon, Inc. 2700'Market Street WE. Alliance Engineering of Oregon, Inc. Phone: (503)589-1727 Salem, OR 97301 www.aeOregon.com Fax:(503)589-1728 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 1 POST FRAME BUILDING REFERENCES: 1. 2018 Edition of the Intemafional Building Code 2. ASCE 716- Minimum Design Loads and Associated Criteria for Buildings and OtherS,tructures,Provisions American Society of Civil Engineers,2017 1 2018 Edition,National Design Specitication,(NDS)For Wood Construction with 2018 Edition NDS Supplement,American Wood Council,2018 4. ASABE EP486.2-Shallow Post and Pier Foundation Design American Society of Agricultural and Biological Engineers,2012 ' 3 1/30/2023 1101828 (Gaffrier) 22x30xl7.xmcd 2 DESIGN! INPUT'VALUES: Building Dimensions Wbidg; 22•ft Width of Building Lbidg:= 50•11 Length of Building Hbidg: 17•ft Eave Height of Building Rpitah:= 12 /12 Roof pitch Overhang:= 0`'m Length of Lave Overhang GO,ji,ang:= 0-in Length of Gable Overhang Bay:= 10•ft Greatest nominal spacing between eave wall posts wLgabieopeninLgs:= 16•ft Total width of openings in.left gable.wall WRgaUleopenings:- 8'R Total width of openings in right gable wall WFeaveopenings:= 12•R Total width of openings in front eave.wall WReaveopenings:=4�ft Total width of openings in rear eave wall Design Loads for Buildinq: Risk—Category U Wind Design Values: Wind Speed: Wind Exposure: Vivind= 110 lnph E;xposure Seismic Design Values: Site class Ss:= 1.551 Mapped spectral acceleration for short period y SI:=0.582. Mapped spectral acceleration for 1 second period Ra:= 6.5 Response modification factor Roof Load Design Values: -pg = 25.1isf Ground snow load PLr= 20 psf Roof live load pd= 5 psf Roof dead load Roof type is=!'metal over wood sheathing" : hd2= lOpsf Additional truss bottom chord dead load(if applicable) PLa= 10 psf Ceiling live load at storage areas(if applicable,where 24"wide z 42"tall object will fit between(2)or more truss members.The width of.the storage_area_is=0 ft) 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 3 DESIGN INPUT VALUES(Continued): Structural Members for Building: Eave Post Properties:(Solid-sawn post unless otherwise specified) Sposr = Post Species ;_ Her Post Grade �ixG. v tz=Fir 'I_"__ Postis Doug-Sawn s v Karlin Properties: Girt Properties:(10`-O"bay spans&less) Spurlin:_ Sgirt Purli%ecies Girtspecie,. Doug-Fir I.v Doug-Fir Purlingrade;_ Girtgnde 22 IVI Purlu�pacing:= 24•in 2 Girtspacing:= 24•in . Girt Properties:(16-11"bay span) Sgirt2 %2�..+ Sx2261V Gspecies2 Doug=Fir U Girtgr,dc2 Sel-Strue v G111spacing2:= 16•,m Post Hole and Footing Design Values: nsoil 1500•psf Assumed soil vertical bearing capacity Ssoi1 = 100 psf Assumed soil lateral bearing capacity dia foering:= 2.0•ft Main eave post footing diameter Slab and backfill information Concrete slab Yes Backfill_type:= Concrete{v] Main eave-post hole backfill Future Loft Information W16R:= 22•ft Width of future second floor loft Loft: 30:f Length of future second floor loft Pd loft:= 12•psf Dead load of future second floor loft pt_loft= 40!psf Live load of future second floor loft (GO TO LAST PAGE FOR SUMMARY OF RESULTS) i i 1130/2023 1101823 (Gaffrier) 22x30x17.xmcd 4 t SNOW LOADANALYSIS: For roof slopes greater than 5 degrees,and less than 70 degrees. Pg= 25.psf Ground.Snow Load(from above) R,,gle=45 deg Angle of roof Ce= 1.00. Exposure factor J= 1.00 Thermal Factor CS=0.38 Roof slope factor Ig= 1.00 Importance factor 1.Determine`Roof Snow Loads: pf 0.7•Ce-Ct•Is•pb Equation 1 j pf= 17.5,psf Flat roof snow load; Roof slope 5 5deg ps'= Cs•pf Equation 2 . p4=6.7psf Sloped roof(balanced)snow.load 2.Determine final snow load,'psu psu= 25 psf Final roof snow load 1/30/2023 1101623 (Gaffrier) 22x30xl7.xrricd 5 WIND ANALYSIS: Vw;,,d= 110. mph Wind Speed kd=0.85 Wind Directionality Factor F kZ,= 1.0 Topographic Factor ke: 1.0 Ground Elevation Factor kZ=0.701 Wind Exposure Factor(windward) 1,v= 1..00 Importance#actor 0.00256.k k k k V 2 gh�_ z zt' d' e' wind ql,= 18.45 psf Velocity;Pressure .Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: gives= qli GCpfw"v gln gli'GCpflw gww= 10.33 psf qjw= =6.83 psf Windward Gable Wall: Leeward Gable Wall: nNwg nli GCpfiv%vg. glws g1iGCpflwg ghvwg= 7.38 psf glwg=—5.35 psf Windward Roof: Leeward Roof: qwr gh•GCphvr glr gli•:GCpflr 3.87 psf qlr= 7.93 list Wall Elements: Roof Elements: gwe nh'GCpfiv qr:= gh•GCpfi gwe= —16.34 psf qr=—14.76 psf Internal Wind Pressure(+/-)! qi.:.= %-GCp1 q;= 3.32 psf 1/30/2023 1101823 (Gaffrier) 22x30xlTxmcd '6 SEISMIC CALCULATIONS: SS= 1.55.1 Mapped spectral acceleration forshort periods(from above) SI=0.582 Mapped spectral acceleration for 1.-,second period(from above) Ie 1.00 Importance factor R,= 6:50 Response modification factor(from above) 1.Determine.the Seismic Design Category a.Calculate,Sps and S.1 For SDS: For 8D1; For SS= 1.551 For Sl = 0.582 R = 1.200 F,= 1.500 sms:= 80, SNn SIT, SNI3= 1.86.1 Sall = 0.873 SDs C11 r 1 � 3J sms SDI 13 I'SMI SDs.= 1.241 SDI = 0.582 Seismic—Design Category= "D" 2.Determine the building parameters Building dead load weight,W: Wall Load Design Values: Pr_s:= if(p f>30�psf,pf,,0) pf s= Opsf PDw= 10psf Wall dead load(mean) PU2= 10 psf Bottom chord live load outside of storage areas(if applicable) H�,of 11 ft Height of roof Wm lWbldg (2'0verhan9)1[Lbldg (2'CTOverhang)]'C(pf s'0.20) +Pd+Pd2j+�Wanic'Li ds(0.25-'PL,,)] ... +�(W W )L (0:25 )] +E2-(Wb1d- lHnlde� IT-1 � 1bldg— �nie ' bldg' PLaz +Lbldg 2 + ror'Wblag PDN Wj,= 22810.01b Main building weight(Mhout future loft floor weight) Wi 1Wioe'Llon'[Pd l08+ (0.25•pl IoflZ WI= 14520.0lb Weight offuture loft floor W,,:= (30ft•10ft•12psf) Wj,= 3600.01b Weight offuture lowerstud walls Building area;Ab 2 Ab:= Lbldg`Wbldg Ab=660 ft 1/30/2028 1101823 (Gaffrier) 22x30xl7.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period,T CU 1.4 sec Coefficient for Upper Limit on Calculated Period 0.75 1Ibld +!!roof a T,:= 0.02• ft 2 Ta=,0.207 Sec T:= if(T,,>CU,CU,Ta) T= 0.207 sec Fundamental period b.Determine the Seismic Response Coefficient,Cs: TL= 16 Long-period transition period Cs:is calculated as: but Cs need not exceed: SDS SDl SDl'TL Cst Cs2= if, T<TL, , Csl=0.191 To Re (lea) Csz=0.433 and CS shall not be less than: Cs3:=nia niax(0:044•SDS•Ie,0.01),if St Z 0.6,0.55•Sl R ,0 ICI Cs3=0.055 Cs:= if(Csi>Csz,Csz,if(C,l <Cs3,Cs3)Csl)) Cs=0.191 Seismic Response Coefficientto used in determination of seismic base shear c.Determine the Seismic'Base Shear: VVibase AM,` Cs'Wm Vhibase shear=43541b Main building VLbase shear Cs*WI VLbase shear=27721b Future loft floor V\Vbase shear Cs'W%v VWbase shear=6971b Future lower stud walls 4.,Determine the seismic load on the building: Since 'Seismic Design_Category= "D" , p= 1.3 E,U= 56611 . Seismic load on building Et= 36031b Seismic load on future loft floor Eta= 893 lb Seismic load on future lowerstudwalls i 1/30/2023 11,61823 (Gaffrier) 22x30x17.xmcd 8 BUILDING MODEL: CALCULATE TOTALjW IND'LOADS: Apply wind loads to the walls to determine moment and fiber stress.in the posts. a:—' Bey a= 120 in Q= 45.0 deg Roof angle from horizontal qe•= 17.16 psf vvind load gwwpost:='qe'a tlwcvpost= 14.3 pii 2 , Lpost-bn!L-. M tot — nwwpost' 8 Mt,,-,10057 in-lb Total bending moment in one post Mtot ftot S ftot 973 psi Total bending stress-in one post xeavepast p Alliance'Engineering of Oregon,Inc 1/30/2023 1.101823 (Gaffrier) 22x30x17.xmcd '9 # 2700 Market Street ProjectTitie: Erie Gaffrier t Salein,OR97301 Engineer: James,L.oughrey Ph(503)589-1727 Fx(503)589-1728 Project ID: 1901823 Soles&e0regon.com Desig ner-Mark B6rclav Project Descr: EaYe Posts . ie ner ecsec pod Coldm1 sbh"rec6l: hitkEkcAC,WC 1983.2020 B { DESCRIPTION: Eave post(without future loft loads) Code References Calculations-per-NDS 2015, IBC 2015;'CBC 2016,ASCE 7-10 Loac[Combinations Used': IBC 2018 General Information Analysis Method:. Allowable Stress Design Wood Section Name 6x8 End;Fxities Top Pinned;.Bottom Fixed WoodGradinglManuf. Graded Lumber Overall ColumnHeight 17 ft Wood Member Type Sawn (1-1fed for noa si 7dor cakulations.j Exact Width 6 in .Allow Stress Modification Factors Wood Species Hem=Fir Exact D ih ep $,In CforCwfor.Bendng 1.0 Wood Grade Not Area 48.0 in^2 CforCvforCompression 1.0 Fb+ 575.0.psi F,v 140.0 psi Ix 256.0 in"4 Cf or Cv for Tension to Fb- 575.0 psi Ft 375.0 psi, ly 144.0 in^4 Cm,:Wet Use Factor 1.0 Fc-Prll 575.0 psi Density 26:840 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu;:'Flet Use Faclor 1.0 ` E:Modulus of Elasticity... x-x Bending y-y Bending Axial K f Built-up columns 1.0 in.:15 a? Basic 1.,100.0 1,100.0 1.,:100.Oksi Use Cr:Repetitive.? No Minimum 400.0 400.0 Brace condition for deflection_(buckling)along columns , X-X(width)axis Unbraced Length.for buckling ABOUT Y-Y Axis=2 ft,.K=0.80 Y Y(depth)axis Unbraced Length for buckling ABOUT X-X Axis=16.333,K= Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:152.093 Ibs"Dead Load Factor AXIAL LOADS_ . Roof Ioads:,Axial Load at 16.333 ft,D=9:870;Lr=2.20,L-1.10,S=2.750 k BENDING LOADS.. :. Roof Wind Load:Lat.Point Load at 16.333 ft creating Mx-x,W=0.650.k. Wall Wind Load:Lat.Uniform Load creating Mx-x,W 00860 k/ft DESIGN SUMMARY ,Bending&.Shear Check Results PASS Max.Axial+8ending Stress Ratio 0.4326:1 Maximum SERVICE Lateral Load Reactions.; Load Combination +D4.60W Top albng Y-Y, 1:160 k Bottom along Y-Y 0;9520 k_ Governing NDS Forumla]Comp+Mxx,.NDS Eq.3 0=3 Top along XA 0.0 k. Bottom along XA 0.0 k Location of maxabove base 0•0 It Maximum SERVICE Load Lateral Eidections... At maximum location values are.... Along Y-Y 0.2659 in at 10,0:40 ft above base Applied Axial 2.022k for,'load WOnly Applied Mx -1:994 k-ft Along X-X 0.0 in at 0.0 fl above base Applied My 0.0 k-ft. Ed:Allowable 612.28 psi •forload combination:n/a OtherFactorsused to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0'.09710:.1 ffiM c Compression Tension Load Combination +D4.60W Location of max.above base -17.0 it Applied Design'Shear 21.750 psi Allowable Shear 224.0;psi Load Combination:Res6its Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination CD p Stress Ratio Status Location' Stress:Ratio Status Location D Only 0.900, 0.832 0.09787 PASS -0.0It 0.0 PASS 17.0 ft +D+L:. 1.000.. 0.806 0.140, PASS O:O.ft 0.0 PASS. 17.0.ft . +DtLr 1.250 0.748 0.1637 PASS O.Oft. 0.0 PASS 1.7.0:ft +p+S 1:150 0:772 0.1948 PASS O.Oft 0.0 PASS 17A:ft +p+0.750Lr-4750L 1.250. 0.7148 0.1743 PASS 0.0ft 0.0 PASS 17.0 ft +Dt0.750L+0.750S 1.150. 0.772 0.2004 PASS O.Oft 0.0 PASS 17.0 It +D+0.60W 1.600 0.666 0.4326 PASS 0.0ft 0.09710 PASS 17.0 ft +D-0:750Lr+0.7501_44501h 1:600 0.666 0.3660 PASS O.Oft 0.07283 PASS 17.0 ft t r Alliance-Engineering of Oregon,Inc 1/30/2023 11.01823 (Gaffriery 22x30917.xmcd 10 Y 2700 Market Street NE Project Title: Eric Gaffrier f Salem,OR 97301 Engineer: James Loughrey; ` Ph(503)50-17'27 Fx(503)589=1728 Sales@ae0regon.com ProjectlD; 1101823 Designer:Mark Barcla Project Descr; Eaye Posts. i e a rnerPost%&URoot,VVindsec {WOO[I COIUmn S 9 oftwdleippyn htENERCALC,iNC 1983-2020 Buad1220824 ., a e y, .._.i ra"� '-'� ."' �' i'` t'Yi. d i.,.s+t� a X,"=. w�•, '�'''�i'P'�r�m^ a t« DESCRIPTION: Eave post(without future loft 100ds) Load Combination Results Maximum Axial+Bendind Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio' Status Location Stress Ratio Status Location +b4.750L+0.750S+0.450W 1.606 .0.666 0.3744 PASS 0.0ft 6.07283 PASS 17.09 4'60D+0.60W 1.660 0066 0.4209 PASS, O.Oft 0.00710 PASS 17.0 ft 4.601) 1.600 0.666 0.04128 PASS O Oft .0.0 PASS 17.0 ft Maximum Reactions Note;Oniy�ion-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Mal Reaction My-End Moments k•ft Mx End:Moments Load Combination @Base @ Top @,Base @ Top @ Base. @ Base @Top @ Base @ To D Only _ 2.022. +D+L 3.122 +D+Lr 4.222 +D+S 4.772 +p+0.750Lr+.0.750L .4.497 +D+0,750L+0.750S 4.910 +D+0.60W 0.571 0.696 2022 1.994 +DA.750Lr+0.750L�.0.450W 0.428 0.622 4.497 1.495 +D+0.750L+0.750S-fQ450W. 0.428 0.522 4.910 1.495 +0.60D+0.60W 0.671 0.696 1:213 1.994 +O.60D 1.213 Lr Only 2 200 L Only 1:100 S Only 2.750 W Only 0,952 1460 3.323 Maximum Deflections for Load Combinations Load Combination' Max X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 It 0.0000 in 0.000 It +D+L 0.0000 .in 0.000 It 0.0000 in 0.000 It +D+Lr 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+5 0.0000 in 0..0.00 ft 0.0000 in 0.000 It +D+0.750Lr+0:750L' 0.0000 'w 0:000 -ft 0.0000 in 0.000 It +D+0.750L+0.750S 0.0000 in 0.000 11 0.0000 in 0.0o0 ft . tD+0.60W 0.0000 in - 0,000 ft 0.1595 in 10.040 It +D+0.750Lr+0.750L+0.45OW 0.0000 in 0.000 R '0.1197 in 10.040 It, +D+6750L+0.750S+0.450W 0.0060 in 0.000 It 0.1197 :16 10.040 It -460D+0.60W 0.0000 in 0:000 ft 0.1595 in 10.040 It +(160D 0.0000 in 0.000 ft 0.0000 in 0.000 ft L.rOnly 0.0000 in 0.000 It O.OWO in O.00o h L.Only 0.0000 in 0.000 ft 0;0000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.0000 in Am It W Only 0..00.00 in 0.000 4 6,2669 in, 10.040 f. 1/30/2023 1101823 Oaffrier 22x3Ox17:xmcd 11. •' Alliance Engineering of Oregon,Inc �. ) 2700 Market Street'NE Salem,OR 97301. Project Title: Eric Gaffrier Ph(503)'589-1727 Fx(503)589-1728 Engineer: James Loughrey Sales@aeOregonxom Project ID: 1101823 Desi tier:MarKBarcla Project Desar: Eave Post"s . e a ner)Post Klioof WindChecks. WOO C�'CO l U itl ll oft4'a copyright,ENERCALC,INC.1983 2020,Budd:122o 8 24 { S DESCRIPTION: Eave_post(without future loft loads) Sketches, s t� +X i 06 Y E r "6x8 6.0 in osy� Alliance Engineering of Oregon,Inc 1/30/2023 11:01823 (Gaffrier) 22x30x17.xincd 12 2700 Market Street NE. Project Title: Eric Gaffner Salem,OR 97301 Ph(563)589-1727 Fx(503)589-1728 Engineer: James Loughrey Salesr�aeI regon.com Project ID: 1101823 Designer:Mark Barclay Project Descr: Eave Posts File os w_ oo Ot C O waecap} hENERALC,INC. 98m 3.2020,Bud1220.8.2 4 _Rp, �• °,4 DESCRIPTION: Eave post(with future loft loads) Code.Referen'ces Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:IBC 2018 General Information Analysis Method: Allowable Stress Design .Wood Section Name 6x8 End Fixities Top Pinned, Bottom Fixed WoodGrading/Manuf. Graded Lumber Overall Column Height 17 ft WoodMember,Type Sawn 't�;ec!Fvi non-s/enri2r c acatariorrz'} Exact Width 6.0 in Allow Stress Modification Factors, Wood Species Hem-Fir Exact Depth $,O-In- Cf or Cv for Bending I.Q. Wood Grade No:2 Area 48.0 in"2 CforCv'for Compression 1,0. Fb+ 575.0 psi Fv 140.0 psi jx 2 56.0 in^4 Cf or Cv for Tension. 1'.0 Fb- 575.0,psi' -Ft. 375.0-psl ly 1,44,0 in^4 Gm:Wet Use Factor `1.0 Fc-Prll 575..Qpsi 'Density 26.840 pcf Ct:Temperature Factor 1.0 Fc-'Perp 405.0 psi Cfu Flat Use Factor 1.0 E:Modulus-ofBasticity.., x-xBending y-yBending Axial Kf.Built-upcolumns 10 ,a:Y 1:;s.a Basic 1,100.0 1,10,6.0 1000.O:ksi Use Cr:Repetitive? 'No Minimum 400.0 400,0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y=Y Axis=2 ft,K=0.80 Y-Y(depth)axis: Unbraced Length for budding.ABOUT X-X Axis=10.0I'L K=0., Applied Loads Service loads.entered.Load Factors will be applied for calculations. Coldmn self weight included:152.003 Ibs*:Dead Load Factor AXIAL LOADS Roof loads:Axial Load at 16.333 ft,D=1.870,Lr 2,20,L-=I A 0,.S=2.750 k Loft Loads:Axial Load at 10.0 ft,D=1.320,L=4.40 k BENDING LOADS. Roof Wind load:Lat.Point Load at 16.333 ft creating Mx-x,W=0.650 k Wall Wind,Load:Lat.Uniform Load creating Mx-x,W=6.0860 k/ft DESIGN SUMMARY Bending&Shear Check Results ?' ti PASS Max.Axial+Bending Stress Ratio = 0,4267 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 1.160 k Bottom along Y-Y 0.9520 k Governing NDS'Forumla 1 Comp+Mxx;NDS Eq.3 9-3 Top along X-X 0.0 k Bottom along X X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections:.. At maximum location'values are... Along Y-Y O 2659 in .at 10.040 ft above base Applied Axial 3.342k forloadcombination WOnly Applied Mx 1.994 k=ft Along X-X 0.0.in at l 0.0 ft above base Applied My 6.0 k ft for load comb oation:nla ( Fc:Allowable 826.28 psi Other Factors used to;ca_lculate alloWabie stresses PASS, Maximum Shear Stress Ratio= 0.09710:1 aendina Comoression Tension 1 Load Combination +D4.60W Location of max.above base 17.0 It Applied Design Shear 21.750 psi Allowable Shear 224.0 psi , t Load.Cornbnatiori Results: . Maximum Axial+BendinoStress Ratios Maximum Shear Ratios Load Combination -- C D. C7p Stress Ratio Status Location Stress Ratio' Status Location D Only 6.906 0.948 '`0.1419 PASS O.Oft 0.0' PASS 17.0'ft +D+L 1;000 0.941 0.3403 PASS O.Oft 0.0 PASS 17.0 ft +D+Lr 1.250 0.924 0.1738 PASS O.Oft 00 PASS 17.0 ft 4D+S 1.150 0.931 0:2061. PASS- O'.Oft 0.0 PASS 170 ft +D+0,750Lr+0.750L 1.250 UN 0.2859 PASS 0.01t 0.0 PASS 17.0 ft +D+0.7501_4750S 1.150 Q.931 0.3224 PASS O.Oft 6.0 PASS. 17.0 ft +D+6,60VV 1.600 0,89t3 0.4267 PASS O.Oft. 0.097-10 -PASS 17.0 It t Alliance'Engineeringof Oregon,Inc 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd. 13 2700 MarketStreet NE Project Tifle: Eric Gaffrier Salem,OR 97301 Engineer: JarnesL:oughrey Ph(503)589-1727 Fx(W3)'589-1728 Sales@aeOregon.com Project ID: 1101823 Designer:Mark BarclayProject Descr EaVe- .. e OSt$ a flQr ostw-Roofmd Checksec Vi 0 COiumn SoftwarecopyngMENERCALC,INC 19832020 Bm1d1220824 y k„j .A ,s ' 'y'' .r.'.,"h1 ,"..r�, is "`.Ys:.. °' %'� A_....;'e,,q�; ;-"h'.}'"t• x.L`^' .N >±<. .-t.! o '➢ DESCRIPTION: Eave post(with f6ture loft loads). r Load Combination Restilts Maximum Axial+Bending Stress Ratios. Maximum Shear Ratios i Load Combination - C D C P Stress Ratio Status Location Stress Ratio Status Location- +D+0.750Lr+0.750L+0A50W 1.606 0;898 0.3856 PASS O.Oft 0.07283 PASS- 17.0.11 +Dt0.750L+0.750S+0.450W 17600 0.898 0.391.9. PASS O.Oft 0,072831 PASS 17.0:ft +0:60D4.60W 1.600 D 898 .0.4169 PASS' O.Oft 0.09710 PASS 17.0 ft +0.60D 1.600 0.898 0.05056 PASS O.Oft 0.0 PASS 17.0_ft MaXtmum.Reactions Note:Only non=zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments .:k-ft Mx-End Moments Load Combination @ Base @Top @ Base @ Top @Base @Base @Top @ Base '@ Top D Only 3.342 +D+L 8.842 +D+Lr 5.542 +D:+S 6.092 +D4-0.750Lr+0.756L, 9.117 +D+0.750L+0.750S 9.530 +D+6 60W 0.571 0.696 3.342 1.994 +D+0.750Lr+0.750L+0.450W 0.428 0.522 .9:117 1.495 ` +p+0.150L+0.750S+0.450W 0.428 0.522 9.530 1.465 +0.60D+0.60W 0.571 0.696 2005 1.994 +0,60E) 2.005 LrOnly 2200 L Only 5:500 -s Only 2.750 W ONy 0.952 1.160 3.323 Maximum Deflections for Load,Combinations :Load combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 .ft 0.0000 in 0.000 It +D+L 0.0000 in 0,000 ft 0.0000 in 0.060 It +D+Lr 0.0000 in 0.000 ft 0.0000. in 0.000 It +D+S 0.0000 in 0.000 ft 0.0000 in 0:000 It + +D+0.75OLr+0.750L 0.0000 in 0.000 It 0.0000 in 0.000 It +D+0.750L+0.750S 0.0000 in 0.000 R 0.0000 in 0.000 It +D+0.60W 0.00W in 6.060 0 0AW6 in 10.040 It +D+0.750Lr+0.750L-t0.45OW 0.0000 in 0.006 It 0.1107 in 1Q040 It +D.+0.750L+0.750_S+0_.45OW 'O.0000 in 0.000 It 0.1197 in 10,040 R 40.601)+0.60W 0.0000 in 0.000 it 0.1595 in 10.040 ft +0.60D 0,0000 in OAOO It 020000 in 0.000 ft LrOnly 0.00W in 0.000' ft 0.0000 in 0.000, ft ?" L;Only 0.0000 in 0.000 It 0.0000 in 0.000: ft S:Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft WOnly 0.0060 in 0.000 ft 0.2659 in 1QO40 it S _.i Alliance Engineering of Oregon,Inc 1/30/2023 1101823 (Gaffrier)' 22x30x17.xmcd 14 2700 Market-Street NE Project Title: Eric Gaffrier Salem,OR 97301 Ph(503)589-1727 Fx(503)589-1728 Engineer: James Loughrey Sales@ae0regoncom Project ID: 1101823 Designer Mark Barclay Project Descr. Eave'"Posts File; aneo o m sec& d Cotu'm n 2020 Buad.ti2082 4OecoE DESCRIPTION: Eave post(with future1oft loads): Sketches " o� k V i pE 1: Y (rOF]C1 }X 0 .. 6TZIA US 'y 6.0 in oCO ) ; J 1/30/2023 1101823 (Gaffrier) 22x30xlTxmcd 15 EMBEDMENT FOR MAIN EAVE POST Calculate the minimum required post embedment depth for lateral loading for"the main posts. Post is= "constrained by a concrete slab" Va= 6961 Lateral shear load at-the ground fine M,= 1994ft 1b Mornentatthe ground line dia_faotiag= 2.00 ft Main post footing:diarheter Ssoi1= 100 psf Lateral capacity of soil Trial depth='1.5 ft-The starting depth of the post hole depth.The final post hole depth is determined by iterating to a final depth. depthsost= 2,0 ft This is the minimum required post embedment depth for lateral loading FOOTING DESIGN FOR MAIN EAVE.POST: Determine the footing size and depth for vertical bearing forthe main posts. gaoii = 1500psf Soil bearing capacity for footing dia_footiug=2•0P Footing diameter 2 � dia footing Afooting TT` Afooting'= 3.14 ft2 Footing area Post depth= 5.0 ft Minimum required post embedment depth P8g_allow`•=Afootins ns.644faetor+Pskin Njilow= 1209.5 lb Allowable end bearing capacity.of footing Pitg_appliedtA=63201b Total applied footing load (without future loft loads) Pag_ap01ied_1B= 119851b Total applied footing load (with future loft loads) Note that the end bearing capacity(Pf�_auow);is greater than the combined footing load (p$�appied ia)or(pf�LaPoied -B). This is OK i 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 16 DETERMINE LEFT GABLE WALL SHEAR LOADS: 1.Determine the wind load on the eave wall to be resisted by the left gable wall in shear: qe= 17,2-psf Eave wall wind pressure from above groof= 11.8 psf roof wind 2 (0,375•Hbldg.Lbiag'ge) +[Hroof'[Lbldg+ (2•GOverliaj-groof11 VeaAre_�vtndLG:= 0.6•1 Veaye NvindLG=21531b 2.Determine the seismic load to be resisted by the left gable wall in shear: (Em+Ell Veavesei inicLG:= 0.7 2 /I Veave_seismicLG 3241% /3.Determine the controlling load to be resisted by the left gable wall in shear: The controlling left_gable_load_is= "Veave scismicLe, Therefore, VLsalilc_sliear=32421b The lateral load that is transmitted to the left gable wail with large openings will be resisted by the gable wall posts in bending.. Check the bending stress in these posts. 0pening_heigbt_L9ab1c:= 96•ln Height of gable wail opening MLgablewall VLgable_sliear'Opening_ieigbt_Lgable MLgableivall=311264in•lb MLgablewall fxLGpost_applied 2•S610+2'SxG10 f,LGpost_.pp1i.d= 778 psi x F-Wpost_allotq:= 1.6•F� cost-psi FxLGpost_allow= 920 psi Since fid_Gpost applied c FkGpost applied this is ok 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 17 DETERMINE RIGHT GABLE!MALL SHEAR LOADS: 1.Determine the wind load on the eave wall.tobe:resisted by the rightgable wall in shear: qe= 17.2 psf Eave wall wind pressure from above proof= 11.8 psf roof wind rr(0:375 I3bldj; Idg'�le) �Hroof'�Llildg+ (2•GOverhano)�'groof� Veave_windRG:= 0.6 L J 2 Veave windRG= 2153lb 2.Determine the seismic load to be resisted by the right gable wall in shear: CEm+FI Veave_seismicRG:_"0.7• +E�V ` 2 Veave_seismicRG= 38681b 3.Determine the controlling load to be resisted by the right gable wall in shear: The controlling ri&_gable load—is= "Veave seismicRG" . Therefore, VRgable_shear= 38681b VR9able shear is the shear load that is transmitted through the roof diaphragm to the right gable wall. Normalize the load to a per foot'basis. VRgable shear vrgavlewav:_ - yr 276 if Right able shear load Wbldg— gableopeniags gable�vall= p g g The right gable wall diaphragm can resist the shear loads as follows: vlgablewall S 350 plf Then install 7/16"OSB or 1/2"CDX plywood sheathing.Nail wood sheathing with 8d nails at 4'o.c.boundary and 12" o.c.field. Provide 2x blocking at all panel edges. 1130/2023 1101823 (Gaffrier) 22x30x17.xmcd 18 Right gable wall uplift due to shear Ioading on gable wall shear panel: Calculate.uplift pullout of the gable wall posts due to shear loads on the gable wall. Veave seisinicRG= 38681b Calculated from above Veave seismicRG-Hbldg CpostRG' CpostRG= 4696.1b This is the uplift load on one Wbldg—WRgaUleopenings gable wall post Assume a dead load weight of roof and wall area to be 0.6*Dead Load. The area of the roof and wall thafwill tend to keep the gable wall post in the ground will be as follows: WtRoofRG = B�)I'Wbldg'(0.6•_p�j) WtRoamG.= 330 Ib Dead weight of roof WtRGable_wall:=[HbIdg-(WbIdg— W (HrodRgableopenings)+ 'W21dg11`[0:6•(5psf)] WtRGable wai= 1077lb Dead weight of gable wall dia_Rgabie_footing= 2.00 ft Diameter of gable wall posthole depth_Rgable_footing=5.Oft Embedment depth of gable post ; WipostRG deptl%Rgable_footing'WRGpost'0.6 WtPostRG=261b Dead weight of post Concrete backfill in the right_gable_end—Post_is= "required" to resist the gable wall panel uplift. RGP6stBackfil1= 21691b Gable post backfill weight if gable end posthole is backfilled with concrete(0 if granular or native soil backfill. Concrete,backfill may may n6€be required to resist gable wall panel uplift). WtMRG WtRoofRG+WtRGable wall+ WtPostRG+RGPostBackfil•1+PskinRGU WttotRG-47801b Total resistance for gable wall panel uplift. Since Wtlat.is greater than the gable wall panel uplift,CpostG,the gable wall footing is adequate. 1/30/2023 1101823 (Gaffrier) 22x30xl7.xmcd 19 DETERMINE FRONT EAVE WALL SHEAR LOADS: 1.Determine the wind load.on the gable wall to be resisted by the front eave wall in shear: qg= 16.0psf Gable wall wind pressure H,,,f= 11.00 ft 0375-I-1bjdg-Wbjdg+ 0-5!H,.0f-Wb1dg) Vgab1e—i-N,in, dFE:= 0.6.[( •qg] 2 Vgable—windFE 12541b 2.Determine the seismic load to be.resisted by the front eave wall in shear: Vgable seismicFE:= 0.7.(E,,,2 E, +Ev) Vgable-seisihicFE= 3868 .3.Determine the controlling load to be-resisted by the front eave wall in shear: The controlling front eave load is= 'IV able se isinicFE" Theref6re, 'VFeive shear 3,868 ib �g, \/Fe,lve shear isthe shear load that is transmitted through the roof diaphragm to the front eave wall. Normalize the load to a per foot basis. VF0, vfcave%vail ve—shear vf,,,,,wajj= 215 plf Front eave shear load LbIdg_ WFeaveopenings The front eave wall diaphragm can resist the shear loads as follows: rf.,,v.tvjjj f�-240 plf Then install 7/16"OSB or 1/2"CDX plywood sheathing.Nail wood sheathing with 8d nails at 6"o.c.boundary and 12" o.c.field. Provide 2x blocking at all panel edges. 1/30/2023 1101828 (Gaffrier) 22x30x17.xmcd 2.0 Front E_ave wall uplift due to shear loading on eave wall shear panel: Calculate uplift pullout of the eave wall posts due to shear loads on the eave walls. Vgable_windFE= 1254-1b Calculated from above Vgable windFE flblds CFEposr:_ Cppsi= 11841b This is the uplift load'on one eave wall post ; Lhldg— WFea,eopenings Assume a dead load weight of roof and wall area to be 0.6*Dead Load. The area of the roof and wall that will tend to keep the eave wall post in the ground will be as follows: Wbldg WtRoofFE I 2 i Overhang)"Lbldg•(0.6•pd) WtRonfrE= 990lb Dead weight of roof wtrEavewSll`- [Flbldg'(414—wFe5veopenings)]'[0.6•(5psf)] WtFEave wall= 9181b Dead weigth of eave wall dpa_Feave_footing= 1.5 ft Diameter ofsmallest front eave posthole depth_Fcave_footing 2,5 ft Embedment depth of shallowest front eave post j WtPostFE:= (depth_Feave_footing)•WFEpost'0.6 wtposlpE=71 Weight of post. Concrete backfill in the front eave_post_is= "required" to resist the divide wall panel uplift., FEPostl3ackfill=5691b Front eave post backfill weight if posthole is baclalled with concrete (0 if granular or native soil backfill. Concrete backfill may or may not be required to resist eave wall shear panel uplift). WttotFE WtRootFE+WtMwe wall+WtPostFE+FEPostBadlcfill Wt,o,FE= 2484lb Total resistance for eave wall panel uplift. Since VIV rWE Is greater than the eave wall panel uplift,CposTE,the eave wall footing is adequate. t I 1/30/2023 1101023 (Gaffrier) 22x30x17.xmcd 21 DETERMINE REAR EAVE WALL SHEAR LOADS; l .. ! 1.Determine the wind load on the gable wall to be resisted by the rear eave wall in shear: qg= Mo pst Gable wall wind pressure Hroof=11.00 ft rr(0.375•EIbidg`Wbldg+0.5•Hroof•Wbtdg Vgable windRE:= 0.6 LI 2 ) qg] Vgable_windRE= 12541b 2.Determine the seismic load to be resisted by the rear eave wall in shear: E.+Et/ Vgable_seismicRE:= 0.7 2 Vgable seismicRE 3242lb 3.Determine'the controlling load to'be resisted by the rear eave wall in shear: The controlling rear eave_load_is= "Vgable_seisn icRF' Therefore. VReave shear= 32 421b VReaVe Shear is the shear load that is transmitted through the roof diaphragm to the rear eave wall. Normalize the loadto a p'er foot basis. VReave :Bear vreavewalt yr 125 if front eave shear load Lbldg- �eaveoperdngs eavew.11= p i The rear eave wall'diaphragm can resist the shear loads as follows: vfeavewall;:!�M plf Then install 7/16"OSB or 1/2'CDX plywood sheathing.Nail wood sheathing with 8d nails at 6"o,c,boundary and 12" 0.6.field. iProvide 2x bfockind at all panel edges. 1/30/2028 1101823 (Gaffrier) 22x30x17.xmod 22 Rear Eave wall uplift due to shear n loadi on eave wall she pan loading-9 shear 1:- -- panel: Calculate uplift pullout of the eave wall posts due to shear loads on the eave walls. Vgable windkE= 1.2541b Calculated from above Vgable whidRE;Hblj, CREpost:= CiYEp.,t= 820,lb This is the Uplift load on one eave Wall post Lb.14g—VlReaveopcninggs Assume a dead load weight of roof and wall area to be 0.6*Dead Load. The area of the roof and Wall tha-t-Will tend to keep the eave wall post in the groundwill be as follows: WIA d9 11 +Ove Lbldg- WtR,,,,I'kl WtRofRr (0.6-p�) 990 Ib Dead weight of roof WtREave.-wall:= [Hbldg-(Lbldg— WR.Veopcnings)]-[0.6-(5psf)] WtIzEve wall = 1326 1 Dead weigth of eave wall dj,, R.. fOOjj.g=2.0ft Diameter of smallest rear eave p9sthole d,pth Reave footing=5.oft Embedment depth of shallowest rear eave post WtPo.sIRF-- :.== (dptli R ave r1a) Ru, fa0 6' 'WPosIRE-Q.6 Wtp,,, 26 Ib Weight of post Concrete backfill in the rear eave_post is= "required' to resist the divide wall panel uplift. REPosfflackfill= 21681b Front eave post backfill weight If posthole is backfilled with concrete (0 if granular or native soil baclall. Concrete backlill may or may not be required to resist eave wall shear panel uplift). WttotRE:= WtR..fRF,+WtREave wall+WtPostRE t R EPostBackfi.11 Wtt(,,RE=4510 lb Total resistance for eave wall panel uplift Since WttotRE is greater than the eave wall panel uplift,CpostRE-the eave wall footing is,adequate. 1/30/2023 1101823 (Gaffrier) 22x30xl7.xmcd 23 GIRT DESIGN: (1014' Bayspans and less) The girls will simple span between posts and loaded_horizontally for wind. Calculate bending stress due to wind loading and determine the-adequady of the girls. gwegirt=.3.63 pli Lgj,�_sp.= 114 in Orientation="CommerciaP 2 L'girt_span Mg,rt•= %vegirt 8 Mgi•rt 5901 in-lb Bending moment in the girt . = Mgirt fbgirt:= fbgirt= 780 psi Stress applied to the girt sgiv Determine the allowable member stress including load factors. FbGirt= 900psi CDwind=1.60 CNtbgirt= 1:00 Ctgirt= I M CLgi t= 0.99 Cr-girt= 1,30 Cfi�girt= 1.00 Crgirt= 1.15 Fbgil:= FbGirt'CDlviiid'CNlbgirt'Ctsin'CLgirt;CCgirt'Cfu,irt'C,.girt FbGirt= 2129psi >fb(jirt This is OK i GIRT DESIGN: (1.6'41"Bay span above gable end overhead door) The gists will simple span between posts and loaded hor'¢ontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. gweGirr2= 2.42 pli L8irt_span2= 195 ill Orientation2 = "Strongback" 2 Lgirt_span2 Mgwrt gwes"12' 8 Mg;rt2= 11511 in lb Bending moment in the girt fbgirt2 Mgi t2 fbgirt2= 1196psi Stress applied to the girt Sgirt2 , Determine the allowable member stress including load factors. FbGirt2= 1500psi CDNi,,)'= 1.60 CMbgirt2= 1,00 Ctgirt2= 1.00 C4iri2= 1.00 CFgkl2= 1.30 Cfugirt2= 1.15 C,tirt2= 1.15 Cigirt2= 1.00 Fbgirt2:-FbGirt2`CDwind'Clvlbgirt2'COit2'CLgirt2'CFgirt2'Cfugirt2'Crgirt2'Cigirt2 Fbgirt2=4126psi > fbM,2 This is OK 1/30/2023 1101823 (Gaffrief) 22x30xl7.xmcd 24 .PURLIN DESIGN: The purlins simply span between pairs oftrusgesorrafters: DeterminQ the adequacy of the purlins. Purlin= "2x611 Purlin,pacing= 24-in O.c. Lpurfin span= 115.5 in Wp,j,lin= 3.54pli Maximum combined distributed roof load along top edge of purlin 2 Nypuilin-Loudin span Mpurlin.— MP mlii= 5896 in-lb Bending moment in the purlin Mpuffln fbpurlin.= Spurlin fbpuilin= 780psi Bending stress applied to the purlin Determine the allowable member stress including[bad factors Fbp,,,Ii, 900 psi CD,n,,,= 1.15 CM purlin= 1-00 Cipufli.= 1.00 CLIpfli.= 1.00 QFp,,ji. 1.30 CN lmi.= 1.00 CrPuflin� 1-15 ,P lFbourlin -FbParlin*C,Dsnow*C-Ivlbpurlin'Qtpurlin'QLpuilin'(jFpurlin'Cftipurlin*CrpLlrlitI Fbpu,li,,= 1547psi > fbpujjjj Thisis OK 1/30/2023 1101823 (Gaffrier) 22x30xl7.kmcd 25 MAIN,POST CORBEL BLOCK DESIGN: Determine the required numberand size of bolts required in the main post corbel block, Allowable fastener shear capacities ?lboti"sa 15901b Shear capacity for 5/8"dia..bolts.' ?Thou 34 = 21901b Shear capacity for 3/4"dia.bolts ?zbmc.io= 3600115 Shear capacity for 1"dia.bolts ZT„aii 16d= 112 lb Shear.capacity for 16d nails ZT.A 20d= 147lb Shear capacity for-20d nails PTcoruel=4400lb Combined dead,live roof or snow,and live(if applicable)loads on corbels If 518 dia.bolts are used: Nbolis58=2.4 Number of 518"dia.bolts required in the corbel block,if used. If 3/4 dia.bolts are used: Nbotcs34= 1.7 Number of 3/4"dia.bolts required in the corbel block,if used. If 1 dia.bolts are used: Nb.ImIO= 1.1 Number of 1"dia.bolts required in the corbel block,if used.. If 20d hails are to be used: N,H.20d= 13 Number of20d nails required in each corbel block,if used. If 16d nails are to be used: NoiNlGd= 15.7 Number of 16d nails required in each corbel block,if used. 1/180/2023 1101823 (Gaffrier) 22x30k17.xmcd 26 DETERMINE ADEQUACY OF THE INTERIOR STRIP FOOTING FOR FUTURE ; WALLAND LOFT LOADS: Check load cases to determine maximum applied footing load at each wall stud: Wfooiii -= 8 in Footing width, t — 12in Footing'thickness Wtfooting= 133lb Weight of concrete fooling— Studspacing= 16in o.c. (assumed stud spacing) tribstud= 9.2 ft Tributary floor area on stud Pdeadsiad= 307.21 Dead load applied to stud Plivestnd 490.667 lb Live load applied to stud Loadcasel:= (Pdeadstud+Wtfooiing) +Plivestpd Loadcasel- 931 lb Loadcasel ApplicdJiressure A 1048 sf Maximum applied wfootinl;'Studspacing pplied_pressure= P pp . soil bearing pressure Allotvable_przssure:= gsoil — 1500 P sf Allowed bearing pressure Ilo�vable�ressure— g Note: A is reaterthan A therefore OK Allowable g pplied_pressure, Check temperature steel requirements: Atemp;= 0.0018•Wfooting'tfooting Atemp= 0.173in2 Minimum required steel for temperature Bar size:= 4 Reba s¢e used in the strip footing No—bars:= 2 Number of bars used in the strip footing Final steel requirements: Atemp= 0.173 in Total minimum required area of the rebar installed in the footing As_installed= 0.393 in2 Total area of the rebar installed.in the footing>greater than Amin regd thus OK. Rebar size ancl_quantity_is= "adequate" i 1/30/2023 '1101823 (Gaffner) 22x30x17.xm6d 27 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbjog=22-ft Width of Building Roof dead-load=7 psf Live roof load=20psif L�Idg= 30fl Length of Building Ground-snowload= 25psf Rbldg= 17ft Eave Height of Building Roof snow load= 25 psf Omhang= o in Length of Eave Overhang Wind_speed peed= 110 mph Rpitch= 12 12 Roof pitch Wind_exposure= "B" Seisniic,Desigq._Category= 1D" Post Details(Worst case) Footing Details: Posi-size= "6x8" Post-is= "constrained by 6 concrete slab" Post-grade= 'W2 Hem-Fir" Postdepth= 5.Oft Design Post Depth Usage =43 %Combiried stress usage of post dj.-f0.tj.g=10ft Design,Footing Diameter Shear Wall Details: - - Footingusage=99 % Stress usage of footing VgiblewaR= 284 plf Max,shear in gable wall 221 pIf Max.shear in eave wall Girt Details: Girt usage= 97% Stress usage of wall girt" Orientation Commercial" at 10'-0"bay spans and less Girt usage2 = '.'28-0/o Stress usage of wall girt" Orientation2= "Strongbac I kil at 16-11 bay span Purlin Details: Purling usage= 54 % Stress usage of roof purlin Corbel Block Bolts: Nbolts58 =2.5 Number of 5/8"dia.bolts required in the corbel block,if used. NMN34= 1-19 Number of 3/4"dia.bolts required in the corbel block,if Used. NMN10= ]-I Number of 1"dia.bolts required in the corbel block,ifused. NajflMd= 13.7 Number of 20d nails required in each corbel block,if used. N;1,16d= 16.5 Number of 16d nails required in each corbel block,if used.. SPECIAL NOTE: The drawings attenclantto this calculation shall not•be modified by the builder unless authortzed in Writing by the engineer. No special inspections are required. No structural observation by the design engineer is required. T.E.GOFFRIER DESIGN &0 909--b-00710 CD I ; m -I •�.. Z ISSUED DRAWINGS OS.iWMDST3 PERMIT ISSUE s i vd O -- ° EH APPROVED Rhonda Thompson 06/26/2023 1 SITE PLAN EH Setbacks SKYV)Ew scuE+ne••+•.0•1,••+s+ A.) Drainfield/Reserve requires 10'setback from footing/foundations GARAGE-SITE PLAN B.)Septic tank(s)requires 5'setback from all footing/foundations C.)No foundation/Perimeter Drains within 3011,downgradient of " ' Drainfield/Reserve area ® Eca o e w o Ie:a.r--zran D.)No Cut Bank(s)(greater than 5ft and over 45 degrees)within 50ft,down gradient of Drainfield/Reserve area SP-101 o a ,a az a �L