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HomeMy WebLinkAboutBLD2023-00710 SFR - BLD Engineering / Geo-tech Reports - 5/2/1996 STRUCTURAL EVALUATION REPORT POLE BUILDING LOFT 0 TIMOTHY GOFFRIER (� 121 E SKYVIEW DRIVE PARCEL 32106-75-90132 Gti3 UNION, WASHINGTON2 Prepared for: P Timothy Goffrier 9�� 280 Washington Avenue Unit 709 Bremerton,Washington 98337 Prepared by: Sl-TE Envirotech Engineering COPY PO Box 984 Belfair,WA 98528 360-689-6045 THESE PLANS MUST BE �\\A CLYI) S`r�r ON THE JOB SITE FOR INSPECTION ., 43045 , !'SSl(AAl � 3/19/24 REVIEWED FOR CODE COMPLIANCE MASON COUNTY Project Number: 24023 rl II_DING DEPARTMENT March 19,2024 Introduction Envirotech Engineering (Envirotech) completed this structural engineering assessment for a loft located at 121 E Skyview Drive(Parcel 32106-75-90123)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-Ib) 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 wL^2/8(dist. Load) 7,150 ft-lb Moment of Inertia,1 236.6 inA4 El 4.49E+08 psi Mmax Total 7,150 ft-lb Fv 285 Ibs 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=bdA2/6 0.0233 cf Bending Design Value, Fb 2,900 psi Repetative Member factor,Cr 1.15 M=fb*S 10,072 ft-lb Goffrier Loft Envirotech Engineering 121 F Skyview Drive PO Box 984 Mason County,Washington Belfair,Washington 98528 Page 1 360-275-9374 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 (lb, Ib/ft) PLA3/48EI 0 in Point Load, P 0 5wL^4/384E1 0.28632 in P Location(c,x) c c=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 11 7/8 TJI 210 @ 16"O.C. L/360 Live Load Deflection (Minimum Criteria pet Code) Depth Tll° 40 PSF Live Load/10 PSF Dead load 40 PSF Live Load/20 PSF Dead load 12 o.c. 16"o.c. 19.2"o.c. 24"o.c. 12"o.c. 1 16"o.c. 19.2"o.c. 24"o.c. 110 18'-9" 17'-2" 15'-8" 14'-0" 18'-1" 15'-8" 14'-3" 12'-9" 9%2' 210 19 8 18'-0" 17'-0"_ 15'-4" 19'8- 17'-2" 15'-8" 14-0 230 20' 3 18'6' 1T-5" 16' 2" ?0'-3" 18'-1" 16' 6" 14'-9' 4 110 22 3 19'4" 1T-8" L 15'9 ", 17'-8' _16'-1'trt 14'4"tu 210 23'4' j 21' 2' ; 19-4' 17'3"t'` 22'4" 19'-4' 17'-8' 15--9'tu — ._ 117A 230 24 0' 21'-11" 20'-5" 18-3" -- 20'-5' 18'-7" 16'-7'(1) --------- ---- 360 25'-4' 5--2" 21'-10" 20'-4"tu 25'-4" Z3'?" ?i'-10'n� IT-1VII 560 28'-10" 26'-3" 24'-9" - 23'-0' 28'-10' -?6,-3"- - 24'4' -20'41'011 110 X-C 21'-0" 19'-2"__ 17'-241} 22'-2" __ 19'-2" 17'-611) _15'-0"tt} 210 26'-6' 23'-1" 21'-1' 18'-10"ur --24'-4' 2r4' - 19-211) 16'-Ta 14" 230 2T-3" - - 24'-4" - -22'-2' 19'40"tl) --Z5'-�" 22'-2" 20'-3'fl) 1T-6'tu` 360 28 9' 26,3" 24'-9'w - 21'-5'tu - 28.9".. 28`-3'"n� 22'-4ia- -17'.10•trt 560 32'-8' 29'-9" 28'-0" 25'-2'tt' 32'8" i 28'9" 26'3"r» 20'-11"{" 210 28'-b" 244" 22'-_6"1u 19'-11"11y 26'-0" 22'-6"(1} 20-4-%') 16'-7"1" 16" 230 30-1" 26-0" 23'-9" 21' 1"'r1 _ 27'4" 23'-9" 21' 8 :" 17'4",„ 360 31'-10" 29'-0' r 26-10"ui 21'4'0) 81'-10' 2640401 22 4 iii 17'10"tri 560 36-1 32-11 31'-0" M 25'-2 d6-1 I 31-6 ib 26-3 n} 20 11 t" (1)Web stiffeners are required at intermediate supports of continuous-span joists when the intermediate bearing length is less than 5'/"and the span on either side of the intermediate bearing is 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 6"Screws TABLE 1 D—VERSALOK FASTENER DIMENSIONS AND STRENGTHS MINOR ALLOWABLE VERSALOK' OVERALL LENGTH OF UNTHREADED THREAD OUTSIDE BENDING FASTENER HEAD SHANK THREAD YIELD STRENGTH FASTENER LENGTH,L' THREAD,r DESIGNATION MARKING (Inches) (inches) DIAMETER,D, DIAMETER,D, DIAMTER,D STRENGTH' Tensile Shear` (loch) (inch) (Inch) (Fro,psi) (Ibf) (Ibf) VLOKDO6 F6.0 VL 6 3 VL 3 0.228 0.202 0.305 200,700 1,833 1,235 VLOK010 F10.0 VL 10 3 For SI:1 inch=25.4 mm,1 Ibf=4,45 N,1 psi=6.895 kPa. 'Measured as shown in the figures below. TLength of thread includes lip.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. O.;ALJ,i6f - aJOS MAgx a M MWOY a 6•A!0aN "ItxeH t1late tfM MIFUPMIE am& HEM on lbp I W r._..1HPUp UNGiN. te.0"..._�`_....... FIGURE 4—VERSALOK FASTENER Simpson HUCQ1.81/11.88-SDS lUS1.81/t1.88 — 15 It% 2 — 110)D.1480 70 1,196 1.345 1.455 1,020 1.160 1250 MIU1.91711 11131. 11%, 2 h — {20)0.162 x 3'h (2)0.148 x 1 Ih 230 2.880 3.135 2.135 2475 2.6%2,695 !3=x11Ili HUSI.8U10 — 1%c 81A 3 — (30)0.16201h (10)0.162x3'h 2,675 ' Hull P9k 11 S'r 215 f 4 (2210.162 x 311 (6)0.148 x 1 h 915 3.275 3,695 3.970 2.820 3.180 3.425 Max. (A0.162x3A (10)0.148x11 1.795 4,705 4,81D 3.845 4.340 4.600 HUc018!it1.SDS — I'Yu 11 3 — (10 1/4x1%SDS {4)AdViSOS 1.31 2.500 875 3.125 1,800 2.070 2.260 1.10 11210.1.9x3 — 7D 1,615 1745 1,220 139015^00 Goffrier Loft Envirotech Engineering 121 E Skyview Drive PO Box 984 Mason County,Washington Belfair,Washington 98528 Page 3 360-275-9374 T.E.GOFFRIER DESIGN ® DREW GRLBON Approved for Issuance cEr�..rl��awn.rAx`a1 wbctarN��r.W r1�. —_T E+mr.we.rwc]a.re.o. Mason County Permit Document I I dt' BLD30]lOD]ta I t I Z I Reviewed for Code Compliance County Building Mason Department l aelleing Air L..k.g.T..t jI 1 1 H•P I I wn��+^i.ws�r.�ur.wn.. M M d A E11735, � I, IEI 11 I � III s► R rr,..e rr I m Iw' II • I y— it r L�li l iI i ��rir I .q p +M1.ab mJ fl ]b(irba .W4J in j I r x =Za orapprovalin work _ 05.0523 RFRsuLLssuE I I II � w I t 1 I Fleur In..a..Wnm.I—n.uu.Jiml.or..m.nn,l m.nrcrl. 1. � 1 1 t —_ I r,ort.aM1aY Ee In.W4d wa l aIe.Nwm.r N1Sr.n D 7 -- — -__ �. _-_.—. ��vl���r� � Fnwnd.lnn l'rn1a.M1allbrl udwllul lAe er of lM1e r.nl 1. IIK lover wn...of keor naulrbn (:Beovv ---- r—.__ rxr:,F---�--.r< (k rrarlorvlarr-A-.�r.wrlwsron - -_ oanlwarort—l--o�llwo].sr---t---eowlwsrrar _�� Heat Detector — — r—� A R.al J.bcler.n.n m.l,ll.e In mxn.a pv.p.ene Inlerconne t.e to en.lean or amok. -aI --..--- alarm In.lapee In t Ina ew.Nln9.IR]tel -- ELEVATION-GARAGE SIDE ELEVATION-GARAGE BACK ProviL a Nlanu acturer s _ — D .ante installation instruct ions at wvr Framing Inspection SITE .,r..rr..rr..,b. MUST COMPLY WITH PERMIT COPY CONDITIONS Plans to be kept on site I I These plans must be on the lob Its i I ` 'r• for Inspection Roof Ventilation At 1 sq It per 300 sq ft s..R.aa.numpl.n%21Zcheckil.t l r 1 .rlmooR..i,inlnro:m.mn,ne e.l.elcklistn Truss Engineering w I t w ■ I I', Full Tru..Engln..ring mutt be available alta at f,aming In.p..u.. l I I i r � I; .�+n.mNNDree 111 i I S 1 i i J N -ate F—�:—N N trf___t_._--._ fa llr Ma�M�Y�itrleee.Mlllell�em. SKYVIEW orsnwarsr----mennsvww— -eonwaeon--,� -.rawwvron-+-nrcw]avnn--nraelwsron M+�Ir• GARAGE-E%rER10R ELEVATIDNS Ileelr YYY.r Wa..�a c ELEVATION-GARAGE SIDE /1 ELEVATION-GARAGE FRONT trna irm.mMet Rrt pa.a/n/aot.} THESE DESIGNS & DRAWINGS ARE THE SOLE PROPERTY OF T.E.GOFFRIER DESIGN. s : ID-101 DO NOT COPY OR DISTRIBUTE WITHOUT WRITTEN PERMISSION Reviewed for Code Compliance T.E.GOFFRIER DESIGN Mason County Building ® D�19 '�ON Department —=-Approved for Issuance SLAB INsuuTKx1 INSPEL]IDN REWIRED ......�r� Mason County Permit Doeument /'� BLDa][Jde]10 PLUMBING INSPECTION � F - REWWED NI ....... -- F s I _....-+-- - 6 1-4 16 Una II TO/LLGW i F _—' ISSUED oRnw S �.� x v`..pA�mww.v."°t'•�1 � �( � ; � ® �� _ ¢. DO 05.as7a PEFwR19suE_IS .._._ p ........ x�M Hatl Detector ems. V dR� I ♦s, . 'r A J,.tler elW hlmu6eEM W.W n pp i — ` l �Wm-nat,IM nt�e tlwe1n01PJ1Q - uune 4 a' I n PLAN-,GARAGE SLAB PLAN,GARAGE FIRST FLOOR n PLAN-GARAGE LOFT SPECIFICATIONS ENERGY CREDITS m � SKYVIEW GARAGE-PLANS S 2 K a a ID-102 2 L6GOFFRIER DESIGN ® DREW CARLSON Approved for Issuance E`1g4rMy EM ArtYIMCN E.rr�lr �������I���(flal w�.wr�wrr.�~r~w���r�� YIIVNLVLI — setntE.� w m Mason County Permit Document eLDzozwwlo Reviewed for Code Compliance Mason County Building Department 2)$WA STo A"W 'OIr.1 ISSUED DRAWINGS 59 I 1 L WIYb1�iFAy - - rvlleos - -- ----- __ - PLAN-JOIST LAYOUT IS FLOOR PLAN-RCP 2nd FLOOR PLAN-RCP 3 r.Ne,� 2 awE��.1. ec.Nc1...•0 SKYVIEW O GARAGE-RCPBJOISTIATgir�— rbw W011r� f"r�E 1MAYiM1re i f� � 1ED Mt�l Me: Dal1.W/3L— © 9 2 4 6 ,. y ID-103 FASTENER SCHEDULE R A:D CONT MCTIJR O FESPONSIBIE f9R TNGALL DMFHSMN6 PRgaTO5TA0.11NG n®1 IWSCRIDTON OF HI]LLDWG FIESIENiS NUMBYR AND IVPP Of FASIIiFR SPACMO AND tDCATPON PIBIf DESCAIP'IION UP BI11LDiN0 ElyAQ�IA}S NUMBER AND MEOF FA9INA BC SP.ACDNJ ANDmG11pN CONSRL--ANY StRUCINUL CJM.NOQS TO ROOF ROOT BUVDMOM N-APPROVEDBYAIICF'S FNGINPIR. 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HMIS ARE SMOOTH-COMMON,BOX,OR DFRORMFG SHANKS UNLESS OTNIRWHF NOTED.WJLLUSED FOR FRAMING AXOSHGOINIG rTyi PIA1LOTFCN---N FERBO YLLL PPA TEn'REOl11At).JEFTS OP ` Isexr.IAn OR M mxHECIlONS SNALL NA.V<M1MIMUM AVENGE nE1D St0.fNGD1S Af SNOWN,tO XN PoRfNANX DMMfTF110F0.191 PVCN nOD [Y3�• >•IBO%NlXO.Iln OR O J.STEM NAILS MUST DA WAD S LMSTEN AH. . I) mMMON NMG SO NH fOR SHAHR OIAM(TER54RGER THAN O.JA INCH Rui XOT MRG[e TNAX DSr11HCX,AHD 100161 FOR SNAxR cM.11 FouNOwnoN wAlEs caeArfRRANrns - DI.AM[TERsoro.in wa oR Liss. D AREA TLE BOTTOM OF IlTENOregroTlE ll1PPV.RS.[APS At CORNEP9 AND IN:AS TIONS ;10E WXn%O.VB10R MCE NAB. Plf54Rp Ib OAGIwIR[ANOHAvpAMIxMUN T/1[-MCX CROWN WIOII+. TOP OF RlE STEMWALLSHALLBEDkSN HYA }-Idd COIQIONDtR%0.1631(NL SHALLSESPACEDAT HOTMOREMAN 61HCHESON CENTERATAtLSUAORTWMREX SAREMINCHRMGRGT[R.130MPH 0p� E'NOp1FE0. XG Ii:NAILS C AAPAp SNALL tF SPA[fD11NGx[S On CtNRR WHtRE THE UIOMAT[ ® Nm UNLESS OTHER'+RESHOT®.MYMJRBOLTSSI Sit. I. POR on PLATE 1L-10 8d 1.1 O.:I OR A IT SOOT tY BOOT tY9-SOOT PAN 5XM16[SFACN VFRtKALLI DRLWCARLSON ULaMFRA ENH6DM&.T DFPR OF}',SPACm�Ae'O.C., db COMMON n1/t%O.IJIIIR [.SPACING OF1ATRxFPS HOTINCLUDEDIN THIS TASIE SNAILtESASEDONTAMER Fil y iED w}OIDI II.OF nLL ETD)a NLANOIOR x-100BOX n%O.IInUR F.IMWDOD S@UCTVMLPMIEL ROOF SI-ING ATTACHED TO GAME END ROOT NANNIS CI INTEIIMEOMTp SUPPoRTi --=-Approved for IssudnCe G BOLTS SX.W.USE)'SQUARE%f-TWCR STEEL MR S---I"[RONM.Ib OA I W Ldq WDNNEG AS INCHES Of RDOF EDGES AND AIDSH,NAILS SHALL RE SPACED AT 6INMISON CENTER WHERE THE UIOMAR 0[SWX wASHeLS T SHEATiS1NG T(J I+nCH EARMU 1J6 BOx n 1Rx0.1I3)08 A WIND SPEED 15 LESS THAN LIO MPH AND SHALL BE SPACED I INCHES ON CENTER WNfRETNE VIDMATF DESIGN WAND SPEED H ISO b CGMMONo.".i)GOR A MFH DR GIIEATERRUTLESSTHANLRI.- Nllfy)(�124 IN, SHEADJING SNAIL CONFORM TO A-1)%AND SNALL bE INSTAMm.A00011 F WTM GA 3f).MERROARD i ST BGX,I'C O-, xeM T-TwPi 1I'CROWN,160A1LA LQAi MNWSNALLUM ON FL TO PHEAC30R I.A CONrnCI WnHCOM1TXE(E slWLBE m 1•mrANO wIp6R SNMTJ@A TO PAOiBMRBtl 1Jf BO%pIRX0.11)OA FACE.HALL AOIG OF OORPEINIFIRSONLYROORSHEAFRYTETHING PANEL FOODS SUPPORTEDBYFMMMGMEMBERS PRE0IJIRfpeLOODHGAT F�Gyy P..rEFE iREATFD iJd COMMON(11. .IIIIOR ROOR PEV EMBER ONLY.SEALING OF FAST[N[0.5 On ROOF SNfAM1MG PANK fiMFSNRIEST01ANe EDGmw110R1ED T' r.PRPS¢EMF TREATm 1X Mtlp RILL SHALL efi FASreNmro )-IOd BOX(l%O.ILJ00. FRAMING MEMBERS AND RmVIRFD tLOCXING.tIOCXING OF ROOF OR i100P 5NEATNING PAHe EDGES PERPfNgL-TOTNE DIE FOLINOATLON WTH ANCH00.BOLTS ;RA MEMBERS NEED NOT BE PROVIO[D[XCE➢T AS 0.EQUIR[DRY OTHER FROVGIONS OFTHG CODE FLOOR RRwFRR55NALL Mason County Permit Document 3STAR6,I.CROWN.If GA 13N LOFlG tE wPPGRRD RY FRAMING MEMBE. SOUDt1Mx1MG. w I.IREFneMCnTm ROORDAT MATE0.UIS SNALL BE 8LO30330D110 t:} eNGDIEBRPD BY 00104 PROF NA4 I WHERE ON ONE IDE OF NEO TD AH ARDNF PAMILFt ROMT E CTI IN ACC011MNR WLA MG SCHFWIf,PRONW.TWO iOE 1.USk WLT)LE 10tiR UNDPAALL PARALL¢PARTf11QII IJd BOX nIRX0.111)pl HMIs ONONE TOOT TH[ TH10ANDTNETOEHT.FROM SHC[IUNGMIDTTO Tq PUTF IN ACCORDANCE WDH TNB 00 ORP THANETHE IOISTLE�IORt JI BOOK0 11)ORI.IInOfS -111ISM.COFSHNMON RING SIOSIJEML MIITHERA SPEOALLNON5IN MfD. z IOJSi9 A.AC90 RE0UpLF AROLMD ALI.OPFNpeS )-.BOXp%0.1]nOR 1.RSRSDIHAROOF SN[AINIMG RING SHANK NAB MISTING TN[SRCIMATgN51H ASOA VdT. [] f.FIDGR FRAME NAIL3llo5J1 MYER Lx T.-ZJw.t.l. A-sr 1'aowx l6G 11;.Low Reviewed for Code Complianq pFw�y EicAw000min,F�DANTI L-LA WEmx 31 RXsrrosBL,roeeure�DaDEs Boxnl,zw.1.)- Tce NAn. Mason County Building .LmlEssomERNTSE NOT .S.Rixx NAuzNO SNAG BE )2�d CUMMON RI,uD.nn OR Department x Ox0.13t1 OR x PIELO.STAGHFR ORJ LAPS.PAN¢L¢DGES.AND I.O.C. i.i!NiM NABS EIFSYr�FYr pF�1FI� ll ID,I IGBI.BMOJlJ6T ORBLOCXIIR)m SILL WTW MR(RGOF APn1CABLE n:S01 l EO%3V .111 A' .T06 HALL _ •j�� ryrEr�� W � 1obxaxD.lm ou 1 1 )L NAILS -� Irr`f.wx•Nrr. ys_A.aR x O S3 1'X6'SUBPLOOR O0.V89roent'r IOI4T )d180%NlN 12 D IJn Ga OOR FACE NAd u c L3 nt, m x I.-(J"Oi�e)rra' }gARFS.1'CROWN,16 OA 1 YI LONG 1N" ,,,��AFFFw����L,�////// co A wy SCALE:AS SHDWN DATE 311B/lA ,yP6yP PROJECTR 24023 Htl�rx SI NOTE:SEE ORIGINAL ENGINEERING�=,S, "�"" �M �°'b"µ^" I8A W/I l9 r ~ r YYIIIIIIMMLLVVLL ALLIANCE ENGINEERING,FOR ALL oaEw cnaisoN Approved for Issuance Mason County Permit Document eio 710 1 Z EXISTING POST(TYP) 6L N Q h SIMPSON EUCQ1.8VI 1.88-SDS S) S1 ►N �' SIIPSON H[iCQI.8t111.S8•SDS I — — 3 Reviewed for Code Compliance S3 Mason County Building 4 Department 3 W N z S3 SIMPSONBUCQI 31I11.884DS 7 m O R=E uzBrn2w,�u^o.c 4 S3 117r8 TJI 21O I WO.C.— 11719 177I210 A 16`O.c.— I ��3 a SIMPSON _. $UCQi.8Vll.88•SDS 5 SIMPSON HUCQN.81'11.88•SDS WWl r SIAfPSONIIUCQI.81'11.S8-SDS 2 1 4 ^ SIMPSON,rUS2.o6'11.98(7YP) S3 S3 S3 SIMPSON IiC!CQ1.81.11.9asDs !y+ O _2 I15XI1718 TIMBERSTRAPID 2X4 BLARING WALL b axe WALL REWIRED FOR R11 �CLVDp O K INSUUTION �TT\l�' �trIyy`D uwrB:AsaowN FRAMING PLAN DATB VIVA 114' 1, PAO1g.T. 24023 els�sr. S2 34 T&G OSB OR CDX EXISTING POST GLUED AND SCREWED EXISTING POST ((--.-� 3,4 T&O OSB OR CDX (y S GLUED AND SCREWED Q EXISTING POST V,C 1.75Xi17..1 LVL 19E 7 R11N.1.5"PROM ALL E S A YYiiiW� ®� 3 w a— }> M SIMPSON lU51.81-I t.EB j8 3."1 U Wv:Zm 117i8 TJI210 1.75X11 7/8 LET.1.9E 6"OC $L1�$ON HIJCQl.81/I1.88-SDS 3 SOAPSON IUS 1.81-11.88 1 i5X11 7/8 L4'L 1.9E 11718 TJ1210 Z 16"O.C. LEDGER POST CONNECTION DETAIL LEDGER POST CONNECTION DETAIL LEDGER POST CONNECTION DETAIL $ N.T.S. N.T.S. N.T.S. �.Z W�v ❑k a 4 5 C�F3 ® oREw cAa�soH F v�y�a 3,4 T&G OSB OR CDX "Approved for Issuance Q< GLUED AND SCREWED . C W a4 ��m (1)16D NAIL TOP AND BOTTOM EXISTING POST 1.25X11 ilB TEdBER37RAND �. Mason County Permit Document IL W eiozoaww+o (2)16D NA EACH BIDE 2X4 DOUBLE TOP PLATE Reviewed for Code Compliance z Mason County Building w 1.75X1I7)8LVL1.9E It TT TH 210 1 Department .� (al 16-'O.C. 2X4 STUD WVW x g 0c, wam� SCALE:AS SHOWN DATE 3II9Rt LEDGER POST CONNECTION DETAIL BEARING WALL CONNEDTION DETAIL s.•1 PR°ECr" N.T.S. N.T.S. 24023 SHEFT, S3 POST/BRACING NOTES ITEM DESCRIPTION M'-0' Full truss engineering must UbP.T./2 H-F POST 10'-0* 101-o• IV-Dr be available on site at Q u framing inspection. NOTE ORIENTATION 0 dr P.T./2 H-F POST O USE \ / P.T./2 H-F POST T. H-F DOOR POST O \\ FUTURE INTERIOR LOFT(BY OTHERS) O (NO CONatETE FOOTING REO'D) \ W/CEILING ABOVE(BY OTHERS) / 0 A LATERAL BRACE \ (SEE GENERAL NOTE 6 BELOW; _________= MUST MEET ALL CURRENT O SE£ I \ SECTION SPECIFICATIONS ON ORAvn ) / WASHINGTON STATE CODES Rat FRAMING DETAILS � \\ // I REVIEWED FR CODE COMPL AONCE DRAWING _i _ __=o o=_cI%I ^ _r i / \ MASON COUNTY / \ 8 BUILDING DFPARTMENT o Q i THESE PLANS MUST BE ON THE JOB SITE F SITE INTERIOR STUD WALL \ I I � FOR INSPECTION (BY DINERS; LOAD-BEARING) \\ I GENERAL NOTES Q / -— -- / I i l l l l l l l I I I I I �, 1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED FOR BURIAL 2.PERSONNEL DOOR(S)AND WINDOW(S)SHOWN MAY BE 3068 MO COPY LOCATED BY THE BUILDER IN THE WALLS)SHOWN (SEE NOTE 4) M68 MD THEW UNLESS SPECIFICALLY LOCATED ON THIS DRAWING. 3.DOOR POSTS MAY BE SIZED,LOCATED AND EMBEDDED BY THE CONTRACTOR UNLESS NOTED OTHERWISE.DOOR FUTURE INTERIOR STAIRS POSTS MAY BE OMITTED IF DOOR IS FRAMED DIRECTLY © CA BY OTHERS) O O AGAINST A STRUCTURAL POST. 4.CONTRACTOR TO VERIFY DOOR DIMENSIONS AND <c CLEARANCES PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION.OVERHEAD DOOR SIZE MAY BE 10'-5' 14'-6'3 REDUCED AS REQUIRED TO ENSURE CORRECT (REF) (REF) PLAN OPERATION AT THE DOOR. PLAN VIEW LEW S.UPPER ELEVATION W G U WINDOWS NOT SHOWN FOR(RARITY. c� L� �+ SEE ELEVATION NEWS DRAWING FOR SIZES AND ��4 U5 WA$ 'S,p LOCATIONS. 6.BUILDING HAS BIFN ENGINEERED FOR A FUTURE LOFT �� Cf 'ALLIANCE ae� I�:.rtCOm (BY OTHERS),WHICH MAY BE ADDED AT A LATER DATE BY THE CONTRACTOR OR BUILDING OWNER.FUTURE ,,Ni ENGINEERING LOFT LOADS SHALL NOT EXCEED THOSE SHOWN ON THE SECTION A DRAWING.ENGINEERING OF STRUCTURAL 2200913 Specialists in Post Frame Engineering LOFT 7.CONTRAACMBERS TOR ORSBUILDWC OWNER RESSEDMA IMPLIED.NSTALL A �FESAfGISTEIt ��\�� DINNER BUILDIN FUTURE INTERIOR STAIR PER THE BUILDING CODE LISTED S10NAL�- NW POLE BUILDINGS, INC ERIC GOFF'RIER ON THESE DRAWINGS. 21116 NW ROTH RD 121 E SKYMEW DRIVE B.POSTS DRAWN 1.5X SCALE FOR CLARITY. RIDGEFIELD, WA 98642 UNION, WA 98592 DATE: 17 JAN 23 DWO NO. JOB NR REV: ®mmm WNEM c OF ORMW W-•"M M~St NE•Sd m 913M•PHONE 33 SWIM•FAX:303 3I11-1728.IT IS UMAWUL AND POIEMIINLY DAMQROUS FOR INS ORAINID 70 E U®FOR ANY OILIER Run U=IION MAN BIDIWL DRAWN BY.JP PLOT R 4B PFB-OL OF 07 1 1 3 GENERAL NOTES 1. ON BOTH GABLE WALLS,INSTALL NON-STRUCTURAL METAL SIDING,OVER MOISTURE BARRIER,0 7/16'OOSB OR 1 2' 12 COX PLYWOOD SHEATHING. uu 12 D ALL METAL SIDING PER MANUFACTURER'S SPECIFlCATIONS. 3016 W Z650 2650 W W ,dLA 16'X6 OHD ��vl 30'-0. I I 2Z-0. I REVIEWED FOR REAR EAVE VIEW LEFT GABLE VIEW ,UD= COMPLIANCE NV,SON COUNTY I?lril,nlNG DEPARTMENT 2 Z�//5 3 1z D S r, LOUC l uf WAS P 3036 3036 3036 -0 22009139 W W W 26µ 2W° 90.r` A1-13IE �6 �SSIONA��� 0 0 i I 1` 1/8" = 1'-0" 3036 W ELEVATION VIEWS ------- LL -L A3068 ND JD66 MD ALLIANCE ae ...n.Com 22'-° �■`ENGINEERING 30-0 I Specialists in Post Frame Engineering CLIENT BGIDING LOCATION FRONT EAVE VIEW RIGHT GABLE VIEW NW POLE BUILDINGS, INC ERIC GOFFRIER 21116 NW ROTH RD 121 E SKYVIEW DRIVE DGEFlELD RI , WA 98642 UNION, WA 98592 DATE: 17 JAN 23 DWG NO: JOB NO REV: ©ALLIANCE OIG EOWG OF OREGM WC.•2700 M.Ad 5l NE"ftim I73M•MOC 503 56I-1727•FAX 503 581-172I•IT 19 UWA*IX AND P070MALLT DANG OM FOR INIS BRA=TO BE USED FOR ANY OM BUIDNG LOCATION THAN 9RM4 DRAWN Sr.JP PLOT R G6 PFB-02 of 07 GENERAL NOTES 2X6 02 D-F PURUNS 0 24'(MAX)O.C. 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE AT NON-STRUCTURAL STANDING SEAM METAL OD SHE OVER NAIL PURLINS TO BLOCKS W/(3)16d OR 20d NAILS MOISTURE BARRIER OVER 7/1B OSSNAILS S 1/4'COX PLYWOOD SHEATHING (SEE GENERAL NOTE 2) BETWEEN MEMBERS OR�WITHSMPSON WITH 2LU 60CKING NAIL WOOD SHEATHING LL 8d NAILS 0 6'O.C.EDGES, PE O.C.FIELD TYP HANGERS OR EQUAL.EXCEPT AS NOTED IN THE TYP INSTALL METAL ROOFING PER MFR'S SPECIFICATIONS 2X BLOCKING BETWEEN PURUNS TO MATCH PURUN SIZE 16'-11'GABLE WALL BAY.IF 2X BLOCKING IS R0� NAIL TO PURUN BLOCK W/(3)16d OR 2Dd NAILS USED,THEN NAIL BLOCKING TO POST WITH(6)20d TOE-NAIL TO LOWER PURUN 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 2X6#2 D-F PURUN BLOCKS(BEYOND) DEAD LOAD: 10 PSF 12 CONTACT WT CONCRETE FLOOR/FOOTING. LIVE LOAD: 10 PSF BETWEEN TRUSS TOP CHORDS 2. PURLINS MAY BE INSTALLED WITH SIMPSON LU26 12 NAIL EA TRUSS TOP CHORD TO BLOCKS HANGERS OR EQUAL(SEE NOTE 12 ON W/(3)16d OR 2Dd NAILS EA SIDE CONSTRUCTION NOTES DRAWING),OVER-LAPPED, FUTURE LOFT LOADS: T"' 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 OMITTED IF PURLINS ARE INSTALLED WITH SIMPSON HANGERS ION Full truss engineering must 3. CEILING LOADS NOT TO EXCEED DESIGN CAPACITY. FUTURE CEILING FRAMING SHALL BE DESIGNED AND Q8 be available on site at INSTALLED BY OTHERS FUTURE CEILING SHALL BE 12 PRE-ENGINEERED SCISSOR TRUSSES framing In$peCtlOn. DESIGNED FOR THE ATTACHMENT OF INTERIOR (BY OTHERS; SEE FUTURE CEILING LOADS FINISHES ONLY,AND SHALL NOT BE DESIGNED TO ABOVE,k SEE GENERAL NOTES 3 B 4; ACCOMMODATE ADDITIONAL LOADS IMPOSED ON IT SEE TRUSS NOTES ON CONSTRUCTION NOTES BY OBJECTS BEING STORED ABOVE,OR OBJECTS DRAWING) BEING SUSPENDED BELOW. 4. TRUSSES SHALL BE DESIGNED SO THAT A 24' WIDE BY 42'TALL DUCT WILL NOT FIT BETWEEN NON-STRUCTURAL METAL SIDING OVER MOISTURE BARRIER TWO OR MORE CONSECUTIVE TRUSS MEMBERS. 5. FUTURE LOFT LOADS NOT TO EXCEED DESIGN OYER 7/16'OSB OR 1/2'COX PLYWOOD SHEATHING CAPACITY.FUTURE LOFT FRAMING BY OTHERS. NAIL WOOD SHEATHING W/8d NAILS 0 6'O.C.EDGES,12'O.C.FIELD PROVIDE 2X BLOCKING 0 ALL PANEL EDGES FUTURE LOFT(BY OTHERS) POST INSTALL METAL SIDING PER MFR'S SPECIFICATIONS _ (SEE GENERAL NOTE 5) REVIEWED FOR TYP BOTH EAVE WALLS (EXCEPT AS NOTED ON ELEVATION NEWS DRAWING) �., r_ ____---- . _ ..:....:......--- _-------__a_..__________..- ^LIE COMPLIANCE MASON COUNTY (INSTALL PER GENERAL NOTE 1 BELOW) ;____-______________ :A I..BiN G DEPARTMENT IN 16'-11'GABLE END BAY ABOVE OHD USE 2X6 SS L FLAT T GR'S M W/2X6 SS D-F STRONGBACKS 0 16 (MAX)O.C. ,—FUTURE INTERIOR STUD WALL N - NAIL FLAT CIRTS POST j 4 16d OR 2Dd NAILS EA END y (BY OTHERS LOAO-BEARING) NAIL STRONGBACKS TO GIRT BLOCKING W 3)16d OR 20d NAILS I g2�5 (INSTALL GIRT BLOCKING BETWEEN STRONGBACKS PER GENERAL NOTE 1,SIMILAR) FUTURE STAIRS i C -`fW,s C ��VG+ TOE-NAIL STRONGBACKS TO POST W/(1)16d OR 20d NAIL EA END (BY OTHERS) I 6 !' QV W4$, (SEE GENERAL NOTE 1) IN THIS AREA TYP f l c o �� f P.T.BOTTOM GIRT f .p ��j o NAIL TO POST W/(6)16d I SEE DETAIL 2 ON �' 9O y 69139 OR 20d NAILS EA END SECTION DETAILS DRAWING _ o BUILDING DATA: TYP ; 4'(MIN)CONCRETE FLOORNA�E�G� 'MDT: 22'-0' LENGTH: 30'-0' EAVE HT: 17'-0' ROOF SLOPE: 12 IN 12 1/4" = 1�—C" TRUSS SPACING: IV-0' INSTALL(10)20d HOG SECTION A BUILDING CODE' NAILS 2'DEEP INTO(2) Z':T.'�CRETE STRIP BACKFILL PER POST/BRACINC RISK CATEGORY: 11 OPP POST FACES SEE WONANOW NOTES ON PLAN VIEW DRAWING �Z ALLIANCE DESIGN WIND SPEED: 110 MPH TYP ALL 6%POSTS--" TYP UNDER FUTURE INTERIOR STUD WALL {SEE CONSTRUCTION NOIES) - 5 aEl.h N:X." COFiT WND EXPOSURE: B // ROOF LIVE LOAD: 20 PSF ■`ENGINEERING GROUND SNOW LOAD: 25 PSF ROOF SNOW LOAD: 25 PSF ROOF DEAD LOAD: 5 PSF (SEE CONSTRUCTION NOTES) Specialists in Post Frame Engineering WALL DEAD LOAD: 5 PSF '/ �kpawlaw_ T OWNER BUILDING LOCATION SOIL BEARING: 1.5 KSF A BUILDING CROSS SECTION HA;5ti- NW POLE BUILDINGS, INC ERIC GOFFRIER SEISMIC CATEGORY: D Ot 03 Ca 21116 NW ROTH RD 121 E SKYVIEW DRIVE BUILDING CODE: 2018 IBC RIDGEFIELD, WA 9B642 UNION, WA 98592 DAIS 17 JAN 23 DWG NO: JOB NO: REV: ©NUANCE ENGIII�110 OF ORE.M.Nc"2700 MeW St ME.Slow,Qrow 07301.PHONE 503 5s9-Tn7.FAX:SW 511-172E.IT Is UYF TAUL AND POTENMULL WW BE Y DANGOMUS FOR TM DRAC TO USED FOR ANY OTHER WILDNG LOCATION THNI MML DRAWN Br JP PLOT 04e PFB-03 of 07 110182.3 ROOF PURLIN(BEYOND)PER SPECIFICATIONS ON SECTION A DRAWING NOTE: ALL ZX BLOCKS MUST MATCH POST ATTACH TO CABLE TRUSS W/SIMPSON LU26 WIDTH,k BE FREE OF SPLITS,CHECKS HANGER EQUAL98H &SHAKES BEFORE 3 AFTER NAILING S 18d OR 20d NAILS TYP O 6'(MAX)O.C. _ DIACONAL LATERAL BRACE TYP ATTACHATTACH W/� (2�� TOP HORIZONTAL T-MEMBER ROOF SHEATHING 20d NAILS EA SIDE PRE-ENGINEERED GABLE DIAGONAL LATERAL BRACE SCISSOR TRUSS(BY OTHERS, BOTTOM VERTICAL T-MEMBER (6)�- SEE CONSTRUCTION NOTES) �p��,U p�p _S.B-B 16d OR 20d NAILS 0 6'(MAX)O.C. ROOF PURUN TOP GIRT DIAGONAL LITERAL SE DETAIL 1 ON SECTION BRACE CROSS 2X6(MIN)T-MEMBER TOP CHORD OF TRUSS DETAILS DRAWING(SIMILAR) SECTION(N.T.S.) (SEE NEW B-B) CUA4ERCIAL GIRT WALL SHEATHING B ATTACH BOTTOM VERTICAL T-MEMBER ICINGTO TOP CHORD OF INTEPJTRUSS W/SIMPSON LU26 HANGER�OR EQUAL PUCE NAILS 0 1-1/4'(MIN)FROM GAME TRUSS BOTTOM CHORD PER MFR'S SPECIFICATIONS BLOCK EDGES h NOTCH VERTICAL T-MEMBER FOR TIGHT FIT IN HANGER SEAT 2X GIRT BLOCKING ATTACH BOTTOM VERTICAL T-MEMBER TO GABLE TRUSS B • (OMIT IF GIRTS ARE INSTALLED BOTTOM CHORD W/SIMPSON W26 HANGER OR EQUAL ----_ _. --. _ FUTURE CEILING FRAMING W/SIMPSON HANGERS) SEAT-CUT VERTICAL T-MEMBR FOR TIGHT FIT IN SIMPSON HANGER (BY OTHERS) TYP WTALL SIMPSON LSTA36 PERFORATED STEEL STRAP OR EQUAL CORNER POST WRAP STRAP AROUND CABLE TRUSS BOTTOM CHORD h STRONGBACK,h NAIL TO DIAGONAL LATERAL BRACE MEMBERS GABLE TRUSS CONNECTION DETAIL w/k NAILS;FILL ALL HOLES CONTINUOUS STRONGBACK 2WAY BE SPLICED*LATCK ERALTWEEN BRACESONLEYPDST$ I• H1 I GABLE TRUSS CONNECTION TO CABLE WALL CORNER POST NAIL BOTTOM CHORD OF TRUSS TO STRONGBACK W/16d OR 20d NAILS O 12'(MAX)O.C. N.T.S. TOE-NAIL EA END M GABLE POSTS W/(2)16d OR 20d NAILS TYP LATERAL BRACE DETAIL DIACONAL LATERAL BRACE 0 CABLE TRUSS, MID-SPAN ABOVE OVERHEAD DOOR OPENING ROOF SHEATHING TYP (SUE VIEW-N.T.S) ��15/L3 �S C L OUc ' T"!"- o f w4sy ROOF PURUN B 16d OR 20d NAILS 0 6'(MAX)O.C.TOP REVIEWED FOR 'P �� aH�D Of � -!'F COMPLIANCE BUTT TOP 2X6(MIN)T-MEMBER i•1tA;aUN COUNTY P TIGHT TO CABLE WALL POST �' ��� 220091 ATTACH BOTTOM VERTICAL T-MEMBER .0 DEPARTMENT fCFSTER��- TO TOP CHORD OF INTERIOR TRUSS B I rii"�" W/SIMPSON LU26 HANGER OR EQUAL WALL SHEATHING nl� ,- PER MFR'S SPECIFICATIONS SSIONAL NOTCH VERTICAL T-MEMBER FOR (6)16d OR 20d NAILS TIGHT FIT IN HANGER SEAT 2X6(MIN)T-MEMBER (SEE NEW B-B) I: _ FRAMING DETAILS GABLE TRUSS BOTTOM CHORD FUTURE CEILING FRAYING � ALLIANCE aec-!;...,:��iCOm (BY OTHERS) �°, �WALL POST 2/`ENGINEERING Specialists in Post Frame Engineering LATERAL BRACE DETAIL CLIENT 01 BU LDINO LOCH `3 DIAGONAL LATERAL BRACE 0 GABLE WALL NW POLW ROLDINRGDS, INC 121 RICEGOFFRIIER EW DRIVE INTERMEDIATE POST(SIDE VIEW-N.7.S) 21116 RIDGE IELD, WA 98642 UNION, WA 98592 DATE 17 JAN iP.3 OWC N0: JOB M0: REM ©NM MOE E WOMI10 OF OFAWK MC.•2700 ftkA St NE•Sdm 173M•PHOE:5W 6M-1727•FAX:503 6A-172B•IT UMIBUL AND PO1DfIIALLY DANGMM FOR TM DRAWK 70 6E UMFOR ANY O71ER BI4DNG LOCATION THAN SIORI DRAWN BM JP PLOT!24 PFB-OS Of D7 ) 2X BLOCKING BETWEEN PURUNS NOTE: PURLINS&COMMERCIAL CIRTS NAIL TO EAVE POST W/(6)16d OR 20d NAILS NOT SHOWN FOR CLARITY TOP GIRT TO MATCH PURUN SIZE,GRADE 4 SPECIES SCISSOR TRUSS NAIL TO POST W/(4)16d OR 20d 1 TYP(1)EA SIDE OF POST If''rll II I FUTURE INTERIOR STUD WALL II (BY OTHERS; LOAD-BEARING) II II INSTALL(3)20d HOG NAILS II II CONCRETE FLOOR 2'DEEP IN EA POST FACE T 0 MID-SLAB DEPTH W/NUT FLAT WA SIDE FOR POST CONSTRAINT 6X PERIMETER POSTLS GRADE .i `• ••.••' ., IN EA C D CK 0 Ham' CONCRETE FLOOR 1 6'(MIN)COMPACTED BOLTS2X CORBEL BLOCK TO `' n BOTTOM GIRT °2 3/4'1(-)BASE AGGREGATE W/NUT TEA SIDE—" MATCH POST WIDTH SEE GENERAL NOTE 1 " ''+� TYP UNDER CONCRETE FLOOR✓f FOOTING (SEE STANDARD DETAILS FOR g BOLT SPACING k BLOCK LENGTH) CONT.CONCRETE (MIN) (1)0 TOP h BOTTOM EAVE POST TYP ON EA EAVE POST STRIP FOOTING CENTER IN FOOTING; PROVIDE 3'CONCRETE UNDER EA TRUSS HEEL COVER 0 TOP,BOTTOM R SIDES) TYP DOUBLE TRUSS CONNECTION DETAIL POST TO CONCRETE FLOOR CONNECTION n{ CONCRETE STRIP FOOTING DETAIL TYPICAL DOUBLE TRUSS CONNECTION TYPICAL ALL 6X PERIMETER POSTS � (SIDE NEW-N.T.S,) TO INTERMEDIATE EASE WALL POST (TOP VIEW-N.T.S.) N.T.S. �S C L pUc REVIEWED FOR �� ov way CODE COMPLIANCE ? ° B MASON COUNTY UILLDING DEPARTMENT ` 22 AD O09t39 TERt� s/pNA l ENS SECTION DETAILS j1 'ALLIANCE ae{ -com il 1`ENGINEERING GENERAL NOTES �V' Specialists in Post Frame Engineering (� cuEN OYRIER BUItJ)INc LDCAndN 1. CONTRACTOR TO VERIFY MINIMUM FROST DEPTH NW POLE BUILDINGS, INC ERIC GOFFRIER FOOTINGS ANDNTS EXPWITOSED LOCAL CODES FOR ALL 21116 NW ROTH RD 121 E SKYVIEW DRIVE FoonncS AND ExvosED CONCRETE EDGES. RIDGEFIELD, WA 98642 UNION, WA 98592 ._— DATE 17 JAN B3 DWG NO: JOB N0: REV. ®ALl1A1KZ EN47KERIM.or pEfp1A NO.•2700 4oM•t St NE•SWm,Crpm 97301•RIOIE:503 SBi-1727 FAX-503 588-1728•IT IS UNIANFUL AND POIFNBALLY DMIfTR0115 FDR THIS DRAWING 10 BE USED FOR ANY 01HER BUUXNO LOCATION THAN SHOIIN, PRAWN BY:JP PLOT R 24 PFB-04 Of D7 11018 D NOTE: TRUSS HEEL BOLT NOT SHOWN FOR CLARITY. 22 INSTALL PER DETAIL 2. I rE OF POST&BOLT A-307 HEX HEAD BOLT OR CARRIAGE TRUSS HEEL I BOLT W/NUT&FLAT WASHERS EA SIDE I I CORBEL BLOCK FREE OF SPLITS, CHECKS,AND SHAKES, z p BEFORE AND AFTER NAILING TRIM FOR TIGHT FIT—\ - o I W A-307 BOLTS W/NUT z �. TRUSS HEEf. &FIAT WASHERS EA SIDE `? NOTE: CORBEL BLOCK&BOLTS (STAGGERED AS SHOWN) - z NOT SHOWN FOR CLARITY. + g 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. DRAWINGS)OR FRAMING DETAILS DRAWING FOR ACTUAL BOLT SEE SECTION VIEW DRAWING(S)FOR ACTUAL BOLT SIZE AND QUANTITY SIZE REWIRED.SEE NOTE 10 ON CONSTRUCTION NOTES DRAWING. REWIRED.SEE NOTE 10 ON CONSTRUCTION NOTES DRAWING. 3 �1 TRUSS HEEL BOLT SPACING CORBEL BLOCK BOLT SPACING L FOR(i)TRUSS HEEL BOLT C LID NORS(2)OR MORE BOLTS N.T.S. S c WAS �.�� fa /o 'a 2 09139 y REVIEWED FOR nor REC-!STIL IE05C� CODE COMPLIANCE ass/ONA��� MASON COUNTY ^'IILDING DEPARTMENT STANDARD DETAILS J1 rALLIANCE aeO--Ilcom 1�1■ENGINEERING Specialists in Post Frame Engineering -ApTj OWNER BUILDING LOCATION NW POLE BUILDINGS, INC ERIC GOFFRIER 21116 NW ROTH RD 121 E SKYVIEW DRIVE RIDGEFIELD, WA 98642 UNION, WA 98592 _ — DATE: 17_JAN 23 DING NO: JOB N0 REV.- ©ALLIANCE ENGNEERNG OF OREGON.NG•2700 MwW St WE•SdeM I)Moe 973D•PHONE 503'.NY-1727•FAX 503 se9-me•IT IS UMW UL AND POTENTIALLY DANGUOUS FOR TIPS DRAWING TD BE USED FOR ANY OTHER BUILDING LOCATION 1HAN SIgNN. DRAWN BY:JP PLOT 4 12 PFB-06 Of 07 1101823 D POLE BUILDING CONSTRUCTION NOTES: ABBREVIATIONS & SYMBOLS: 1. UNLESS NOTED OTHERWISE,ALL CONCRETE F'C SHALL BE 25M PSI MINIMUM AT 28 10. PROTECTIVE COVERING OR COATING SHALL BE PROVIDED FOR ALL CORBEL BLOCKS, B.O. BOTTOM OF 0/0 OUT-TO-OUT DAYS. THE CONCRETE SHALL E MIXED IN THE CORRECT PROPORTIONS PRIOR TO BOLTS,TRUSS AND/OR RAFTER HEELS OUTRIGGERS,WOOD FASCIAS AND ANY OTHER BTR BETTER OHD OVERHEAD DOOR PLACEMENT. NO SPECIAL INSPECTION IS REWIRED. FRAMING MEMBERS DIRECTLY EXPOSED TO THE ELEMENTS. C/C CENTER-TO-CENTER OPP OPPOSITE CL(Q CENTER LINE PLCS PLACES 2. ALL SOLD SAWN LUMBER 5'X5'AND LARGER SHALL E 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 E AT LEAST THE INSTALLATION OF PLUMBING,ELECTRICAL OR HVAC LINES,WITHOUT FIRST CONSULTING DO DUTCH DOOR REF REFERENCE MINIMUM NOTED ON THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT MAY BE TFE ENGINEER OF RECORD,D GAINING WRITTEN AUTHORIZATION. D-F DOUCLAS FIR R/0 ROUGH OPENING STANDARD OR BETTER. NO.2 DOUG-FIR MAY BE SUBSTITUTED FOR NO.2 HEM-FIR, PURUNS ARE INSTALLED WITH JOIST HANGERS,OMIT THE PURLN 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/0 FRAMED OPENING SLD SLIDER DOOR 3. ALL PRESSURE TREATED POSTS SHALL BE 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'(MAX)O.C.. CONTRACTOR TO VERIFY THAT THE GLB GLUE LAM BEAM SS SELECT STRUCTURAL EMBEDDED INTO UNDISTURBED NATIVE SOIL AT THE EMBEDMENT DEPTHS SPECIFIED ON FACE HEIGHT OF THE TRUSS TOP CHORD IS EQUAL TO OR GREATER THAN THE PURUN GSU GLASS SLIDER DOOR SYP SOUTHERN YELLOW PINE THESE DRAWINGS,AS MEASURED FROM TOP OF CONCRETE FOOTING TO TOP OF H-F HEMLOCK FIR TIP TYPICAL HEIGHT,PRIOR TO CONSTRUCTION. T.O. TOP OF UNDISTURBED NATURAL GRADE IF SOLID ROCK IS ENCOUNTERED,THE CONCRETE HDG HOT-DIP GALVANIZED 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 PURLINS)PER THE TYPICAL SCREW SCHEQUIF GIVEN ON THE STANDARD DETAILS MFR'S MANUFACTURER'S W WINDOW SITE,THE POSTHOLE DEPTHS SHALL BE INCREASED AS REQUIRED TO PROVIDE FULL DBEYL1iiSA UNLESS NOTED OTHERWISE FOR NON-STANDING SEAM METAL ROOFS WITH MSR MACHINE STRESS RATED W/ WITH EMBEDMENT INTO UNDISTURBED NATIVE SOL.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 0 AT PLACED IN ACCORDANCE WITH AND TESTED BY A CERTIFIED SOILS TESTING LABORATORY SLOPE Of 1/4 IN 12,APPLY LAP SEALANT PER MANUFACTURER'S SPECIFICATIONS IN O.C. ON CENTER 9 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-TO-CENTER ALLIANCE ENGINEERING OF OREGON ASSUMES NO UABIUTY FOR THE PLACEMENT OF THE 14. IF THE DRAWINGS SHOW POLYCARBONATE 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 GIRTS THAT LIGHT PANELS ARE ATTACHED TO FLOOR(BY OTHERS). ALL POSTHOLE PASSING THROUGH UNTESTED FILL MATERIAL SHALL MUST BE FASTENED TO THE POSTS WITH 4 16d OR 2Dd NAILS AT EACH END UNLESS BE BACKFTLLED FULL DEPTH FROM TOP OF CONCRETE PAD TO FINISHED LEVEL SITE GRADE BEY MATERIAL SPECIFIED THESE DRAWINGS. BUILD COMMERCIAL gR1S ARE USED. PANELS MUST BE INSTALLED PER MANUFACTURER'S WITH THE B0. CI 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 DRAWINGS. 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 BACKFILL IN THE POSTHOLES,THE BACKFILL SHALL SECTION A DRAWING. BE THE MINIMUM PSI AS SPECIFIED IN NOTE 1,UNLESS OTHERWISE NOTED. THE 15. UNLESS NOTED OTHERWISE,INSTALL ALL SNPSON HARDWARE PER MANUFACTURER'S CONTRACTOR SHALL INSTALL(10)20d HOT-DIP GALVANIZED NAILS 2'DEEP INTO(2) SPECIFICATIONS. HMPSON JOIST HANGERS ATTACHED TO 2-PLY FRAMING MEMBERS OPPOSITE POST FACES ON EACH POST BELOW GRADE. PROVIDE A 6'(MIN)THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER AT THE BOTTOM OF THE POSTHOLE. SHALL BE ATTACHED IWTH 16d BY 2 1/2 (MIN)LONG NAILS PER MANUFACTURER'S 5. IF THE DRAWINGS SPECIFY GRANULAR BACKFILL IN THE POSTHOLES,THE BACKFILL SHALL SPECIFICATIONS. LAC SCREW BOLTS$yLljj NOT BE SUBSTITUTED FOR SMPSON STRONG-DRIVE SCREWS BE 5/8'TO 3/4'(-)GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHALL ENSURE ATION ONLY AND I6. THE TRUSS SHOWN ON THE SECTION NEW DRAWING IS A REPRESENT THAT THE BACKFILL IS SATURATED PRIOR TO BACKFRiJ FTER NG AND IS COMPACTED A SHALL NOT BE CONSTRUED AS THE FINAL TRUSS DESCN. REFER TO THE BOTTOM aF THE POSTHOLE. ( )•EACH 6'LIFT. PROVIDE 6'THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER AT THE PRE-ENGINEERED TRUSS DESIGN PACKAGE BY OTHERS SUBMITTED BY THE OWNER OR BOTTOM CONTRACTOR WITH THEIR BUILDING PERMIT APPLICATION,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, y IS/Z3 BE WELL-GRADED NATIVE SOIL(FREE FROM ALL ORGANICS AND LARGE COBBLES). THE AND OBTAIN APPROVAL FOR THE INSTALLATION OF FASTENERS THROUGH THE METALCON (/ OTIFY TRUSS AND ISCTOR SHALL ENSURE THAT THE COMPACTED AFTER EACH 6'LET.A PROVIDE 6'THICK CONCRETE FOOTICKFILL IS SATURATED PRIOR TO NG TO ENGINEE TRUSS R OF BTES,OOM CHORD NTERMEDIATEIOR TO TRUSS TBEARINGNPONTOULOCATED SHALL NAT GABLE WALL Of LID 61 MATCH HOLE DIAMETER AT THE BOTTOM OF THE POSTHOLE. POST,OR INTERIOR POST ATTACHMENTS,IF APPLICABLE,AND SHALL ENSURE THAT POST Q• s/fi,_'y AND CORBEL BLOCK SIZE(S)ARE NCREASED AS REQUIRED TO ADEQUATELY SUPPORT THE BUILDING CODE LISTED ON THESE DRAWINGS. 7. ALL WOOD MEMBERS,FRAMING REQUIREMENTS IWI AND CONNECTIONS SHALL COMPLY WITHNGS. INSTALL EXTERIOR FLASHING PER THE THE BEARING AREAS SPECIFIED ON THE TRUSS ENGINEERING DOCUMENTS(BY OTHERS). e BUILDING CODE USTED ON THESE DRATWNCS,AND IN ACCORDANCE WITH THE 17. UNLESS NOTED OTHERWISE,PURLINS HAVE BEEN DESIGNED FOR STRESS ONLY. THEY t MANUFACTURER'S SPECIFICATIONS. INSTALL VENTILATION AS REQUIRED AND IN HAVE NOT BEEN DESIGNED FOR THE DIRECT ATTACHMENT OF INTERIOR FINISHES. .p V ACCORDANCE WITH THE BUILDING CODE LISTED ON THESE DRAWINGS, 2200g 139 �'F 1& ALL SAWN ENDS Of 2%BLOCKS,OR 4X BLOCKS/POSTS COMING INTO CONTACT WITH A REVIEWED FOR B. ALL�SHEER E HOTEN INTO,OR STEEL--DIP GALVANIZED.STAINLESS STEEL,NECTORS ORAPPUEO WIN TO,PRESSURE TREATED NAPHTHENAT CONCRETE FALLLOWR FIRST COATNG,SHALL BE TREATED WITH TO DRY BEFORE APPLYING S COATS ECCOND CO OF AT.PER CODE COMPLIANCE ass/Q A L1:�G\� MANUFACTURER'S PROPRIETARY CORROSION RESISTIVE COATING. All WOOD FRAMING 19. UNLESS NOTED OTHERWISE ON THESE DRAWINGS,THE BUILDING HAS NOT BEEN DESIGNED MASON COUNTY MEMBERS SHALL F FREE BE SPLITS,CHECKS,AND SHAKES BEFORE AND AFTER THE TO ACCOMMODATE ADDITIONAL LOADING FROM THE INSTALLATION OF INTERIOR WALLS, FsUILDING DEPARTMENT PREVENT ON TI FASTENERS. CONTRACTOR SHALL PRE-DRILL HOLES AS REQUIRED TO PREVENT SPUTTNC WOOD FRAMING MEMBERS. RAISED FLOORS(ABOVE GRADE),MEZZANINES,ElL1ERIIXi BECKS,OR ANY FUTURE LOFT 9. OFF LOADING h HANDLING AND TEMPORARY&PERMANENT BRACING OF ALL TRUSSES (SECOND FLOOR). SHALL ANDCS�I-LB10.NSUREPLY WITH ITHING COMPONENT SAFETY AT BRACING AND BEARINNGMAREEAA REQUIRED BYSTHES 81 SHALL BE FRAMED PER THE CONTRACTOR.UNLESS NOTED OTHERWISE ON THESE CONTRACTOR WINDOWNGS,ALL DOOR AND CONTRACTOR SHALL VERIIFYYALLLL NINGS DOOR CONSTRUCTION NOTES MANUFACTURER OF THE PRE-ENGINEERED TRUSSES HAVE BEEN 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 DRAWINGS SHALL BE THE ALLIANCE ae Cnm THESE DRAWINGS,THE ROOF HAS BEEN DESIGNED FOR THE ROOF DEAD LOAD WEIGHT (MAX)HEIGHT AND WIDTH NOTED,AND MAY BE REDUCED IN SIZE AS REQUIRED 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 JAGE E N I N E E RI N G ROOF PURLINS ONLY. INTERIOR CEILING SHALL NOT BE INSTALLED ON THE TRUSS BRACES(IF APPLICABLE),OR FRAMING MEMBERS FOR THE INSTALLATION Of THE Specialists in Post Frame Engineering BOTTOM CHORD UNLESS SPECIFIED ON THE SECTION A DRAWING OVERHEAD DOOR TRACK OR HARDWARE. CLIENT OWNER BUILDING LACAIION NW POLE BUILDINGS, INC ERIC GOFFRIER 21116 NW ROTH RD 121 E SKYVIEW DRIVE RIDGEFIELD, WA 98642 UNION, WA 98592 DATEI n JA71 23 OW10 No DB No REN ©AUUANCE ENWB Mi OF OREGON.NC•2700 M.W St NE•Sd�0,.w 97301•PHONE:503 NO-1727-FAX:503 NO-1720-IT IS UTAWNA.AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER MUM LOCAIM THAN 91MN DRAWN BY:_JP PLOT R 1 P —0 Or D7 1 0 3 64 ao a 3 1)071� RECEIVED MASON COUNTY MaY �$ 2023street A,-j , � - ' COMMUNITY DE it4M" E V� NT N 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: l/Ma71-1(I E (9rr-PK1-P_ IZ/ '5sK V EN Dr, REVIEWED FOR Mailing Address: — — IANCE //3 / )4PT: I U1vIvN, WP g9517Z MASONNTY 6EP977,& W Parcel Number: BUILDING DEPA TMENT 9g�os' 32i0& THESE P quare Feet(total). ON THE J B SITE —7?)J f Ventilations Compliance: hole House Ventilation system E:1 Whole House Ventilation 'y using exhaust fans&window or wall Integrated with a Forced Air fresh air vents(M1507.3.4) System(M1507.3.5) 0 P ther,describe: - - ---- -- r 1Z/4G7e Val Q VIIV67 R150V E; 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 R402.1.1) R-Value U-Factor' Fenestration U-Factor b n/a 0.30 Skylight U-Factor b n/a 0.50 Glazed Fenestration SHGC b,e n/a n/a Ceiling' 49 i 0.026 Wood Frame Wall e-' 21 int 0.056 Floor 30 0.029 Below Grade Wall`,h 10/15/21 int+TB 0.042 Slab'J 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-value of 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-10 continuous insulation on the exterior of the wall,or R-15 continuous insulation on the interior of the wall,or R-21 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 R402.2.9.1. Prescriptive Path—Single Family 2018 Washington State Energy Code-R G AG/ r ns 3. `/ s z s,z = 9 P �' e For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38 if the full insulation depth 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 R503.1.1.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 including 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,the 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: :,creelits Dwelling units less than 1,500 sf in conditioned 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 R406.2 Heating Credits-select ONE Options Fuel Normalization Descriptions heating option User Notes 1 Combustion heating minimum NAECAb 0.0 P 2 Heat pump` 1.0 ❑ 3 Electric resistance heat only-furnace or zonal -1.0 ❑ 4 DHP with zonal electric resistance per option 3.4 0.5 5 All other heating systems -1.0 ❑ Energy Cre its-select ONE Options Energy Credit Option Descriptions energy option from each p category 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 3.0 ❑ 1.7 Efficient Building Envelope 0.5 ❑ 2.1 Air Leakage Control and Efficient Ventilation 0.5 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 ❑ 3.1' High Efficiency HVAC 1.0 ❑ 3.2 High Efficiency HVAC 1.0 ❑ 3.3' High Efficiency HVAC 1.5 ❑ 3.4 High Efficiency HVAC _ 1.5 3.5 High Efficiency HVAC 1.5 ❑ 3.6' High Efficiency HVAC 2.0 ❑ Prescriptive Path-Single Family 2018 Washington State Energy Code-R 4.1 —[High Eff icie,cy HVAC Distribution System 0.5 ❑ 4.2 High Efficiency HVAC Distribution System 1.0 ❑ 5.11 Efficient Water Heating 0.5 ❑ 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 Credits a. An alternative heating source sized at a maximum of 0.5 W/sf(equivalent)of heated floor area or 500 W, whichever is bigger,may be installed in the dwelling unit. b. Equipment listed in Table C403.3.2(4)or C403.3.2(5) C. Equipment listed in Table C403.3.2(1)or C403.3.2(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. Please print only pages 1 through 3 of this worksheet for submission to your building official. Prescriptive Path—Single Family 2018 Washington State Energy Code-R 6L990a5- 0071d R E C E(,�,�([El Residential Gas ' [-f•'�i ^�...°1'pr�'ll Prestige RTGH Tankless Water Heaters MAY -8 2023 The new degree of comf 15 W. Alder Stra U i[A) Rheem 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 •Exclusive!Guardian OFW'"overheat condensing heat exchanger film wrap •Intelligent electronic controls designed •Hot-start programming helps minimize to increase energy efficiency and safety fluctuation in water temperature,referred _ Performance to as"cold water sandwich",during periods of frequent on/off operation •Exclusive!Water savings setting- upon activation,this setting can save Plus... homeowners up to 1,100 gallons of •Digital remote control and 10 ft.of ther- water per year'by decreasing the flow mostat wire included of water through the pipes until the •Supplied with a 120-volt power cord temperature reaches the heater's set (indoor models only) temperature •Freeze protection to-30°F •Low flow fixture compatible-Industry- first minimum flow rate of.26 GPM and FZ Spec'"Sizing Software-advanced "PU&S --3wt 1: minimum activation flow rate of.40 GPM online tool that takes the guess work out ensures the user will receive hot water of sizing tankless applications-available RTGH-DVL even in low demand situations at www.rheem.com/tankless Indoor Direct Vent Model •Recirculation Pump Kit-Ready-Quickly Warranty 11,000-199,900 Btu/h pairs with our Recirculation Pump kit • 12-Year heat exchanger-residential, Natural and LP Gas to provide instantaneous hot water 5-year heat exchanger-commercial, at the tap' 5-year parts and 1-year labor Easy Installation and Service See Warranty Certificate for complete information •Built-in condensate neutralizer -� •112"Gas line compatibility on every Commercial Applications model I,. The RTGH Condensing Tankless •Exclusive!Maintenance Notice Setting Series can be upgraded for high- alerts homeowner-flashing a warning temperature commercial use. code to call for service check •Temperature range is 85"F to 185°F •Self-diagnostic system for easy installation and service UPGRADE KIT ft TANKLESS •• EL •Digital display shows temperature RTGH-' Upgrade setting and maintenance codes RTG20261A RTGH-95DVLN-1 •High-altitude capability-up to RTG20254B RTGH-95DVLP-1 8,400 ft.elevation above sea level' RTG20254C RTGH-95XLN-1 RTGH-XL Technology RTG20254D RTGH-95XLP-1 Outdoor Model •EZ-Link'"cable available for higher =' Upgrade Kits 11,000-199,900 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 tile MIC-6 manifold control board RTG20255D RTGH-90x1P-1 •Manifold up to 20 units with the optional r Upgrade MIC-185 plus the MICS-180 manifold Kits control assembly RTG20263A RTGH-84DVLN-1 RTG20256B RTGH-84DVLP-1 RTG20256C RTGH-84XLN-1 thn Pob s=z RTG20256D RTGH-84XLP-1 Note:These upgrade kits are not compatible with 'Savings based on Doe test procedures. previous models.See the Tankless Parts and °Pump kit designed for single unit applications only. Accessories Catalog for a complete listing. °Contact customer service for exact attitude rating for each model. INTEGRATED HOME COMFORT PRINTED IN U.S.A.02/17 WP FORM NO.TK-SOB REV.11 Residential Gas a Water Prestige RTGH Tankless Water Healers The new di,,y of comfort" Rheem Prestige°Specifications DESCRIPTION FEATURES ROUGHING IN DIMENSIONS(SHOWN IN INCHES) ENERGY INFO. GPM GPM SHIP EST YEARLY NUMBER MIN.FLOW/ CONNECTION MODEL TEMP. B77• Od5' MAX. VENT ENERGY RECOVERY ENEflGY INPU TYPE OF AC7NATION HEIGHT WIDTH OEPfH WEIGH7 NUMBER t.GAST TU/H BATHROOMS• RANGE GPM RISE RISE GPM WATER GAS DIAM. (LBS) FACTOR EFFlC. COST MA%. MAX. NAT/LP Rheem •- RTGH-95DVLN- 1 oO0 Indoor 4 140to 0.26/0.40 5.0 8.5 9.5 3/4 3/4 27-12 18-12 9-3/4 2,3 or4' 82 .96 96% $170/412 199,900 Direct Vent 40•F PVC 2-Pipe RTGH-95XLN-1 19 9W Outdoor 4 Bg0'F 0.26/0.40 5.0 8.5 9.5 3/4 3/4 27-12 18-12 9-3/4 N/A 82 .95 95% $172/417 Rheern •- •1 RTGH-90DVLN-1 11 000- Indoor 3 4 85•to 0.26/0.40 4.5 7.7 9.0 3/4 3/4 27-12 18-12 9-3/4 2',3•or4• 82 96 97% $170/412 180,000 Direct Vem 140•F PVC 2-Pipe RTGH-90XLN-1 1B0'00� Outdoor 3-4 B40�F 0.26/0.40 4.5 7.7 9.0 3/4 3/4 27-12 18-12 9-3/4 N/A 82 .115 9796 $172/417 Rheem Prestige'RTGH-84 RTGH-84DVtN-1 11000- Indoor 3 85'to 02610.40 3.9 6.7 8.4 3/4 3/4 27-12 18-12 9-3/4 2',3•or4' 92 .96J__� $170/412 157,000 OIY•rd V•n 140'F 11;2-Pip• RTGH-84XLN-1 f5.�� Outdoor 3 �O;F 0.2610.40 3.9 6.7 8.4 3/4 314 27-12 18-12 9-3/4 N/A 82 .95 $172/417 'Based on simultaneous showers using 2.5 GPM flow rate pre-mixed with cold water line.Flow rates vary depending on Indoor Direct Vent temperature of incoming cold water and water heater set temperature.Refer to Row rate curves for accurate sizing. Estimated energy cost based on a national average fuel cost of$1.09/therm for natural gas and$2.41/gallon for LP. 5�/;iF -•{ 6,/: Energy factor determined by the U.S.Department of Energy(DOE)lest procedures. All models are available in Natural Gas and Propane(LP).For Propane replace the N with P when ordering. SCAOMD 1146.2 compliant. Factory set maximum temperature is 120°F.See Use and Care Manual for setting. Consult factory for information on sizing the application. Add a•C"to the model number when ordering Canadian models.Outdoor models are only for seasonal use in Canada. Please contact Rheem Canada Ltd.for details. Vent Termination Kits are required for Direct Vent models.Contact your distributor for details. Proper gas pressure must be ensured to supply tankless gas water heaters-up to 199,900 Mull for RTGH-95 models, v v, up to 180,000 Btu/h for RTGH-90 models,up to 157,000 Rtu/h for RTGH-84 models.(Consult your gas supplier) j I Temperature Rise('F) Model Number 35• 45' 50• 60' 70' 77' 80, 90' 100, RTGH-95 Water Flow(GPM) 9.5 8.5 7.7 6.4 5.5 5.0 4.8 4.3 3.8 JJ RTGH-90 Water Flow(GPM) 9.0 7.7 6.9 5.8 4.9 4.5 4.3 3.8 3.5 18°i -"I I'-9/i--if RTGH-84 Water Flow(GPM) 8.4 6.7 6.0 5.0 4.3 3.9 3.8 3.3 3.0 • o 00• Above estimates are for sizing purposes only. 4Vi 3,/,• 2��2�1i 70 Weer Heater Row R.I.Cunn• Maximum Vent Length(intake/outlet): MAXIMUM MAXIMUM MAXIMUM fill:- 9 _- RTGW95 Ma Flow NUMBER LENGTH LENGTH LENGTH - `� RTGH-90 Max Flow OF 90• OF 2- OF 3" OF 4' B -RTGH-94 Max Flow ELBOWS STRAIGHT STRAIGHT STRAIGHT _ PIPE PIPE PIPE Outdoor 0 or 1 5.0 h. 38.0 ft. 94.0 h. g (1.5 m) (11.6 m) (28.6 m) °u_ s 3.5 ft. 36.5 h. 88.0 h. 2 (1.0 m) (11.1 m) (26.8 m) 2.0 h. 35.0 h. 82.0 h. 4 3 (0.6 m) 10.6 m) (25.0 m) Not 33.5 h. 76.0 h. 4 Available (10.2 m) (23.2 m) 27/; 2 5 Not 32.0 h. 70.0 ft Available (9.8 m) (21.3 m) t 6 Not 30.5 ft. 64.0 ft.Available (9.3 m) (19.5 m) % 10 m 30 40 50 e0 TB e0 00 100 (ULC-S636 pipe must be used for Canada.) O•It•TIE) . Parts and Accessories Venting&terminations-2",3"or 4"PVC,recess boxes,pipe covers,extra o remote controls,EZ-Link'"cable,manifolds and cables,service valve kits,service 0/. parts,flush kits,reticulation pump kits and AIIClear'"water treatment system.For more information on Tankless parts and accessories,see the Parts and Accessories 3,;«y y Catalog or call 866-720-2076. 6 A In keeping with its policy of continuous progress and product improvement,Rheem reserves the right to make changes without notice. Rheem Water Heating • 101 Bell Road Rheem Canada Ltd./Ltde • 125 Edgeware Road,Unit 1 Montgomery,Alabama 36117-4305 • www.rheam.com Brampton,Ontario L6Y OP5 • www.rheem.com INTEGRATED HOME COMFORT PRINTED IN U.S.A.02117 WP FORM NO.TK-806 REV 11 ���aDa'�-Ov71 D Ventilation Quiet Operation at 0.2511 Water Gauge Static Pressure (INSTALLED PERFORMANCE) Any manufacturer can achieve low cone 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 runs.Since 0.1"w.g.is an unrealistic amount of static pressure when installed,ASHRAE, ENERGY STAR*,and LEED for Homes,have set the Industry standard for performance measurerr�t 0.0,aln f�n$sop��leads the way with incomparable sone levels at both 0.1°and 0.25"w.g. (_ (_ � (_b MAY -$ 2023 hicng�^erCeiling- WTh VENTILATION 615 W. Alder Street VENTILATION,FAN FY-OSVl7 FV-08VQ5 FV-11V05 FV-15VQ5 FV-20VQ3 FV-30V03 FV•40VO4 FV-08VClL6 FV-11"90 Static pressure in inches w.g. 0.1 0.1 0.1 0.1 r 0.1 0.1 0.1 . 0.1 AirVolume(CFM) 50 36 80 62 110 91 150 127 190 144 290 257 390 356 80 62 110Noise(sons) <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 Power Consumption(watts) 11.1 11.7 14.7 14.5 21.1 20.7 28.4 27.3 42 42 64 62 111.4 109.6 14.9 14.7 23.4 Characteristics (HVI Certified Data Energy Efficiency GFMsIWatt) 4.7 3.2 5.8 4.5 5.3 4.5 t34.17 4.5 3.4 4.5 4.1 3.5 3.3 5.5 4.3 4.7 3.9 4.8 42 for 0.1'S.P.) Speed 731 1060 829 1089 950 1161 696 871 877 990 793 874 863 1117 1006 1193 800 988 Current 0.09 0.10 0.12 0.12 0.18 0.17 0.35 0.35 0.53 0.52 0.99 1 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 0.26 Power Rating(vnW 120/60 120/60 MotarType AC AC Type of Motor Bearing Ball Ball Specifications Thermal Fuse Protection Yes Yes Blower Wheel Type Sirocco Sirocco ENERGY STAR Qualified Yes Yes Duct Diameter(inches) 4.r6 4 or 6 4o,6 6 4 or 6 4 or 6 6 Installation Mounting Opening(inches sq.) 10-12 12-3/16 14-3/4 10-12 Grille Size(inches sq.) 13 13 13 13 15 17-11/16 13 13 13 Lamp Watts 2 x 13W' Lumens(Im) 9981m per lamp' Lumens Per Watt(LPVA 75LPW Light Color Rendering Index >80 Specifications Cola Temperature(Kelvin) 3500K Rated Life(hours) 100DO Lamp Model# MLS13GU35 Type of Lamp Socket GU24 Night-Light Specs Night Light Watts 4 Shipping -- Gross Weight(lbs.) 10.4 10.4 10.4 11.5 16.8 18 2 27.1 12.6 12.6 13.7 UL Tub/Shower Enclosure Yes Yes Approved Code/ Washington State VIAO Code Yes Yes Standard/ --- - - Regulation California Title 24 Compliant Yes Yes Mfg in ISO 9001 Certified Facility Yes Yes "As tested by an EPA recognized lab -Lamp contains mercury.Dispose of according to local,state and federal laws. NOTE:025"w.g.=Installed Performance Panasonic whierCeiling VENTILATION§FAN FV-05VQ5,FV-08VQ5, FV-11VQ5, FV-15VQ5,FV-20VQ3, FV-30VQ3,FV-40VQ4' e 1,14 FWOBVOS I 1 ' f Whisnerlite� VENTILATION E FAN FV-08VQL6, FV-11VQL6,FV-15VOL6 f FV-11 VOLE ■Quiet,yet powerful—ideal for new and remodel residential applications i ■Integrated 4"or 6"duct adaptor on 50-110 CFM models ■Large volume(190-390)CFM options available for light commercial use ■WhisperLite models feature(2) 13 Watt self-ballasted GU24 base CFL lamps ■Can be used to comply with ASHRAE 62.2, LEED,IAP, EarthCraft, CA Title 24 and WA state code ADDITIONAL BENEFITS •Built-in metal flange provides blocking for penetrations through drywall as an Air Barrier,and assists with the decrease in leakage in the Building Envelope during blower door testing •UL listed for tub/shower enclosure when GFCI protected •80-150 CFM models fit in 2 x 8 construction •Optional designer grille and radiation damper available for some models •3 year warranty on parts,3 year on CFL lamps FV-40VQ4 does not comply with the ENERGY STAR®4.0 standard. PARTNER Of THE YEAR Sustained Excellence MAY _B 2023 �15 W Alder street �' CN CH CN CH CN CH �t,ism s<� ♦=e' �a�� � 9,000 BTU/ 115V 9,000 BTU/23 12,000 BTU/ 11SV 2,000 BTU/230V 18,000 BTU/230V 24,000 BTU/ 230V Power Supply 115V/60Hz 208-230V/60H 115V/60Hz 208-230V/60Hz 208-230V/60Hz 208-230V/60Hz Cooling Capacity 9,000 Btu/h 9,000 Btu/h 12,000 Btu/h 12,000 Btu/h 18,000 Btu/11 24,000 Btu/h Heating Capacity 9,000 Btu/11 9,000 Btu/h 12,000 Btu/h 12,000 Btu/h 18,000 Btu/h 24,000 Btu/h SEER2 21.5 21.E 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 f 0.16 oz for 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-122"F -S"F-122'F -S'F- 122"F -S"F- 122"F -ST-122T -57- 1227 temperature ALLIANCE 1116 ENGINEERING ae4re+gon.com 2700 Market St. NE 503 589-1727 Specialists in Post Frame Engineering Salem,OR 97301 FAx 503 589-1728 POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. RECEIVED 1101823 MAY -8 2023 .i 5 W. Alder Street BUILDING OWNER / LOCATION: Eric Goffrier 121 E Skyview Drive Union, WA 98592 7'HESE PLANS MUST BE ON THE JOB SITE ITE FOR INSPECTION CLIENT: Northwest Pole Buildings Inc COPY 21116 NW Roth Rd Ridgefield, WA 98642 REVIEWED FOR CODE COMPLIANCE MASON COUNTY ENGINEER: BUILDING DEPARTMENT �S c Lo�� 04 wasyyti� L f 15�23 Q . :t 2200913 t� tkI/3STE�E° G 4, SS�4NAL�N Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Copyright c,Alliance Engineering of Oregon, Inc. 2700 Market Street N.E. 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 International Building Code 2. ASCE 7-16- Minimum Design Loads and Associated Criteria for Buildings and Other Structures,Provisions American Society of Civil Engineers,2017 3. 2018 Edition,National Design Specification(NDS)For Wood Construction with 2018 Edition NDS Supplement,American Wood Council,2018 4. ASABE EP486.2-Shallow Postand Pier Foundation Design American Society of Agricultural and Biological Engineers,2012 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wbtctg:= 22•ft Width of Building Lbtdg:= 30•11 Length of Building Hbtd,, := 17•ft Eave Height of Building RpiIcII:= 12 /12 Roof pitch Overhang•= 0'm Length of Eave Overhang G0,1.11a,1,,:= 0•in Length of Gable Overhang 131}1:= 10-ft Greatest nominal spacing between eave wall posts WLgahIeopenings:= 16•11 Total width of openings in left gable wall WRgabteopenings 8•ft Total width of openings in right gable wall WFeaveopenings = 12•11 Total width of openings in front eave wall WReaveopenings := 4•ft Total width of openings in rear eave wall Design Loads for Building Risk_Category :_ ,--_n.---1, Wind Design Values: Wind Speed: Wind Exposure: Vwin I- 110 nlph Exposure Seismic Design Values: Site-class :_ Ss:= 1.551 Mapped spectral acceleration for short period St := 0.582 Mapped spectral acceleration for 1 second period Ra:= 6.5 Response modification factor Roof Load Design Values: pg:= 25•psf Ground snow load PLr= 20 psf Roof live load pd= 5 psf Roof dead load Roof_type_is= "metal over wood sheathing" pit,= 10psf Additiona I truss bottom chord dead load(if applicable) Pt•a= 10 psf Ceiling live load at storage areas(if applicable,where 24"wide x 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) 22x30xl7.xmcd 3 DESIGN INPUT VALUES(Continued): Structural Members for Building: Eave Post Properties:(Solid-sawn post unless otherwise specified) spoyi := Post Species :_ Yost Grade 6x6 � H��r�.-Fir U! FRaug-Sawn v Purlin Properties Girt Properties:(10'-0''bay spans&less) Spurlin :_ Sgirt Sx26 V 1Sx26 y Yurlin.p.um, Girt,p,,i,, Doug-Fir u', Doug-Fir *� Purlingr;,de:_ Girtgr.,de�_ ��— V� Purl in,p,,ing:= 24-in p vJ Girtsp,cing = 24-in Girt Properties:(16-11"bay span) Sgirl2 :_ Sy26+ Sx26 v Giilspecies2 :_ Doug-Fir i vj Ciu'tgrndc2 ;��� Sell-Strut �1 Girt,p,�,:= 16-in Post Hole and Footing Design Values: gsnii 1500-I)sf Assumed soil vertical bearing capacity S,'ii = 100 psf Assumed soil lateral bearing capacity c1i3_f00dng 2.0•ft Main eave post footing diameter Slab and backfill information Concrete—slab :_ Yes v Backtill_type [Concrete'vI Main eave post hole backfill Future Loft Information Winn:= 22.ft Width of future second floor loft Liog:= 30•ft Length of future second floor loft Pd t.a:= 12•psf Dead load of future second floor loft pi ton:= 40-psf Live load of future second floor loft (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 1/30/2023 1101823 (Gaffrier) 22x30xl7.xmcd 4 SNOW LOADANALYSIS: For roof slopes greater than 5 degrees,and less than 70 degrees. pg= 25 psi, Ground Snow Load(from above) Rangle = 45(leg Angle of roof Ce= 1.00 Exposure factor C, = 1.00 Thermal Factor Cs = 0.38 Roof slope factor Is= l.00 Importance factor 1.Determine Roof Snow Loads: pf:= 0.7•Ce•C,•I,•pg Equation 1 pf.= 17.5 psf Flat roof snow load; Roof slope<_5deg Ps:= Cs-pf Equation 2 p,, _ 6.7psf Sloped roof(balanced)snow load 2. Determine final snow load,psu Nil= 25 pst' Final roof snow load 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 5 WIND ANALYSIS: Vwind= 110 mph Wind Speed kd= 0.85 Wind Directionality Factor k,= 1.0 Topographic Factor ke:= 1.0 Ground Elevation Factor kZ= 0.701 Wind Exposure Factor(windward) 1,= 1.00 Importance factor h�lc = 0.00256•kz•kzt' d k •ke•Vwind 2 qh= 18.45 psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qww gh'GCpfww qiw gi,'GCpNw qww= 10.33 psf qlw= -6.83 psf Windward Gable Wall: Leeward Gable Wall: gw%g gh'GCpfivwg ghvg gh'GCpflwg gwwg= 7.38 psf glwg= -5.35 psf Windward Roof: Leeward Roof: qwr gh'GCpfwr qlr gh'GCpflr qwr= 3.87 psf qlr= -7.93 psf Wall Elements: Roof Elements: qwc= gh'GCpfiv gr gh.GCpfr qwe= -16.34 psf qr= -14.76 psf Internal Wind Pressure qi gh•GCpi qi = 3.32 psf 1/30/2023 1101823 (Gaffrier) 22x30xl7.xmcd 6 SEISMIC CALCULATIONS: S,= 1.551 Mapped spectral acceleration for short periods(from above) SI = 0.582 Mapped spectral acceleration for 1-second period(from above) 1,= 1.00 Importance factor R,= 6.50 Response modification factor(from above) 1.Determine the Seismic Design Category a.Calculate Sns and SDI For SDS: For Snt: For S,= 1.551 For SI = 0.582 F,= 1.200 Fv= 1.500 Sms S..Fa Siva SIT, SMSr= 11.861 SMIr= 0..873 SDs 13 I•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: Pf A if(p f>30•psf,p f,0) pf"= 0 psf pDw= 10 psf Wall dead bad(mean) PLa2 = 10psf Bottom chord live load outside of storage areas(if applicable) Hm,f= 11 ft Height of roof Wm:_ �Wbldg+ (2'0,erh.j]-[Lbldg+ (2•G0%,hang)][(Pr s'0.20) + Pd+Pd2j+[Wanic'Lbbldg.(0.25•PLa)] +[(Wbldg— Wauic)-Lb1dg•(0.25•PLa2)] +K 2•(Wbldg+ Lbldg).II2dg] + (Hjnof*Wbldg)J-PD,v] Wm = 22810.0 lb Main building weight(without futureloft floor weight) Wi [WIoft*Lloft,[Pd_Ioft+ (0.25•pI loft) WI = 14520.0lb Weight of future loft floor W,,:= (30ft•loft•12psf) W,= 3600.O lb Weght of future lower stud walls Building area,Ab: 2 Ab Lhldg-Wbldg Ab=660 ft 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period,T C„= 1.4 sec Coefficient for Upper Limit on Calculated Period 0.75 �Iblcig+ Hroof 2 T,:= 0.02• Ti.= 0.207 sec ft T:= if(T,>C,,,C,,,T.) 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: Sys SDI Srn'Tt. Csl :_ — Cs2:= if T <_TL, Ra C,l = 0.191 T.\Ra/ a/I I,2 CRa� Cs2 0.433 e I\ I\ a — and CS shall not be less than: 0.55•Sl CO:= ma niax(0.044•SDS•Ie,0.01)jf Sl z 0.6, C Rc I) ,0 I Ca3= 0.055 C,:= if(C,l >Cs2,Cs2,if(Csi <Cs3,Cs3,Ls1)) C,= 0.19i Seismic Response Coefficient to used in determination of seismic base shear c.Determine the Seismic Base Shear: VMbase shear Cs'Wm Vmhase shear= 4354lb Main building VLbase shear:= Cs'Wl VLbase shear= 2772 lb Future loft floor VWbase shear Cs'Ww VWbase shear= 6871b Future lower stud walls 4. Determine the seismic load on the building: Since Seismic Design_Category= "D" , p= 1.3 E,,,= 5661 lb Seismic load on building El = 3603 lb Seismic load on future loft floor Er„= 893 lb Seismic load on future lower stud walls 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 8 BUILDING MODEL: CALCULATE TOTAL WIND LOADS: Apply wind bads to the walls to determine moment and fiber stress in the posts. a:= Bay a= 120 in O= 45.0 deg Roof angle from horizontal qe= 17.16 psf wind load gwwpost qe'a g,post= 14.3 ph 2 Lpost_bndg Mtot llwwposf g M,o, = 70057 in-lb Total bending moment in one post Mtot ftot' Sxeavepost fo, = 973 psi Total bending stress in one post Alliance Engineering of Oregon,Inc 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 9 2700 Market Street NE Project Title: Eric Gaffrier Salem,OR 97301 Engineer: James Loughrey Ph(503)589-1727 Fx(503)589-1728 Sales@aeOregon.com Project ID: 1101823 Des�ner:Mark Barclay Project Descr: Eave Posts Wood Column a ner Post w_Roof In ec s.ec Software colayrighl ENERCALC,INC 1983-2020,Build 12 20 8.24 DESCRIPTION: Eave post(without future loft loads) Code References 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 Wood Member Type Sawn Wood Species Hem-Fir Exact Width 6 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 8 in Cf or Cv for Bending 1.0 Fb+ 575.0 psi Fv 140.0 psi Area 48.0 inA2 Cf or Cv for Compression 1.0 Ix 256.0 in14 Cf or Cv for Tension 1.0 Fb- 575.0 psi Ft 375.0 psi ly 144.0 in^4 Cm:Wet Use Factor 1.0 Fc-Pril 575.0 psi Density 26.840 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf Built-up columns 1.0 Basic 1,100.0 1,100.0 1,100.0ksi Use Cr:Repetitive? No Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns: XA(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 ft,K= Applied Loads E;ervice loacts entered.Load Factors will be applied for calculations. COILIM11 self weight included:152.093 ibs"Dead Load Factor AXIAL LOADS... Roof loads:Axial Load at 16.333 ft,D=1.870,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=0.0860 k/ft DESIGN SUMMARY Bending 8 Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4326:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y " k Bottom along Y-Y 0.9520 k Governing NDS Forumlal 1 Comp+Mxx, NDS Eq.3.9-3 Top along X-X ; k Bottom along X-X 0 0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are.. Along Y-Y 0.2659 in at 10.040 ft above base Applied Axial 2.022 k for load combination:W Only Applied Mx -1.994 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0,0 ft above base Fc Allowable 612.28 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.09710:1 Bending Comoression Tension Load Combination +D+0.60W Location of max above base 17.0 It Applied Design Shear 21.750 psi Allowable Shear 224.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.832 0.09787 PASS 0.0 ft 0.0 PASS 17.0 ft +D+L 1.000 0.808 0.140 PASS 0.0ft 0.0 PASS 17.0 ft +D+Lr 1.250 0.748 0.1637 PASS 0.0 It 0.0 PASS 17.0 It +D+S 1.150 0.772 0.1948 PASS 0.0 ft 0.0 PASS 17.0 It +D+0.750Lr+0.750L 1.250 0.748 0.1743 PASS O.Oft 0.0 PASS 17.0 It +D+0.750L+0.750S 1.150 0.772 0.2004 PASS 0.0 ft 0.0 PASS 17.0 ft +D+0.60W 1.600 0.666 0.4326 PASS 0.0 ft 0.09710 PASS 17.0 It +D+0.750Lr+0.750L+0.450W 1.600 0.666 0.3660 PASS 0.0 ft 0.07283 PASS 17.0 ft Alliance Engineering of Oregon,Inc 1/30/2023 1101823 (Gaffrier) 22x3Ox17.xmcd 10 2700 Market Street NE Salem.OR 97301 Project Title: Eric Gaffrier Ph(503)589-1727 Fx(503)589-1728 Engineer: James Loughrey Sales@aeOregon.com Project ID: 1101823 Designer:Mark Barclay Project Descr: Eave Posts Wood Column le: net)Postw_Roofm sec -1, Software copyright ENERCALC,INC 1983-2020,Build 1220 8 24 DESCRIPTION.- Eave post(without future loft loads) load Combination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W 1.600 0.666 0.3744 PASS O.Oft 0.07283 PASS 17.0ft +0.60D+0.60W 1.600 0.666 0.4209 PASS O.Oft 0.09710 PASS 17.0ft +0.60D 1.600 0.666 0.04128 PASS 0.011t 0.0 PASS 17.0ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-n Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ TOP @ Base @ Top D Only --- 2.022 +D+L 3.122 +D+Lr 4.222 +D+S 4.772 +D+0.750Lr+0.750L 4.497 +D+0.750L+0.750S 4.910 +D+0.60W 0.571 0.696 2.022 1.994 +D+0.750Lr+0.750L+0.450W 0.428 0,522 4.497 1.495 +D+0.750L+0.750S+0.450W 0.428 0.522 4.910 1.495 +0.60D+0.60W 0.571 0.696 1.213 1.994 +0.60D 1.213 Lr Only 2.200 L Only 1,100 S Only 2.750 W Only 0.952 1.100 3.323 Maximum Deflections for Load Combinations _ Load Combination Max X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.),:) in 0.000 ft 0.0000 in 0.000 It +D+L 0.0000 in 0.000 It 0.0000 in 0.000 0 +D+Lr 0.0000 in 0.000 It 0.0000 in 0.000 It +D+S 0.0000 in 0.000 0 0.0000 in 0.000 ft +D+0.75OLr+0.750L 0,0000 in 0.000 It 0D000 in 0.000 It +D+O 750L+0.750S 0.0000 in 0.000 It 0.0000 in 0.000 ft +D+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 ft 0.1197 in 10.040 It +D+O 750L+0.750S+0.450W 0.0000 in 0.000 It 0.1197 in 10.040 It +0.60D+0.60W 0.0000 in 0.000 ft 0.1595 in 10.040 ft +0.60D 0.0000 in 0.000 It 0.0000 in 0.000 It Lr Only 0.0000 in 0.000 It 0.0000 in 0.000 It 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 It W Only 0.0000 in 0.000 ft 0.2669 in 10.040 R Alliance Engineering of Oregon,Inc 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 11 2700 Market Street NE Project Title: Eric Gaffrier Salem,OR 97301 Engineer: James Loughrey Ph(503)589-1727 Fx(503)589-1728 Project ID: 1101823 Sales@aeOregon.com Desgner_Mark Barclay Project Descr: Eave Posts {e TM 8�(OaHrier ost w- In ec s.ec Wood ColumnSoftwaiecopyfightENERCALC,INC.1983-2020,BuddA2.20.8.24 I DESCRIPTION: I , (vithcwt o I I I i i i 6x8 6.0 in Alliance Engineering of Oregon,Inc 1/30/2023 1101823 (Gaffrier) 22x3ox17.xmcd 12 2700 Market Street NE m,OR 97301 Project Title: Eric Gaffrier Sale Ph( 9-1727 Fx(503)589 1728 Engineer: James Loughrey Project ID: 1101823 Sales@aeOregon.com Designer:Mark Barclay Project Descr: Eave Posts Wood Column Software ner ostw_ oo Windsec Software copyright ENERCALC,INC 1983-2020,Build 12 20824 DESCRIPTION: Eave post(with future loft loads) Code References 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 Wood Member Type Sawn Exact Width in Allow Stress Modification Factors 8 Wood Species Hem-Fir .0 Exact Depth ,0 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 48.0 inA2 CforCv for Compression 1.0 Fb+ 575.0 psi Fv 140.0 psi Ix 256.0 inA4 Cf or Cv for Tension 1.0 Fb- 575.0 psi Ft 375.0 psi Fod ly 144.0 in 4 Cm:Wet Use Factor 1.0 c-Prll 575.0 psi Density 26.840 p Ct:Temperature Factor 1.0 Fc-Per11 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive 7 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: Unbxaced Length for buckling ABOUT X-X Axis=10.0 ft,K=0. Applied Loads :service loads entered.Load Factors will be applied for calculations. COILImn self weight included:152.093 Ibs*Dead Load Factor AXIAL LOADS... Roof loads:Axial Load at 16.333 ft,D=1.870,Lr=2.20,L=1.10,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=0.0860 k/ft DESIGN SUMMARY Bending&Shear Check Results 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 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0,2659 in at 10,040 ft above base Applied Axial 3.342 k for load combination:W Only Applied Mx -1.994 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0 0 ft above base Fe-Allowable 826.28 psi for load combination:ni a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.09710:t Bendinq Cornoression Tension Load Combination +D+0.60W Location of max.above base 17.0 ft Applied Design Shear 21.750 psi Allowable Shear 224.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0,948 0,1419 PASS 0 0 ft 0.0 PASS 17.0 ft +D+L 1.000 0-941 0.3403 PASS O.O ft 0.0 PASS 17.0 ft +D+Lr 1.250 0,924 0,1738 PASS O Oft 0.0 PASS 17.0 ft +D+S 1.150 0.931 0.2061 PASS O O ft 0.0 PASS 17.0 ft +D+0.75OLr+0.750L 1.250 0.924 0.2859 PASS 0.0ft 0.0 PASS 17.0 ft +D+0.750L+0.750S 1,150 0.931 0.3224 PASS O.O ft 0.0 PASS 17.0 ft +D+0.60W 1.600 0.898 0.4267 PASS 0.0 ft 0.09710 PASS 17.0 ft Alliance Engineering of Oregon Inc 1/30/2023 1101823 (Gaffrier) 22x3Ox17.xmcd 13 2700 Market Street NE Project Title: Eric Gaffrier Salem;OR 97301 Engineer: James Loughrey Ph(503)589-1727 Fx(503)589-1728 Project ID: 1101823 Sales@aeOregon.com Des" ner.Mark Barclay Project Descr. Eave Posts Wood Column ----------File:1101823(Ga- rlerPost w-Roof Windec s.ec Software copyright ENERCALC,INC.1983-2020,B61d 12 20 8,24 DESCRIPTION: Love post(with future loft loads) Load Combination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750Lr+0.750t_A.450W 1.600 0.898 0.3856 PASS 0.0ft 0.07283 PASS 17.0 It +D+4.750L+0.750S+0.450W 1,600 0.898 0.3919 PASS 0.0ft 0.07283 PASS 17.0 ft +0.60D+0.60W 1.600 0.898 0.4169 PASS O.Oft 0.09710 PASS 17.0 ft +0.60D 1.600 0.898 0.05056 PASS 0.0ft 0.0 PASS 17.0 ft _Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Readion 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 +0+0.750Lr+0.750L 9.117 +D+0.750L+0.750S 9.530 +D+0.60W 0.571 0.696 3.342 1994 +D+0.750Lr+0.750L+0.450W 0428 0,522 9.117 1.495 +D+0.750L+0.750S+0.450W 0 428 0.522 9.530 1 495 +0.60D+0.60W 0.571 0,696 2.005 1994 +0.60D 2.005 Lr Only 2.200 L Only 5.500 S Only 2.750 W Only 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 ft +D+L 0.0000 in 0.000 ft 0.0000 in 0.000 It +D+Lr 0.0000 in 0.000 111 0.0000 in 0,000 It +D+S 0.0000 in 0.000 ft 0.0000 in 0.000 It +D+0.750Lr+0.750L 0.0000 in 0.000 ft 0.0000 in 0.000 It +D+0.750L+0.750S 0.0000 in 0.000 ff 0.0000 in 0.000 ft +D+0.60W 0.0000 in 0,000 ft 0.1595 in 10.040 ft +D+0.750Lr+0.750L+0.45OW 0.0000 in 0.000 ft 0.1197 in 10,040 It +D+0.750L+0.750S+0.45OW 0.0000 in 0.000 It 0.1197 in 10,040 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.1595 in 10 040 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0,000 ft Lr Only 0.0000 in 0.000 ft 0.0000 in 0 000 ft 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 0.000 ft W Orgy 0.0000 in 0.000 ft 0.2659 in 10.040 ft Alliance Engineering of Oregon,Inc 1/30/2023 1101823 (Gaffrier) 22x30xl7.xmcd 14 2700 Market Street NE Project Title: Eric Gaffrier Salern,OR 97301 Engineer: James Loughrey Ph(503)589-1727 Fx(503)589-1728 Project ID: 1101823 Sales@aeOregon.com Designer:Mark Barclay Project Descr: Eave Posts Wood Column 101823 (Gaff tw Roofsecs Software copyright ENERCALC'INC 1983-2020,Build.12.20824 ' DESCRIPTION: Eave post(with future loft loads) Sketches c_ o r CD r 6x8 l 6.0 in 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 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" V,= 69611, Lateral shear load at the ground line M,= 1994 ft•lb Moment at the ground line di, fooling= 2.00 ft Main post footing diameter Ssoii = 100psf 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. del,tl,_j,ost = 2.0 ft This is the minimum required post embedment depth for lateral loading FOOTING DESIGN FOR MAIN EAVE POST: Determine the footing see and depth for vertical bearing for the main posts. %oil = 1500 psf Soil bearing capacity for footing dia tooling= 2-Oft Footing diameter 2 dia_fooling Afooli"g•= n' n = 3.14 ft2 Footing 4 footing g area Pit ,leptl, = 5.0 ft Minimum required post embedment depth Pflgallow ntoocing'gsoirdbc1or+ Pskin Pftg allow= 12095 lb Allowable end bearing capacity of footing P14g_applied_lA= 63201b Total applied footing load (without future loft loads) Peg applied_ B= 11985 lb Total applied footing load (with future loft loads) Note that the end bearing capacity(Pft�Lauow)is greater than the combined footing load (Pft�Lappiied_tA)or(Pftg_applied_lB) This is OK. 1/30/2023 1101823 (Gaffrier) 22x30xl7.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 psi' Eave wall wind pressure from above 9roof= 11.8 psf roof wind r(0.375•Hb1dg'f,b1dg'ge) +[1-1 o.f f l'bldg+ (2•GOverhang)Tg roof] l Vcavc windLG:= 0.6• JI Veave windLG = 2153lb 2.Determine the seismic load to be resisted by the left gable wall in shear: CE,n + EI/ Veave_seismicl,G:= 0.7- — seisniicLG = 3242lb 3.Determine the controlling load to be resisted by the left gable wall in shear: The controlling left_gable_load_is= "Veave_seismieLG" . Therefore, vl ,,.,I,1e shear= 3242lb The lateral load that is transmitted to the left gable wall with large openings will be resisted by the gable wall posts in bending. Check the bending stress in these posts. Opening_height_Lgable:= 96'til Height of gable wall opening MLgablewall:= Vf,gable shear'Opening height Lgable Wgablewall = 311264in•lb MLgablewall &LGpost_applied:= fxLGpost_applied = 778 psi 2'Sx610 + 2'Sx610 FsL<ipost_allow:= 1.6•FbHF2pos1'p1i 1'xLGpost_allow= 920 psi Since fkGpost applied�FxLGpost applied this is ok. 1/30/2023 1101823 (Gaffrier) 22x30xl7.xmcd 17 DETERMINE RIGHT GABLE WALL SHEAR LOADS: 1.Determine the wind load on the eave wall to be resisted by the right gable wall in shear: qe= 17.2 ps1' Eave wall wind pressure from above q,.onf= 11.g psf roof wind Veave _windRG:= 0.6.r(0.375-Ilb1dg-Lb1dg•ge) +[Hroof f Lbldg+ (2•GOverhang)].grood] 2 Veave windRG = 21531b 2.Determine the seismic load to be resisted by the right gable wall in shear: _ r Em+ El _ Veave seismicRG:= 0.7- + I. 2 Veave seismicRG= 38681b 3.Determine the controlling load to be resisted by the right gable wall in shear: The controlling right_gable_load_is = "Veave_seismieRG" . Therefore, VRgablG ,I1e;,r= 386816 VRgabie_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. "vable shear \'Tuablewall Wbidg- WIZgableopenings `rga hlewall= 276 pif Right gable shear load The right gable wall diaphragm can resist the shear loads as follows: vr„ablc«all < =»0 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. 1/30/2023 1101823 (Gaffrier) 22x30xl7.xmcd 18 Right gable wall uplift due to shear loading on gable wall shear panel: Calculate uplift pullout of the gable wall posts due to shear loads on the gable wall. Veave seismicRG= 3868lb Calculated from above V eave_sei smi cRG•Hbldg CpostRG CposIRG= 4696lb This is the uplift load on one Wbldg— WRgatkopenings 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 that will tend to keep the gable wall post in the ground will be as follows: WtRoofRG= 2"Y-Wbldg'(0.6•pd) WtRwmG= 330lb Dead weight of roof bII WtRGable_wail 1ljbIdg'(WbIdg— WRgableopenings) + (Hroof,W2dftgJJ'[0.6•(5psf)] WtRGable wall= 1077Ib Deadweight of gable wall dia_Rgable_footing = 2.00 tt Diameter of gable wall posthole depth_Rgable_footing = 5.O tj Embedment depth of gable post WtPostRG deptli_Rgablc_footing'WRGpost-0-6 WtposlRG= 261b Dead weight of post Concrete backfill in the right_gable_end_ost_is= "required" to resist the gable wall panel uplift. RGPostBackfill= 2169lb Gable post backfill weight if gable end posthole is backfilled with concrete(0 if granular or native soil backfill. Concrete backfill may or may not be required to resist gable wall panel uplift). WtIotRG WtRoofRG+ WtRGable wall+ WtPostRG+ RGPostBackfill+ I�AinRGU WttoIRG=4780lb Total resistance for gable wall panel uplift. Since WttotG 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: q„ = l b.0 psi Gable wall wind pressure I Iroof= 11.00 ft Vgable_windFE:= 0. 0.375 i lbldg-Wbldg + 0.5 l lroof-Wbldg6 ).qg] 2 Vgable_NvindFE = 1254lb 2.Determine the seismic load to be resisted by the front eave wall in shear: (Em+ El Vgable_scismichE:= 0.7• + Ew/ 2 Vgable_seismicFE= 38681b 3.Determine the controlling load to be resisted by the front eave wall in shear: The controlling kont_eave_load_is= Wgable_seismicFE' . Therefore, VI e1Ve shear= 3868lb VFea, shear is the shear load that is transmitted through the roof diaphragm to the front eave wall. Normalize the load to a per foot basis. VFaavu shaar Vreavewall= - vtcavcwall= 215 pl( Front eave shear load I•bldg — WFeaveopenings The front eave wall diaphragm can resist the shear loads as follows: vfC;j,% ,II- 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 1101823 (Gaffrier) 22x30xl7.xmcd 20 Front Eave 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-windFF, = 1254lb Calculated from above VgaUle_x>-indFE•Hl,ld, CFrpost s Cl•Epos,= 11841U This is the uplift load on one eave wall post Lbldg - WFeaveopenings 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: i f WtRoofFr = I Wbldg 2 + Overhang 'Lbldg•(0.6 pd) Wt,in,,R•F = 9901U Dead weight of roof WtFEave_wall\\\_ 1I-Ibldg'(Lbldg— WFeaveopenings)]•(0.6•(5psf)] WtMve wall = 918 lb Dead weigth of eave wall dia_Feave_footing= 1.5 R Diameter of smallest front eave posthole dl pth_Feave_footing= 2.5 ft Embedment depth of shallowest front eave post WtPosiFE•_ (depth_Feave_fooling)•WFGpox1'0.6 WtPosII-P = 7 11) Weight of post Concrete backfill in the front_eave post_is= "required" to resist the divide wall panel uplift. FEPostBacktill = 569 lb Front eave post backfill weight if posthole is backfilled with concrete (0 if granular or native soil backfill. Concrete backfill may or may not be required to resist eave wall shear panel uplift) Wttoll fi WtRoofFF. + Wtl+ave wall + WtPoslFE +FEPostBackfill Wtlotrr.= 24341b Total resistance for eave wall panel uplift. Since WttotFE is greater than the eave wall panel uplift,CpostFE,the eave wall footing is adequate. 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 21 DETERMINE REAR EAVE WALL SHEAR LOADS: 1.Determine the wind load on the gable wall to be resisted by the rear eave wall in shear: qg= 16.0psf Gable wall wind pressure I1,,,,,1 = I l.()II it r 0.375.1 Iadg•Wbldg +0.5-1 hoof'Wbldgl Vgable_windRE:= 0.6. I J g91 2 Vgablevv inc1RF = 125-11h 2.Determine the seismic load to be resisted by the rear eave wall in shear: F,,,, +El 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 seismicRE" Therefore, VReave shear= 3242lb VReave shear is the shear load that is transmitted through the roof diaphragm to the rear eave wall. Normalize the load to a per foot basis. VReave_shcar "caveaall I.bld^ - WRcavcopcNngs vreavewall= 125 pit' Front eave shear load The rear eave wall diaphragm can resist the shear loads as follows vfeavewall<_ 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 1101823 (Gaffrier) 22x30xl7.xmcd 22 Rear Eave 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_windRE= 12541b Calculated from above Vgable_windRE•Hbta, CREpost:= is CltEpost = 820 lb This is the uplift load on one eave wall post 1•Uldg- WReaveopenings 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 followsW mu WtRooME:= I + ()xCInang Lblds(0.6 p,l) Wtl:oolRE= 9901b Dead weight of roof WtMve wall\\\_ 111h1d '(I bldg— WReaveopcwngs)]-[0.6•(5psf Wt12Lave wall = 1326lb Dead weigth of eave wall dia_Reave_tboting= 2.011 Diameter of smallest rear eave posthole dcptL_Reave_foot ing= 5.0 ft Embedment depth of shallowest rear eave post WtPoslRr::_ ((Iepai_Itcavc_rooling)'Wpn,uir•.,0 6 Wtpn,ntlt= 261b Weight of post Concrete backfill in the rear_eave_ost_is= "required" to resist the divide wall panel uplift. REPostBackfill = 2168 Ib Front eave post backfill weight if posthole is backfilled with concrete (0 if granular or native soil backfill. Concrete backfill may or may not be required to resist eave wall shear panel uplift). WtlolRE WtRootRE + WtwEavc %%all + WtFO.,,RE+UPostBacktill WtlotltH= 4510lb Total resistance for eave wall panel uplift. Since WtcotRE 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: (10'-(Y" Bay spans and less) The gifts will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. %�egirt = 3.63 ph Lgirt Span= 114 in Orientation= "Commercial" Lgirt_span2 Mgirt:= nwegirl 8 Mgirt= 5901 in-lb Bending moment in the girt Mgir fbgirt:= Sgirl figi t= 780 psi Stress applied to the girt gi rt Determine the allowable member stress including bad factors. FbGi,i= 900 psi CD ind= 1.60 Cklbgi t= 1.00 Ct& = 1.00 CLgi,,= 0.99 CFgirt= 1.30 C f girt= 1.00 C4,Z= 1.15 Fbgirt:= 1"bGirt-CL)%vind-CMbgirt-Ctgirt'CLgirt'CFgirt-Cfugirt.C,gi t Fbgid= 2129psi > fbGirt This is OK GIRT DESIGN: (16'-11" Bay span above gable end overhead door) The girts will simple span between posts and loaded horizontally forwind. Calculate bending stress due to wind loading and determine the adequacy of the girts. 9we&2 = 2.42 pli Lgirt_span2= 195 in Orientation2 = "Strongback" 2 1 girt_span2 Mgirt2'= 9wegirtz' 8 Mgin2= 11511 in.lb Bending moment in the girt fbgirt2:= Mg,rt2 fbgirt2= 1196psi Stress applied to the girt Sgirt2 Determine the allowable member stress including bad factors. 1'bGirt2= 1500psi CDwind= 1.60 CMbgir12= 1.00 C1girt2= 1.00 CLgirt2= 1.00 CFgir12= 1.30 C f,012= 1.15 C4rt2= 1.15 Cigi Q_ 1.00 Fbgir12:= Fbcin2'CDwind'CMbgirt2'Cigin2*CLgirt2'CFgirt2'Cfugirt2'Crgir<2'Cigirt2 Fbgin2= 4126 psi > fbGirt2 This is OK. 1/30/2023 1101823 (Gaffrier) 22x30xl7.xmcd 24 PURLIN DESIGN: The purins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin= "2x6" Purlinspacing= 24 in O.C. Lpudin_span = 115.5 in wpurlin= 3.54 pli Maximum combined distributed roof bad along top edge of purlin 2 "Vpurlin'Lpurlin_span Mpudin= Mpurlin= 5896 in-lb Bending moment in the purlin 8 f Mpur in f 780 psi Bending stress applied to the purlin bpudin= bpudin= P g pp Spur in Determine the allowable member stress including bad factors FbPudin = 900 psi CDsnow= 1.15 CMbpurlin= 1.00 Cipurlin = 1.00 Cl.pudin= 1'00 CFpudin = 1.30 Cfupudin= 1.00 Crpudin= 1.15 Fbpudin FbPurlin'CDsnow'CMbpurlin'Ctpurlin'CLpurlin'CFpurlin'Cfupurlin'Ctpurlin Fbpur in= 1547psi > fbpudin This is OK 1/30/2023 1101823 (Gaffrier) 22x30x17.xmcd 25 MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the main post corbel block. Allowable fastener shear capacities Llb.ft 5s = 15901b Shear capacity for 5/8"dia. bolts z•ib.„ 34 = 21901b Shear capacity for 3/4"dia. bolts z1bon )() = 3600W Shear capacity for 1"dia.bolts zT'nai, rra= 122 lb Shear capacity for 16d nails z-rnail 20d= 1471b Shear capacity for 20d nails l"Imbcl — 440011) Combined dead,live roof or snow,and We(if applicable)loads on corbels If 5/8 dia.bolts are used: Nuous�e — 2.4 Number of 5/8"dia.bolts required in the corbel block,if used. If 3/4 dia.bolts are used: Nh0t,s34 = 1.7 Number of 3/4"dia.bolts required in the corbel block,if used. If 1 dia.bolts are used: N,,O,,,,,, — 1.1 Number of 1"dia.bolts required in the corbel block,if used. If 20d nails are to be used: N.Ijis,o(i — 1 3 Number of 20d nails required in each corbel block,if used. If 16d nails are to be used: N.,;is16d = 15.7 Number of 16d nails required in each corbel block,if used. 1/30/2023 1101823 (Gaffrier) 22x30xl7.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: Wfooli„g= 8 in Footing width tfooling= 12 in Footing thickness Wtfooting = 133 lb Weight of concrete Studspac;ng = 16 in o.c. (assumed stud spacing) trib,tud = 9.2 ft Tributary floor area on stud pdeatlsrud= 307.216 Dead load applied to stud plivestud = 490.667 lb Live load applied to stud L,oadcasel :_ (Pdeadslutl + Wtfoolinj + plivestud Load,asel = 931 lb l,oadcasel Applied pressure wlooling'Slutspacing pplied_pressure = 1048 sf Maximum applied soil bearing pressure Allowable pressure= gsoil A = 1500 f Allowed bearing pressure llowableyrossure s p g Note: Allowable pressure is greater than App11ed PresSu,e,therefore OK Check temperature steel requirements: Atemp:= 0.001 R•wfooling ttoolin2 Atemp= 0.173 in Minimum required steel for temperature 13a, Size:= 4 Rebar size 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 D2 Total area of the rebar installed in the footing>greater than Amin read,thus OK. Rebar_size and_quantity_is = "adequate" 1/30/2023 1101823 (Gaffrier) 22x30xl7.xmcd 27 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbldg = 22 ft Width of Building Roof—dead—load= 7 psf Lhldg 30 ft Length of Building Live—roof—load= 20 psf = Ground—snow—load = 25 psf I161dg,= 17 ft Eave Height of Building Roof snow—load = 25 psf Overhang= 0 in Length of Eave Overhang Wind_speed= 110 mph Rpile,= 12 /12 Roof pitch Wind—exposure = "B" Seismic—Design—Category = "D" Post Details(worst case) Footing Details: Post—size= "6x8" Post is = "constrained by a concrete slab" Post grade = V2 Hem-Fir" Postdepth = 5.0 ft Design Post Depth Usage = 43 %Combined stress usage of post d;,_f,,,,,;,,g= 2.0ft Design Footing Diameter Shear Wall Details: Pootingusage= 99 % Stress usage of footing V u,i,ie,,.,ii = 284 pll'Max.shear in gable wall veavcwall= 221 plf Max.shear in eave wall Girt Details: Girt—usage= "37% Stress usage ol'wall girt" Orientation= "Commercial" at 1U-0"bay spans and less Girt_usage2 = "28% Stress usage of wall girt" Orientation2 = "Strongback" at 16-11"bay span Purlin Details: Purlinlusage= 54 % Stress usage of roof purlin Corbel Block Bolts: Nbolls58 = 2.5 Number of 5/8"dia. bolts required in the corbel block,if used. Mbol1s3; = 1.8 Number of 3/4"dia.bolts required in the corbel block,if used. Nbolts10 = 1.1 Number of 1"dia. bolts required in the corbel block,if used. N;,;isZad = 13.7 Number of 20d nails required in each corbel block,if used. N,;js16d = 16.5 Number of 16d nails required in each corbel block,if used. SPECIAL NOTE: The drawings attendant to this calculation shall not be modified by the builder unless authoreed in writing by the engineer. No special inspections are required. No structural observation by the design engineer is required. T.E.GOFFRIER DESIGN F 0 4 M y m Y ..... �ssuso oewwwcs 11 1 G� ! _ EH APPROVED Rhonda Thompson 06/26/2023 lase Puw '/i EH Setbacks sKYVIEw A.) Drainfield/Reserve requires 1 O'setback from footing/foundations c GE-SrtH GIN B.)Septic tanks)requires 5'setback from all fooling/foundations C.)No foundation/Perimeter Drains within 30f1,downgradient of > Drainfield/Reserve area ® -- D.)No Cut Bank(sI(greater than 5ft and over 45 degrees)within 50f1,down gradient of Drainfield/Reserve area SP-101 o e a