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BLD1994-00509
I ' JEFFERSON COUNTY BUILDING APPLICATION Jefferson County Permit Center Castle Hill Mall 621 Sheridan St. Port Townsend, WA 98368 206-379-4450 PERMIT # •BLD94-0509 DATE RECEIVED. :07/29/94 SITE ADDRESS: 2 & 4 HERON RD :PORT LUDLOW, WA 98365 OWNER *POPE RESOURCES PHONE: 697-6626 MAILING ADDR:PO BOX 1780 :POULSBO WA 98370 CONTRACTOR. . : PHONE: MAILING ADDR: • CONTR. LIC #: EXPIRATION DATE: / / ARCHITECT/ . . :MYRVANG ARCHITECTS PHONE: 697-9434 DESIGNER •225 NW LINDVIG WAY MAILING ADDR:SUITE 5 :POULSBO WA 98370-9017 PARCEL NO. . . :821162001 ALT: CO f: NA: LEGAL DESC. . : STR 16-28-01 EWM, TAX # 231 WATER: DATE:// Q,/ LOT , BLOCK , HARBOR MASTER SHORELINES: BY: DATE: DESCRIPTION OF IMPROVEMENT: Townhouses: 5 units BUILDING TYPE • 05+ BEDROOMS--- BATHROOMS-- MAIN FL. . . : 5759 sf TYPE OF IMPROVEMENT:NEW EXIST. : 0 EXIST. : 0 ADD'L FL. . : 4394 sf GARAGE/CARPORT •A PROP. . : 12 PROP. . : 14 HTED BSMT. : 527 sf WOODSTOVE • TOTAL. : 12 TOTAL. : 14 UNHT BSMT. : 0 sf UBC OCCUPANCY GROUP: SEWAGE DISP. . :SEWER OTHER • 0 sf TYPE OF CONST • WATER SUPPLY. :LUDLOW CRPT/GAR. . : 976 sf UNITS. : 5 STORIES: 3 HEAT TYPES. :GAS/ / DECKS • 1855 sf DIMENSIONS: MOBILE HOME COMMERCIAL: 0 sf FRAME TYPE:WOOD MAKE: YR: INDUSTRIAL: 0 sf EST COST. $: 750000 SIZE: BANK HT. . . : 10 ft PROJ GRP. . : 5498 SH SETBACK: 30 ft Owner/agent FEES -• Signature: type amount by date recpt PRMT $ 2789.50 AK 07/2•/94 95912 Date: PLCK $ 1813. 18 B.C. $ 12 . 50 1' 0/. , iy latiWill Issued By: '_; J,imft RADO $ 50. 00 Date: $ 4665. 18 TOTAL Si 1 1 If JEFFERSON COUNTY BUILDING PERMIT Jefferson County Permit Center Castle Hill Mall 621 Sheridan St. Port Townsend, WA 98368 206-379-4450 PERMIT # •BLD94-0509 DATE ISSUED. : 08/02/94 SITE ADDRESS: 2 & 4 HERON RD :PORT LUDLOW, WA 98365 OWNER *POPE RESOURCES PHONE: 697-6626 MAILING ADDR:PO BOX 1780 :POULSBO WA 98370 CONTRACTOR. . : PHONE: MAILING ADDR: CONTR. LIC #: EXPIRATION DATE: / / LOAN LENDER. : MAILING ADDR: PARCEL NO. . . : 821162001 LEGAL DESC. . : STR 16-28-01 EWM, TAX # 231 LOT , BLOCK DESCRIPTION OF IMPROVEMENT: Townhouses: 5 units ( ) mooting/Setback (Shoreline Setback) :11,5 (9i, 1/,-10 -1.e tr t O -ZL -0.`1 10X a� - a�a, ( ) Cl_ounda ion_: } . t i ‘ 1 ' r ( e F � . ) ( ) Underground Plumbing/Underground Insulation: ( ) . 11 ' • • • bin• Chimne • DK .1-14-Q5- k-oo5 -04 a7 -4 "toLuwtlo ,� -;4 or< ►: 1 1. ( Insulat 1-.-ri-- REpanikis. v.L5cr,9 _)u-a ckA21-95-)W ,,.�263 n\c- 3'6-`t s e...,e4.54- aAr). 1 a es k- ( ) Sheetrock:pk mac, .2oti e a -z) -46- J.o3 aV.■ M-)-af ¶3u so a.-vlc. s-.t-as &s.?_ ( ) Sewage Disposal System Final: f _ ( ) F i nal/Occupancy Approval;ZkW3 OR r=.3p-gS e7 70-2- i< /0-31—j5�. o���--�. ,z os b .. - v ei,...A.+..y.$L I x k 1c x.3- 2. CALL 379-4455 24 HOURS IN ADVANCE TO SCHEDULE INSPECTIONS Office Hours 9 a.m. to 4 : 30 p.m. Inspector's Hours 8 - 10 a.m. 24 Hour Recorder for Inspections • • Structural Calculations For LUDLOW VILLAGE TOWNHOMES (Garages 202, 203, 303 and 304 only) POPE RESOURCES FRo .-,. 9"x wnsy, �1. ,� C, , .� ro " , , if 11 l ' 4. 22060 x.` o , r�� lEXPIRES 2/12197 March, 1995 Job 116.1-94 TIMt ULICN CONSULTING ENGINEERS1INC These Calculations Are void It Seal And Signature Are Not Original MAIN OFFICE 0 CENTRAL OREGON 0 CALIFORNIA D 16325 S.W. Boones Ferry Road 141 S.E. 3rd 1990 The Alameda Lake Oswego,Oregon 97034 Bend,Oregon 97709 Sart Jose,California 95126 503.636-0784 503.383-1828 408.985-1848 • • FROELICH CONSULTING ENGINEERS, INC client: Pope Resources project: Port Ludlow Village-Garages project number: 116.1-95 • date: May, 1996 by:CAM kipg := 1M lb := kips-.001 kft := kips-ft plf := lb—ft kiPs ksi = ksfr pi := - Pcf Pgf —ft 2 in 2 2 1/ in 2 LATERAL WIND: 80 mph exposure B q s := 16.4-pgf I := 1 C := .8 C qw ql .- P=C8 Cq qs I windward leeward Total 0' C e := .62 P := C e-q s-I P-C qw = 8.13-pEf C = 5.08-pgf P t := 13.21-pef 15-2 0 C e := .67 P := C e-q s-I P-C qw = 8.79-psf P-C = 5.49-pgf P t := 14.29-pef 2 0'-25' C e := .72 P := C e-q s-I P-C qw =9.45-pgf C 5.9-pgf P t •.= 1536-psi 2 5'-3 0' C e := .76 P := C e.q s-I P.C qw =9.97•psf P.C =623-psi P t 16.2-pgf SEISMIC:Zone 3 C := 2.75 R := 8 W DL := 1.kipg Z- V := I-C w DL V := -1'W DL R w Roof Loads: Dead Load 15 psf Snow Load 25 psf ' 16325 SW Boones Ferry Road CLIENT:?y '1 2s ccS PAGE Z/ ■ro ` ' T Lake Oswego,0 97035 jun R.� 503.636-0784 PROJECT: �a� A �� FROELICH FAX 503.636-06 S /� ' CONSULTING PROJECT NUMBER 11(0,1 417 'ENGINEERS,INC DATE 5 S /5 Find 5.0y4-1 °bl.= I 5 pi,- 1_v= 2_5 psi- (sis�). =ty w,_ -, Is-e 9 2y°'o.G, - 25P.1.- u -,, 2X)0 -1,.51d0,2 9 2it`' .L, Wo^,64) k.a?-- ( Wl a i 1pa 1--12' ! 16325 SW Boones Ferry Road CLIENT: li?e,aSIAJ-ced PAGE el./ ■ TIM R Lake Oswego, on 97035 K 503.636-0784 PROJECT � - ( yv��. • FROELICH FAX 503.636-06 / CONSULTING PROJECT NUMBER: 11(.0.( 1S ENGINEERS INC DATE .8 1,7 e BY: C(,,,, frmil Frvttafp 04514: ISpI-(12')= I F/Jp1‘- ww : -3- ' ( 12i = 3goe14- is ("10 1>1,F --lo )(12. L 4�QI ,,,S' �21t1 2313 1 ,vr>t 10-DO 11 ° U-0 I3' (0` 10 11.�l‘to Fg 1 ✓I WOO%Yorks - SOFTWARE FOR IOD DESIGN File Name: untitled WoodWorks 1.Oc 17 Apr,1995 0:04 COMPANY I PROJECT Froelich Consulting Engineers I Roof Rafters 16325 S.W. Boones Ferry Rd. I Phone: (503) 636-0784 I Fax: (503) 636-0615 I DESIGN CHECK DESIGN DATA: code: NDS-1991 type: RoofJoist database: Custom material: Lumber-soft lateral support: Top- Full Bottom= @Supports total length: 14.00 [ft] repetitive factor: applied where applicable. INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load I I I I I 1 Full Area Dead 15.00 (Tributary Width - 24.00) No 2 Full Area Snow 25.00 (Tributary Width - 24.00) No Self-weight automatically included. DESIGN SECTION: D.Fir-L, No.2, 2x10 @ 3.854 plf MAXIMUM REACTIONS and BEARING LENGTHS (force-kips, length=in) I 14.0 ft I I I I I Reaction I 0.59 0.59 , B.Length I 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection-in) Criteria I Analysis Value I Design Value I Analysis/Design I I Shear fv @d = 56 Fv' = 109 fv1Fv' = 0.52 Bending(+) fb = 1153 Fb' = 1273 fb/Fb' - 0.91 Live Defl'n 0.27 = L/615 0.70 - L/240 0.39 Total Defl'n 0.55 = L/305 0.93 = L/180 0.59 Bending(+) : Crit.LC#= 2 CD= 1.15 CL= 1.00 Cr= 1.15 Shear : Crit.LC#= 2 CD= 1.15 V @d- 0.52 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln_dead) + Defln_Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • Wu i dVorks - SOFTWARE FORD DESIGN File Name: untitled WoodWorks 1.Oc 17 Apr_1995 0:10 COMPANY I PROJECT Froelich Consulting Engineers I Window/Door HDR 16325 S.W. Boones Ferry Rd. Phone: (503) 636-0784 Fax: (503) 636-0615 DESIGN CHECK DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 12.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern i I I Start End I Start End I Load i I I I I 1 Full UDL Snow 150.00 No 2 Full UDL Dead 90.00 No Self-weight automatically included. CUSTOM SIZE DESIGN SECTION: D.Fir-L, No.2; 4x9.5 @10.555 plf MAXIMUM REACTIONS and BEARING LENGTHS (force-kips, length-in) 12.0 ft I ^ I Reaction 1.50 1.50 B.Length 1.0 1.0 , SECTION vs. DESIGN CODE (stress-psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I I I I i Shear fv @d = 52 Fv' = 98 fv/Fv' = 0.53 Bending(+) fb - 900 Fb' - 1207 fb/Fb' = 0.74 Live Defl'n 0.19 = L/764 0.60 - L/240 0.31 Total Defl'n 0.38 = L/381 0.80 = L/180 0.47 Bending(+) : Crit.LC#= 2 CD- 1.15 CL= 1.00 Shear : Crit.LC#= 2 CD- 1.15 V @d= 1.30 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln_dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • rroorkS - SOFTWARE FOR D DESIGN File Name: untitled WoodWorks 1.Oc 17 Apr.1995 0:11 COMPANY 1 PROJECT Froelich Consultina Enaineers I Garaae Door HDR 16325 S.W. Boones Ferry Rd. I w/ Point Load Phone: (503) 636-0784 I Fax: (503) 636-0615 DESIGN CHECK DESIGN DATA: code: NDS-1991 tvoe: Beam database: Custom material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 9.00 [ft] INPUT LOADS: (force=kips, pressure=psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I I I Start End I Start End I Load i I I I I 1 Point Snow 0.80 4.50 No 2 Full UDL Snow 80.00 No Self-weight automatically included. CUSTOM SIZE DESIGN SECTION: D.Fir-L; No.2; 4x9.5 @10.555 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force=kips, length=in) 9.0 ft I Reaction 0.81 0.81 B.Length 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value 1 Analysis/Design I I I I i Shear fv ød = 29 Fv' - 98 fv/Fv' = 0.30 Bending(+) fb = 542 Fb' = 1207 fb/Fb' = 0.45 Live Defl'n 0.09 - <L/999 0.45 = L/240 0.20 Total Defl'n 0.09 - <L/999 0.60 - L/180 0.16 Bending(+) : Crit.LC#= 2 CD= 1.15 CL- 1.00 Shear : Crit.LC#= 2 CD- 1.15 V @d= 0.74 Deflection: Crit.LC#- 2 Total Deflection = 1.50(Defln dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • • VVOo ehli- M K S - SOFTWARE FOR 0D DESIGN File Name: untitled Woodworks 1.Oc 17 Aar-1995 0:12 COMPANY I PROJECT Froelich Consulting Engineers I Garage Door HDR 16325 S.W. Boones Ferry Rd. I w/ Dist Load Phone: (503) 636-0784 Fax: (503) 636-0615 I DESIGN CHECK DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 9.00 [ft] INPUT LOADS: (force-kips, pressure=psf, udl-plf, location=ft) Load I Distribute I Type I Magnitude i Location I Pattern I I I Start End I Start End I Load I 1 1 1 1 1 Trapezoida Snow 100.00 280.00 0.00 9.00 No Self-weight automatically included. ******************************************************"1t***************** CUSTOM SIZE DESIGN SECTION: D.Fir-L. No.2. 4x9.5 _@.10.555 pif MAXIMUM REACTIONS and BEARING LENGTHS (force-kips, length-in) 9.0 ft I ^ i Reaction 0.77 1.04 B.Length 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criteria I Analysis Value I Design Value I Analysis/Design I I i I Shear fv 8d = 29 Fv' = 98 fv/Fv' = 0.30 Bending(+) fb = 406 Fb' - 1207 fb/Fb' = 0.34 Live Defl'n 0.08 = <L/999 0.45 = L/240 0.17 Total Defl'n 0.08 = <L/999 0.60 = L/180 0.14 Bending(+) : Crit.LC#= 2 CD= 1.15 CL- 1.00 Shear : Crit.LC#= 2 CD= 1.15 V @d= 0.74 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln_dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. >;rIIIUUUIvvV1 ate ° at./t.. 1 vvatra,c rvrc vvrvvv uc ■iuni Pile Name: untitled oodWorks 1.Oc 17 Apr,19 :17 COMPANY 1 PROJECT Froelich Consulting Engineers I HIP Beams 16325 S.W. Boones Ferry Rd. I Phone: (503) 636-0784 I Fax: (503) 636-0615 I DESIGN CHECK DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber-soft lateral support: Top= Full Bottom- @Supports total length: 18.00 (ft) INPUT LOADS: (force=kips, pressure-psf, udl=plf, location-ft) Load I Distribute I Type I Magnitude I Location I Pattern I 1 I Start End 1 Start End I Load 1 1 1 I 1 1 Triangular Dead 0.00 180.00 0.00 18.00 No 2 Triangular Snow 0.00 300.00 0.00 18.00 No Self-weight automatically included. *****************************+e*********s+e******tax***********+c+r********* CUSTOM SIZE DESIGN SECTION: D.Fir-L, No. 1, 4x11.5 @12.778 plf **a*t*a*********aa***a***a*aa********t********************************** MAXIMUM REACTIONS and BEARING LENGTHS (force-kips, length-in) t 18.0 ft l 1 =-mss=tea= 1 IA A I I I Reaction I 1.55 2.99 B.Length I 1.0 1.2 SECTION vs. DESIGN CODE (stress-psi, deflection=in) Criteria i Analysis Value I Design Value I Analysis/Design I I I I I Shear fv Qd = 76 Fv' - 98 fv/Fv' = 0.78 Bending(+) fb - 1419 Fb' = 1708 fb/Fb' = 0.83 Live Defl'n 0.44 = L/494 0.60 = L/360 0.73 Total Defl'n 0.89 = L/243 1.20 = L/180 0.74 Bending(+) : Crit.LC#= 2 CD- 1.15 CL= 1.00 Shear : Crit.LC#= 2 CD= 1.15 V @d= 2.34 Deflection: Crit.LC#= 2 Total Deflection = 1.50(Defln_dead) + Defin Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • WoodWorks - SOFTWARE FOR WOOD DESIGN File Name: untitled WoodWorks 1.Oc 17 Apr,1995 0:23 COMPANY I PROJECT Froelich Consulting Engineers I Ceiling Beam 16325 S.W. Boones Ferry Rd. Phone: (503) 636-0784 I Fax: (503) 636-0615 • DESIGN CHECK DESIGN DATA: code: NDS-1991 type: Beam database: Custom material: Timber-soft lateral support: Top= Full Bottom- @Supports total length: 13.00 [ft) INPUT LOADS: (force=kips, pressure-psf, udl=plf, location=ft) Load I Distribute I Type I Magnitude I Location I Pattern I Start End I Start End I Load 1 Point Dead 1.80 6.50 No Self-weight automatically included. DESIGN SECTION: D.Fir-L, No. 1, 6x10 @14.514 plf ************************************************************************ MAXIMUM REACTIONS and BEARING LENGTHS (force-kips, length=in) 13.0 ft I ^ I Reaction 0.99 0.99 B.Length 1.0 1.0 SECTION vs. DESIGN CODE (stress=psi. deflection-in) Criteria I Analysis Value I Design Value I Analysis/Design I Shear fv @d = 28 Fv' = 76 fv/Fv' - 0.37 Bending(+) fb = 893 Fb' = 1215 fb/Fb' = 0.74 Live Defl'n negligible Total Defl'n 0.36 = L/431 0.87 = L/180 0.42 Bending(+) : Crit.LC#- 1 CD- 0.90 CL- 1.00 Shear : Crit.LC#= 1 CD- 0.90 V @d- 0.98 Deflection: Crit.LC#= 1 Total Deflection - 1.50(Defln_dead) + Defln Live. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 16325 SW Boones Ferry Road CLIENT: PAGE l�/ Lake Oswego,Or ^n 97035 e, TIM1R 503.636-0784 —7 f i �qJG , , .. FAX 503.636-061 PROJECT: ae )!t, FROELICN PROJECT NUMBER: , 1.e-- CONSUrnNG `p ` r7 DATE: 0-1 ENGINEERS,INC ■. BY • 1,)-t tte4 ^' -s arc- Lo•.o(S : AL = (Sf.SL • CC L2 - ZS p& (40 5),) . i��1 = re4P1r . NeLl ck, t 300 l,s 7c4%. = 2290 1 s. . r - 2S7a _ 750 lam. ' _ 3,.D. ()Sr1, 12SfL>2-7'x 25' _ Z7,vtso 116. r , W4 ( V+pI.)Xl(?7x Li) +27 3,4401 C.-41 .2 (37P0 1(4) = 6 « J 141)(0425,x27- (22r1K ===c=1:al Cad' M = •'71 L' - - 1 I - —V.1 —_1.Ve 4 2.75 I2.'15' .3� ' 1.2 L. .31 ti n —— csdc.2 �= cle cam____________._._..____. 1 Q ;, _ __ __ __ __ 25.'D* . lg. ..- _ . . ____——. ______.__. t • ■ 16325 SW Boones Ferry Road CLIENT: PAGE Il/ ■ TIM R• Lake Oswego,0 n 97035 503.636-0784 PROJECT:-7 FAX 503.636-Ob ; �r'�.- .3� �1 FROELICH PROJECT NUMBER: "' ��GG CONSUUING � r • ENGINEERS,INC • DATE ■ BY ay.ay. ,z �-� IIJ8\� 2- .1Z 4 I . �= Ts ( .6 z.. �Ie:i , 4iI(5,zv = rik5 1(t -i. Zbc 1 - i' Jb `t L v�As l = 5zb k." _ _ z 41(.1-6 )-(k + 12--1.),- V--11/17 ... (2(1.5)3-r °1(.y) 5- is)Z _ _.. 3 = So.l 1x •7c. _ (52.t..) SiL rL iSz.L\ n.1 • 107.2 �C(o-71../ • /3724 272( 3)20) _.-___________.____ o 440 _ _. .__- -_ . _.---__ I 16325 SW Bcones Ferry Road CLIENT: PAGE i ■' TIM R Lake Oswego,Or n 97035 503.636-0784 70 1 FAX 503.636-061 PROJECT: 1 ' . ., FitOELIcH PROJECT NUMBER: ( ,1'`?5 CONSULTING• DATE: �.2-a7 ENGINEERS,INC By . , 5,(0k.' = /T k 5c) l2"o.G. , 7- ,3111c ji b-12! d g'- 3'- 62/ =1,(� H `z. /1s r ,' ( C.GOSS /4/.0) Az,1,4-,,,,z ,0,214 _ ,ao.(iz)(:Z.: .1121);"1/14_ r,( 4-- 1 444,-- . Ac5�/b /r, \\,� ,0 ' 131 ; 6O)/�s(3) I2 _ ,�0 Z= d- ; 4,(v$ - .(1ofr 4,3"16 ,x, -- ----___- z MZ = a(. o) , 70= �l —' >� , �' D �- ,__ ut-f-- #5 12"b,C), 1" 6i.(- TbP t 3" %GR ror # b ) 121o,C. To` 4. , a . _ _ _ .________ i �' 16325 SW Boones Ferry Road CLIENT PAGE 13 Lake Oswego,loon 97035 ,"` �M R 503.636-0734+ PROJECTD�c: j`FAX 503.636-0 � ! �j ' f ROELICN CONSULTING PROJECT NUMBER ij,, _?_ ENGINEERS,INC. DATE �•L.n ■ BY CAA To Ltf x ((a x2')t (7x Z7.yz / t(ti,sx/7. PI z 2 z /11A1111 ._ 71 2 Sae I1 I tr' sln.2.r II`- `I(.2,S0) . 11.2' ; X V.2S / ,, 22(, ell- z.-7.,b' 1I.2 X 25,Co' Ndcr: 25Y,x c'x/ _ 5?04, iy Nv-T y,,Z(I5x2).] 2,% = 7411,-0- _ _ a.,-F., (w1oT-M /2�' _. 2,01'9 t ,, t-f t-+ 2'-;o'd , 51d.(, W4(s : e:2.7' N o.: 2s „x9 22,52,11, 2 �{�_ %I.(ISy. 25.,2,1-27.2/2 - 48,2io1 -U- > Mb I- LL ZJ frIQ 'o OW ; YZ j A u A.ii\ ,kt?1'rc JADI D2 FROM : Panasonic THr Fh; i PHGNE NO. May. 18 1995 02::^P' P2 JEFFERSON COUNTY BUILDING PERMIT 5offoroon County Pormit contor Castle Hill Mall 621 Sheridan St. Port Townsend, WA 98368 ' 206-379-4450 PERMIT #. . . . :BLD94-0509 t/ DATE ISSUED. : 08/02/94 SITE ADDRESS:�F\. ,c4i HERON RD a, f, 10, 1 �, // :PORT LUDLOW, WA 98365 OWNER. . ... . . . :POPE RESOURCES PHONE: 697-6626 MAILING ADDR:PO BOX 1780 :POULSBO WA 98370 CONTRACTOR. . : /NS uL eT,Q V foil 24.203 PHONE: MAILING ADDR: • i s slows ofF 414.0" CONTR. LIC `: PIRATION DATE: / / LOAN LENDER. : MAILING ADDR: PARCEL NO. . . : 821162O LEGAL DESC. . :STR 16- EWM, TAX # 231 LOT , BLOCK DESCRIPTION OF IMPP : Townhouses: 5 units )(2. 1.n21 reline Setback) ( ) oun.at on. ( ) Underground i j/Un•erground Insulat.on: ( , t .n- Piu hmn1-.►_p 0 ^ai _; •. ._d'� � - ( • at once: L�' : i AAtti� ► • •1..r V p t - .. ( ) .estroa P.o ( ) Sewage D sposa . System .' nal: ( ) Mil/Occupancy Approval: CALL 379-4455 24 HOURS IN ADVANCE TO SCHEDULE INSPECTIONS. . Office Hours 9 a.m. to 4 : 30 p.m. Inspector's Hours 8 - 10 a.m. 24 Hour, Recorder for Inspections .0 • JEFFERSON COUNTY PERMIT CENTER Receipt No. 621 Sheridan Street Fee $25.00 ck,7 , cash Port Townsend. WA 98368 - (20613794450 Date 0TH Application for Determination of Adequate Potable Water Supply Jefferson County Resolution #99-90 requires building permit applicants to provide evidence of an adequate potable water supply. • Name Ludlow Bay Village Townhomes Phone/Hm 697-9434 Mailing Address P. 0. Box 1780 Work 697-6626 Poulsbo, WA 98370 Assessor's 9 digit Parcel.10# 821162001 Legal Description of Property Portion of Sec. 16 TWP. 28 N. , Rqe 1E, W.M. • Site Address Ludlow Bay Village Ttwnhomes Bldg . 200 Port Ludlow, WA • (No. 2 & No. 4 Heron Road) • Type of Structure New construction — 5 ea. townhomes Type of Evidence (check one) Valid Water Right Permit (attach copy) x Approved Public Water (attach letter from purveyor stating the system is capable of and will-supply water. Include State ID number. Environmental Health Department will determine if system is in compliance with State Drinking Water Regulations). Approved Water State ID # 68700L _ Individual Welt--attach copy of: 1) Well logs or pump test result. 2) Lab analysis for water quality parameters: -Total coliform •.. -Nitrate-N 3) Plot plan showing location of well with respect to proposed sewage system, buildings, driveways and surrounding properties. 4) Testing for chloride and sodium may be required where there are known or suspected occurances of sea water intrusion - for ex., Marrowstone Island. THE UNDERSIGNED ACKNOWLEDGES THAT THE INFORMATION PROVIDED TRUE AND CORRECT AND THAT FALSE INFORMATION MALL NEGATE AND INVALIDATE THE APPLICATION. Signature )114:1 //A( ra-e • Date July 29 , 1994 (6 ✓ G_-. Aee t'rEC Office Use: a) Water Right Permit # b) Public Water Supply 11 Name of Supply Wash. State 10 In Compliance Yes No_ c) Individual Well Driller Name Date Drilled Depth Production Meets Water Quality Standards-- Yes No _Based upon information provided by the applicant, it appears that the potable water supply: (_meets( (_conditionally meets( (_does not meet( the conditions of RCW 19.27.097 and the Guidelines for Determining Water Availability for New Buildings. _Based upon information provided by the applicant, proof of adequate water supply is not required. Application Reviewed by Date Environmental Health Specialist 1 0 0 . 'JEFFERSON COUNTY BUILDING PERMIT APPLICATION WILDING TYPE IMPROVEMENT TYPE ❑ SINGLE FAMILY 6 NEW BUILDING ❑ MOBILE ❑ ADDITION 500./500 ❑ MODULAR ❑ ALTERATION ❑ GARAGE ATTACHED/DETACHED ❑ REPAIR ❑ WOOOSTOVE ❑ DEMOLITION Q MULTI-FAMILY/UNITS_5 ❑ RELOCATION ❑ COMMERCIAL ❑ INDUSTRIAL ❑ HOTEL/MOTEL/DORM/UNITS ❑ -OTHER - UBC OCCUPANCY GROUP DESCRIPTION OF IMPROVEMENT: SQUARE FOOTAGE PRINCIPLE TYPE OF HEATING FUEL MAIN FLOOR 5759 ❑ ELECTRICITY ❑ OIL 2ND FLOOR 4194 ❑ WOOOSTOVE Et GAS 3RD FLOOR 527 ❑ HEAT PUMP ❑ OTHER HTD BASEMENT UNHTD BASEMENT fl CARPORT Q PRINCIPLE TYPE OF FRAME GARAGE 976 DECKS 1855 I3 W000 ❑ MASONRY COMMERCIAL ❑ MANUFACTURED ❑ OTHER INDUSTRIAL ❑ STRUCTURAL STEEL OTHER 0 TOTAL VALUATION OR ESTIMATED COST $750 , 000 ❑ INSTALLED 19__ TYPE OF SEWAGE DISPOSAL: ® SEWER ❑ SEPTIC SYSTEM ❑ NOT INSTALLED s= TYPE OF WATER SUPPLY: PRIVATE ❑ DRILLED WELL OTHER PUBLIC ❑ CITY OTHER: NAME PLO STATE I.D. a z szzzz = NUMBER OF EXISTING BEDROOMS NUMBER OF EXISTING BATHROOMS NUMBER OF PROPOSED BEDROOMS 12 NUMBER OF PROPOSED BATHROOMS 14 . 5 TOTAL NUMBER OF BEDROOMS 12 TOTAL NUMBER OF BATHROOMS 1 4 . 5 ■_-_ = = ===.-a-==-=== = _ _ =L--== •F WATERFRONT PROPERTY NAME OF ADJACENT BODY OF WATER Puget Sound BANK HEIGHT Elevation 10 ' SETBACK 30 ' snass ,z zzzz zzzz szzza zzasszzzzsz=zzazzzzzzzzzazzzzzz z szzz zzzzzzszzszzzazzass SIGNATURE Lie) n4,2.1/ DATE July 29 , 1994 �/rP = rif=LH/1-- c:.1"- APPLICANT NAME (PLEASE PRINT) Dougaraist • • FOR OFFICE USE ONLY Planning Area Fire District School District Land Use Designation Shoreline Designation Project Use: BASE FEE - PLAN CHECK RECEIPT # STATE SURCHARGE RADON KIT TOTAL CASH/CHECK # h:\HOME\PLHCNTR\FORHS\bldapp.frm PIL 4110 • __ _.. 3LC5 1 'JEFFERSON COUNTY BUILDING PERMIT APPLICATION BUILDING TYPE IMPROVEMENT TYPE ❑ SINGLE FAMILY M NEW BUILDING ❑ MOBILE 0 ADDITION 500./500 ❑ MODULAR ❑ ALTERATION . ❑ GARAGE ATTACHED/DETACHED ❑ REPAIR O WCCOSTOVE ❑ DEMOLITION . Q MULTI-FAMILY/UNITS_5 0 RELOCATION ❑ COMMERCIAL O INOUSTRIAL ❑ HOTEL/MOTEL/DORM/UNITS O 'OTHER UBC OCCUPANCY GROUP DESCRIPTION OF IMPROVEMENT: SQUARE FOOTAGE PRINCIPLE TTPE OF HEATING FUEL • MAIN FLOOR 5759 ❑ ELECTRICITY ❑ OIL 2ND FLOOR 4'194 _ ❑ WOOOSTOVE Ci GAS 3RD FLOOR 577 ❑ HEAT PUMP ❑ OTHER HTD BASEMENT UNHTD BASEMENT 0 CARPORT 0 PRINCIPLE TYPE OF FRAY GARAGE 976 DECKS 1855 (I WOCO ❑ MASONRY COMMERCIAL ❑ MANUFACTURED ❑ OTHER INDUSTRIAL ❑ STRUCTURAL STEEL OTHER 0 TOTAL VALUATION OR ESTIMATED COST $750 , 000 O INSTALLED 19_ TYPE OF SEWAGE DISPOSAL: ® SEVER ❑ SEPTIC SYSTEM ❑ NOT INSTALLED TYPE OF WATER SUPPLY: PRIVATE 0 DRILLED WELL OTHER PUBLIC 0 CITY OTHER: NAME E PLO STATE I.D. 6 = NUMBER OF EXISTING BEDROOMS NUMBER OF EXISTING BATHROOMS NUMBER OF PROPOSED BEDROOMS 12 NUMBER OF PROPOSED BATHROOMS 1.4 . 5 TOTAL NUMBER OF BEDROOMS 12 TOTAL NUMBER OF BATHROOMS 1 4 . 5 'F WATERFRONT PROPERTY NAME OF ADJACENT BODY OF WATER Puget Sound BANK HEIGHT Elevation 10 ' SETBACK 30 ' a===:: a:• = s=..=z==e=.=aas===2.==sL= _._ • ___.===.a=..=:===ct �J �" Jul 29 , 1994 SIGNATURE �UC) / '4,a/s/ DATE July 77V� f-+/-1 H!n c T APPLICANT NAME (PLEASE PRINT) Doug a ra i s t 1 II/1 FOR OFFICE USE ONLY Planning Area Fire District School District Land Use Designation Shoreline Designation Project Use: BASE FEE /• Oa. 1� PLAN CHECK RECEIPT # STATE SURCHARGE -45 044=12.SO RADON KIT C:2° 66p)(0)-1, TOTAL 4(dV CASH/CHECK # h:\HOME\PLNCNTR\FORMS\bldapp.frm 6z-ko . 0 151 • I � �o- 2522.�, :XTERIOR SHEATHING SEE PLANS 4 NOTES 8' P.T. 2x SILL fE. W/ % "4, A.B. Q 45' O.C. TYPICAL U.N.O.) 24" +"4 x (� DOWELS - W-04 CONT. SLAB ON GRADE SEE PLANS FOR INFO. • u4 2 SCALE: 1' PARTY WALL SEE PLANS P.T. 2x4 fe. W/ 1/2'0 A,5.6 4W O.G. 1' -01 (2)-04 CONT. 5HEAR WALL EDGE • 1 1 1 1 NAILING - SEE PLAN I I • I I • t I 1 1 PLYWD. DE3L, 2x 5TUD5 `J 1.1 I I SHEATHING ICI I % I TPL. 5TUD5 6 HP5A 1, i I 51MPSON HD2A (2) -5i8'o E30LT5 D13L. 2x 5TUD5 C 3 SCAL E: 11011-01 iD numm 2 iD No= 3 D15L. TOP I_. CONTINUOU5 OVER HEADER BEAM I ° ° 0 ^J ° HEADER BEAM ° ° SEE PLAN .0 . .O O O O O b. . . o o , . . . 1' -01 (2)-04 CONT. 5HEAR WALL EDGE • 1 1 1 1 NAILING - SEE PLAN I I • I I • t I 1 1 PLYWD. DE3L, 2x 5TUD5 `J 1.1 I I SHEATHING ICI I % I TPL. 5TUD5 6 HP5A 1, i I 51MPSON HD2A (2) -5i8'o E30LT5 D13L. 2x 5TUD5 C 3 SCAL E: 11011-01 iD numm 2 iD No= 3 D15L. TOP I_. CONTINUOU5 OVER HEADER BEAM I SHEAR WALL PANEL SEE PLANS 4 SCHEDULE FOR INFORMATION 4 :SCALE: i' ■ 1' -0' STEEL ANGLE EA. SIDE (AS SHOWN) L (ox6x'44 x 0'40' W/ (4) -'/2'-P M.S. PER ANGLE (AS SHOWN) 4x4 POST ROOF MEm5ER5 (SEE PLAN) �Iry 0 r-, SIMPSON H6 ANCH. 6 EA. ROOF MEMBER (4- TOTAL) 6 SCALE: I' 1' -0' •r e I -• - - - -- _ - - - - ------_---------:__- r--------- -�1 ��_- -_ 1 i I I I 11 I " CONCRETE SLAB ON GRADE I 8 SLAB ON SLA ON GRADE 8 ,� j i ( R I I W/ S & 12" Off. EACH WAY ( j I W/ 05 tv 12' D.C. EACH WAY I I TOP 4 SOTTOM (TYP.) I I TOP 4 BOTTOM (TYPJ I I I� � I ( 3 a I 3a4 I ( I I Ii I I 11 1 1 4x4 P05T TO ROOF i I I ill W/ 51MP50N 1=844 BASE I 1 i 4 SEE DETAIL FOR I i i i CAP CONN. 5ta j ji 1 i it 5C� I 1 rJ I L -_ --- -- -- -- - - -J I � I 317 I YP.------ - - - --J 1 SD TYR. I Foundation Flan - 1 1/4' =1' -0' INDICATES PLYWD. -SHEAR WALL: USE 1/2' PLYWD. SHEATHING ON ONE SIDE= W/ ad NAILS im O 6' O.C. EDGES 4 12' O.G. FIELD. PROVIDE SIMPSON HD2A HOLDOWN TO DOUBLE STUDS EA. END OF WALL. PROVIDE AN ADDITIONAL 5% '0 A.S. (CENTERED IN WALL LENGTH) ALL OTHER EXTERiOR WALLS TO BE 1/2' PLYWD. SHEATHING ON ONE 51DE W/ 8d NAILS 6' O.G. EDGES 4 12' O.G. FIELD. PROVIDE Om8'o A.S. a 48' O.G. (TYPICAL) e Foundation Plan - 1/4'=1' -0' INDICATES PLYWD. SHEAR WALL: USE ' %' PLYWD. SHEATHING ON ONE SIDE W/ ad NAILS 6 O (o' O.C. EDGES 4 12' O.C. FIELD. PROVIDE 51MP50N HD2A HOLDOWN TO DOUBLE STUDS tv EA. END OF WALL. PROVIL)E AN ADDITIONAL 5 %',P A.B. (CENTERED IN WALL LENGTH) ALL OTHER EXTERIOR WALL5 TO BE 1/2' PLYWD. SHEATHING ON ONE SIDE W/ 8d NAILS 6 K!" O.C. EDGES 4 12' O.C. FIELD. PROVIDE rl/8'o A.5. ,w 48" O.C. (TYPICAL) DESIGN ".ODE: ° ° 0 ° HEADER BEAM ° ° SEE PLAN .0 . .O O O O O b. . . o o , . . . ° . ° ° ° DSL. 2x STUDS -9 ° SIMPSON M$T112 STRAP EA. END OF SHEAR ° (HEADER TO SOLID 3x ° WALL PANEL gI7 BLK'G 5ETW'N STUD& ° O CRIPPLE STUDS ° 517 ° ° DESIGN 1.IVE LOADS: ROOF (SNOW LOAD) 25 PSF (SEAM SUPPORT) ° DBL. 2x STUDS EA. END OF SHEAR ° WALL PANEL SHEAR WALL PANEL SEE PLANS 4 SCHEDULE FOR INFORMATION 4 :SCALE: i' ■ 1' -0' STEEL ANGLE EA. SIDE (AS SHOWN) L (ox6x'44 x 0'40' W/ (4) -'/2'-P M.S. PER ANGLE (AS SHOWN) 4x4 POST ROOF MEm5ER5 (SEE PLAN) �Iry 0 r-, SIMPSON H6 ANCH. 6 EA. ROOF MEMBER (4- TOTAL) 6 SCALE: I' 1' -0' •r e I -• - - - -- _ - - - - ------_---------:__- r--------- -�1 ��_- -_ 1 i I I I 11 I " CONCRETE SLAB ON GRADE I 8 SLAB ON SLA ON GRADE 8 ,� j i ( R I I W/ S & 12" Off. EACH WAY ( j I W/ 05 tv 12' D.C. EACH WAY I I TOP 4 SOTTOM (TYP.) I I TOP 4 BOTTOM (TYPJ I I I� � I ( 3 a I 3a4 I ( I I Ii I I 11 1 1 4x4 P05T TO ROOF i I I ill W/ 51MP50N 1=844 BASE I 1 i 4 SEE DETAIL FOR I i i i CAP CONN. 5ta j ji 1 i it 5C� I 1 rJ I L -_ --- -- -- -- - - -J I � I 317 I YP.------ - - - --J 1 SD TYR. I Foundation Flan - 1 1/4' =1' -0' INDICATES PLYWD. -SHEAR WALL: USE 1/2' PLYWD. SHEATHING ON ONE SIDE= W/ ad NAILS im O 6' O.C. EDGES 4 12' O.G. FIELD. PROVIDE SIMPSON HD2A HOLDOWN TO DOUBLE STUDS EA. END OF WALL. PROVIDE AN ADDITIONAL 5% '0 A.S. (CENTERED IN WALL LENGTH) ALL OTHER EXTERiOR WALLS TO BE 1/2' PLYWD. SHEATHING ON ONE 51DE W/ 8d NAILS 6' O.G. EDGES 4 12' O.G. FIELD. PROVIDE Om8'o A.S. a 48' O.G. (TYPICAL) e Foundation Plan - 1/4'=1' -0' INDICATES PLYWD. SHEAR WALL: USE ' %' PLYWD. SHEATHING ON ONE SIDE W/ ad NAILS 6 O (o' O.C. EDGES 4 12' O.C. FIELD. PROVIDE 51MP50N HD2A HOLDOWN TO DOUBLE STUDS tv EA. END OF WALL. PROVIL)E AN ADDITIONAL 5 %',P A.B. (CENTERED IN WALL LENGTH) ALL OTHER EXTERIOR WALL5 TO BE 1/2' PLYWD. SHEATHING ON ONE SIDE W/ 8d NAILS 6 K!" O.C. EDGES 4 12' O.C. FIELD. PROVIDE rl/8'o A.5. ,w 48" O.C. (TYPICAL) DESIGN ".ODE: UNIFORM BUILDING CODE, 1991 EDITION I -- gI7 I O I 517 DESIGN 1.IVE LOADS: ROOF (SNOW LOAD) 25 PSF V'IND 80 MPH (EXPOSURE B) SEISMIC ZONE 3 I ! Q4 \5 (ox10 FILING BEAM BELOW- - CONCK.: E (CASY iN PLACE): I ` I 1. ALL C'--)NCRETE SHALL BE NORMAL WEIGHT AND SHALL DEVELOP A MINIMUM 28 DAY LABORATORY CURED COMPRESSIVE - CYLINDER STRENGTH OF: 3000 PSI FOR ALL CONCRETE 2. A MINIMUM OF 4 CONCRETE TEST CYLINDERS SHALL BE PROVIDED FOR EACH 100 CU. YARDS OF EACH CONCRETE STRENGTH. CYLINDERS SHALL BE TESTED AS FOLLOWS: 1 AT 7 DAYS, 2 AT 28 DAYS I ( I AND 1 PRIOR TO REMOVAL OF FORMS FOR SLABS AND BEAMS. SLUMP, AIR ENTRAINMENT, X LOCATION IN STRUCTURE, ETC., SHALL BE MEASURED AND RECORDED FOR EACH SET OF CYLINDERS, PER ASTM. 3. CONCRETE CYLINDER AND TESTING SHALL CONFORM WITH ASTM SPECIFICATIONS. -- - - -- -- =- --- - - =� ' -' -- - - -- - - _ - -- 4. CONCRETE, FORMS, MIXING, PLACING AND CURING SHALL CONFORM TO ACI MANUAL OF CONCRETE S17 I FRACTICE, LATEST EDITION, AND SPECIFICATIONS. 5. CONCRETE SHALL HAVE A MAXIMUM SLUMP OF 4 INCHES. 41' 4x10 _.. L. REINF01tCING STEEL: 60 o 1. REINFORCING BARS SHALL BE NEW BILLET STEEL AND SHALL CONFORM TO: 41 ASTM A615 GRADE 60 FOR ALL REINFORCEMENT; 2. ALL VIIELDED REINFORCING STEEL, METAL INSERTS AND CONNECTIONS SHALL CONFORM TO UBC r- STANDARDS. 3. REINFORCEMENT SHALL BE DETAILED FABRICATED AND PLACED IN ACCORDANCE WITH ACI CODE 318 AND ACI MANUAL 315, UNLESS OTHERWISE NOTED. ALL REINFORCEMENT SHALL BE FREE OF Roof Framing'Plan LOOSE MILL AND RUST SCALE, OIL, DIRT AND COATINGS OF ANY MANNER THAT WILL REDUCE I mh Plan -- 1 1/4' =1' -0' E'OND. ALL REINFORCEMENT IS CONTINUOUS WITH ADEQUATE LAPS. Roof 4. REIWORCEMENT SHALL BE SECURED IN FORMS WITH SUITABLE TIES AND ANCHORAGE TO PREVENT DISPLACEMENT. BARS ADJACENT TO EARTH SHALL BE SUPPORTED BY CEMENT MORTAR CUBES. 5. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT: A) CONCRETE CAST AGAINST EARTH 3" _. B) CONCRETE NOT EXPOSED TO EARTH OR WEATHER SLABS 3/4" NAILING AND FASTENERS: Plan Notes ,� 6. PLACE 2' -0" x 2' -0" BARS AT CORNERS AND INTERSECTIONS FOR WALLS AND FOUNDATIONS EQUAL IN 1. NAILING INDICATED ON PLANS AND DETAILS ARE COMMON �� NAILS. MINIMUM FRAMING NAILING SHALL SIZE AND SPACING TO HORIZONTAL REINFORCING. CONFORM TO UBC TABLE 25 -Q. SEE DETAILS FOR ADDITIONAL TYPICAL NAILING REQUIREMENTS. 7. REINFORCEMENT SPLICES, SHALL N 32 DI A. FO MIN. LAPS. SUBSTITUTION OF NAILS OTHER THAN "COMMON" IS NOT PERMITTED WITHOUT PRIOR APPROVAL. I. CORRELATE AND VERIFY ALL DIMEN51ONS WITH ARCHITECTURAL DRAWINGS. ( ) 2. POWER DRIVEN NAILS OTHER THAN "COMMON" NAILS MAY BE USED IF DATA IS SUBMITTED AND SAWN FRAMING LUMBER: APPROVED PRIOR TO USE. 2. SAWN T IB RULES #16 OF 3. PLYWOOD NAILING SHALL BE AS FOLLOWS: SEE STRUCTURAL NU'EE5 FOR TYPICAL WALL SHEATHING, ROOF SHEATHING 1. ALL SAWN LUMBER SHALL BE DOUGLAS FIR, S4S, GRADED IN ACCORDANCE WITH WCL UL • ` V , '` r . AND NAIL 5F'AC,INC�. THE FOLLOWING GRADES: A) ROOF SHEATHING: 8d AT 6 O/C AT ALL PANEL EDGES STUDS, JOISTS, PLATES, HEADERS, BLOCKING PARA. 123, NO. 2 8d AT 12" O/C AT ALL INTERMEDIATE SUPPORTS -' 3 B WALL SHEATHING: BLOCK ALL EDGES WITH 2 x 4 FLATS NAILING INDICATED ON yo :bf�w'� 4x BEAMS & POSTS PARA. 130, NO. 2 ) �s 4. DETAILS ON THESE FLANS ARE INTENDED TO DEPICT THE GENERAL CONSTRUCTION 6x BEAMS &POSTS PARA. 131, NO. 1 DRAWINGS �" Y ��, � STRUCTURE. CONNECTIONS DETAILS AND CONDITIONS NOT 2. ALL 2X LUMBER SHALL BE S -DRY U.N.O. 4. ALL BOLTED CONNECTIONS SHALL BE MADE WITH MACHINE BOLTS (M.B.) CONFORMING TO ASTM A307. �t r-^ METHOD FOR THI5 i ALL BOLTS AND LAGS SHALL BE INSTALLED WITH STANDARD WROUGHT WASHERS, UNLESS - ,, SPECIFICALLY SHOUAq THAT ARE SIMILAR TO THOSE THAT ARE SPECIFIED &HALL OF NOTED. BE ASSUMED ONE A11D THE SAME. IF QUESTIONS REGARDING THE APPLICATION TI OTHER FRAMING ACCESSORIES ARE REFERRED TO ON PLANS BY nL,6 DETAILS ARE ENCOUNTERED, NOTIFY THE ARCHITECT / ENOINEER FOR CLARIFICATION C I OPENING. PLYWOOD SHEATHING: 5. JOIST HANGERS, HOLD DOWNS, AN '� " IN A TIMELY MANN{.F, PRIOR TO E3 D 1. ALL PLYWOOD SHEATHING SHALL BE PLYWOOD, DFPA GRADE- TRADEMARKED C -D WITH EXTERIOR PARTICULAR TYPE AS MANUFACTURED BY SIMPSON COMPANY - SAN LEANDRO, CA. ALL GLUE AND PANEL IDENTIFICATION INDEX. PANEL THICKNESS AND IDENTIFICATION INDEX SHALL HARDWARE IS TO BE FASTENED PER MANUFACTURER'S SPECIFICATIONS, U.N.O. S'JUiJA1.'c =1��~ BE AS FOLLOWS: 6. SILLS AT WALLS SHALL BE BOLTEDT1O CONCRETE WITH 5/8" DIAMETER x 10" LONG ANCHOR BOLTS A) ROOF SHEATHING 1/2" INDEX 32/16 AT 4' -0" O/C MAXIMUM AND WITHIN V -O" OF SILL PLATE ENDS, CORNERS OR SPLICES, UNLESS B) WALLS 112" INDEX 32/16 DETAILED OTHERWISE. _G 2J 1 2+ q7 2. ROC F PLYWOOD SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND END JOINTS SHALL BE STAGGERED. - 3. BLC`�-K ALL WALL SHEATHING WITH 2 x 4 BLOCKING AT ALL EDGES. N N N cD r, ,^ M 0 V J .4-0 0� � O U 00 liJ N � �o otn 0 o00 V) N � N O N d- to CD V) n ) a cn c .6-0- Q Q a Q : (S T} � t.n U N N NOTES ti w DRAWING DATA date revisions: job: drawn: ALJ sheet: S1 of sheets GBR 7/16" 14' (or less) 7' (or less) 14 GPM (10.6 psi) 11 GPM (6.5 psi) Recessed -30 16' 2) AU. V\��E 16 GPIA (13.8 psi) 12 GPM (7.8 psi) Pendent RISC, r 19 GPM (19.5 psi) 16 GPM (13.8 psi) u r t ��r ���+•' �� � <Ll -,/ 1 ��r i•. `FK 1„••.1 � t ��� �,` ! VIV •„�✓ti������ } w � �•../�+'h e r .. !, .. ....... t • j 7 ' � .•.r�•. i.. - 1 + t .. J 7 .'y1f)Jq .... l.. J r.. }.•J.. r # 1 � j { .t'• , J J' f f ? t t .. ' *• . J ' r. .w J• ,,: (� •� � S+ ' • L 1�(y,n Jf^' V� I��... �� �. % 2� �A GBR 7/16" 14' (or less) 7' (or less) 14 GPM (10.6 psi) 11 GPM (6.5 psi) Recessed -30 16' 8' 16 GPIA (13.8 psi) 12 GPM (7.8 psi) Pendent 18' 9' 19 GPM (19.5 psi) 16 GPM (13.8 psi) GHR711G" ResirientinI Recessed Pendent SPRINKLERS UPRIGHT PENDENT �L� iss° v�anE REC., SIDEWALL ..... r.: e.- .- .. ' -. .r,. Y SC. S.Y .,N. . + -tt� .,.5 "M :. r.... "w .�, .h,..:,_,,,. _...�. .....,i .. �,. .aL ..,'#: `... 'kt•- 3 «'. . ".'M ..�s. ,. „�. ,_...,.. •..r. c -.sro �.. a _ '.�* e.S. _ <. k. _..... �.., _92�s _tti�._. �,�.._.. _ .... .. m .. 5- ,s. _. _,_3.._.__ .. .. ...��•_ _.:fe .t..f.: ..._. :!- ._.�.. S.b.4_ _�. .._n'tti.'t� .. �ai.. .__ .. .".�.�- .. fiA 4. ., . ' �a£.:.: Q'...... u"..' t_...:. L= Y" �.. �..... L::': �.. a'+:'._ N�. 5��4..... J ...a_..a_.__.�+u'i�.._..._t.... _....,.._LR..S... X._.__.::. .. _.__.: tJ�..N.._�Y..va,...'n._...r�... _:_.__w"s.... -.+`�, .. _�......._».— �...a. �,��.�w �>.... � .L• .'n"L S_.3i.:_. .... X :t..._S.. s':.�_.,__... -... _.. ....._- f':.i"_�.. ...5}. uti ... ....'s �$. 'J*i.. .A`• ... . ":Y.i_ , nf°�d .�•�I_.. __.,..i .�. _.ski.: .: ,..$'i M"�t °.icy,,gf...3 t :. i I ! t qo - 0,4 r� ! r r, 1' t' 1� ,I r, f '+ �1 �r 1t iLD1NG aers. P.O. BOX 1543 WOODINVILLE, WA 98072 JOB: LH DL CAW VI L-A], Z TDW�JHDMES ESLJI LP (U 2.c' DATE A Q— ...G 0 1 4, 1 t . . . . . . . . . . . .. . . I %A or L5JrL- tA t............ 'Ire IV. fjpA: t.,ff tip, IttIttttItIttI. ........ 151 Lg<r tF .......... rl L Ll -To UPK?- L-9,J15 L ..... ....... ..--i . ...... ............... tI....................... i4 .............. ... .. ..... ...... tI 'A CN C 1 0 prN I Q(_-�pr -re6-T. Qj IV _M_ Culstv5- YA is LAV� .2, rLow < AK>4. lr� ��S e4x�um �Mtovz_� 'Z UWpEim-roukir.) (6,( OTtioz') I 5E: F SPRINKLERS UPAIGHT .PENDENT SIDEWALL A* Aga ik,DVANCED I I FIRE PPOTECT/ON INC. P.O. BOX 1543 WOODINVILLE, WA 98072 J08: LUDLOW VILLAGE -MAA4_Ikk\j[:-�S BY: �Ab I L P LJ 67 7P'=) DATE �I-V-cM SCALE vivilp -2 OF 5- 1 I c� -� 1c) 4 A ........... All, 4 it, .......... . . .... ...... .... ....... z .. . .. . .. . .. . VIP ............ P'4i i % Vi............. ........... lit It 4� .4 z . . . . . .. . .. . . .... .. -7� f. tj J. z l. Z jYj 1. J z z 41. r. z Z St it t. r. ............. . • Z i4 5; P": 14 • 4 A T • -ZC>L ld_�Ce SOT. /1" • ON I iz, i.t z i.j z z 7- ov f. J z 1 ff 14 L --jz" "h fill f. IF A. if 4�l I-- r. -61 It 4L 3 7,4 1 Y J, tj Aw"' J.".' z 41 .......... V ........ • i.ti4 r 744 M• J7I414 t4 404, Ill Ali _r; • V .1 h 4: .................. I. X. z 7- t i �4 Z. 1. T "T" A j. O A - 1A.' z -1 IV • P. ; — . 41i� S�i % yi z AWL J J fr r. .47 it Ali. 7 '.l ff f z r. 7 At .. .. .. .. .. ...... . z ............ ...... ...... Y 1, 11 "Ill! it ... .. ..... 4 4 z it is i: Wi, 1 7,. xfr ......... ........ .. I ... ; • z irk .... .... .. tit I J 7i tt t V E i. p :7 V t-am. f LII _V V SECTIQN - =A_A- I ZZ j / / ell 0 C _C) 1 , �(PICA L C PVC HA\�\ Cl ER Nominal Pipe Size Max. Hanger Spacing 5141 i" t$ 6' 1 V4 6141 k .112 070 210 81 214" 91 3" 101 SPAINKLtAS I UPRIGHT_ V. PENDENT C-F"TVAL 6SIR y-m A, - SIDEWALL In I 00t/1 lri L_ U C> - 2:2-Lil NOTE: The following Procedures have been sUccessfully' used: 1. Attics - put batt of ft s:ulation over the PIOC to form a heated "tuftnel" between the cefling and pipe. Do not put Insulation between the pipe and cc". 2. Outside Wall - pipe should be placed between the dry wall and batt insulation so heat from room can warm the nine I r1--V ,, it I 1 ... .. . it; - .. I ... , , ; . . " • . I . , . .. 1. :. ..........-.... .., - .Y;;i;. � ;..;:�... .- .--.,�-,... . ........ - - i, ;. '-.'--� � . . . . . - - .. ..., - - . ,�J 10A. 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