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Plans Wood structural members that are Tam �i 'exposed to the weather to be ---- -. UrJ• -- "` 4s x ' Pressure Treated or decayresistant 15/221agROP IL q � � per 317,1.3 lArww.RicksFencing.com _Tpizii,_ PR__ e7.41?__ Se /e e: I ° OFFICE COPY , A CITY OF TIGARD z CITY OF TIGARD VALIDITY OF PERMIT Approveil. kry Planning REVIEWED FOR ODE COMPLIANCE Date: O 1,2 Approved: r THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION OTC: [ 3 DOCUMENTS AND OTHER Initials- Nt �/4 DATA SHALL NOT PREVENT Permit#: �riS�2pZZ— �l3 THE CODE OFFICIAL FROM Address: 1 21 \,3 r PA REQUIRING THE CORRECTION Suitt #: OF ERRORS.ORSC 105.4 7 9,.08° By: Date: ti5/((e/2.2,.. 'It �-- 15` ---/ I f . I 1 Thim1 A' M c°v I6` I (ex ist S deck) 20D _____ t t Kislivx iv' LIABILITY A$i fib"" The City of Tigard and its (i\\\ employees shall not be responsible for discrepancies Approved plans which may appear herein. `hall be on job S # . 3 K u gj ' T d 1 k 41 • i I v"k G E at IM. O "t rt. i" 5e v-'t e s 2 ' a b\ cc .. C--..t r-- e In 4- )e ;s t 0 74 .cf1 . ,e ivt-lee., it ,--i n ; +5 P .yY I8 'a I S # CI f L ^ ZO " Q=1 0 N O / Z � 6 N 1 i\ Q ":' - ,b,-.--. ---,-,, HILLSBORO 4543 Sc TV Hwy 503 640-: . lc\r IIL , GRESHAM 20132 SE Stark (503) 669-.019 CUSTOM FENCING 8755 Portland Rd. NE (503) 463-8331 Pho 1i i VANCOUVER 11516 NE 66th Sr. (360) 253-3792 , • 1,VWW.RicksPertemg.com TRI-CITIES 91.20 W. Clearwater Ave. (509) 736-3325 Email._ .. 111 .7-------N-N A7(6) . / ,C, / i,. . 'ill : 1.-1-N \ 'cf'' - . 6 Viriv Ai\t` - 'JO' ' e 1- . / V.\—\ ""` '-'•- 44'. ' , /7 T • 7' A iss. Is " iIN '1%. ''''4 C a''"10 4*.7 i r'''"..-..r.—*.e'lr----A-141/ t , • 1 , . I i , t , I I i I . if g i i 1 ' I I ' ' • 1 - , 1 : 1— --1 t.._ ...) 1- -4 N. F0:11-`' ' /kin-A ir041?7,1-I ...., / 18 _ , !I ii 'd ril •i - ' 4 I , 1 ' i : i , 3/ . ‘ 1 , ... u , , ; li I i i_ __11. 1 i---- , ,....., -4-i,„-_______--- - -- , ..i.L. ....,. -,.. %. :_r,._ i 1 [ i_ .1..,,..-. — , I _11 ( w o ‘ i '!I ' -I-N N -;, Por'6),- ---- ------ :"It...e. If" -- . ''' C.K1 -,I : )t-• i 110 g i -----s -#: No . -... i gi.... x ; ., ,,1 I ik.•'( 4 1 i 1 7-, / ,0 I- , ' ! , , . i ( ,‘ (7/\ \ A- ii, . \ i , i \ ‘4\ , - - .4 ! , 1 I t t --c- 1 , - i c o C O 4 O i (o m ®DECKING (R507.41: $ 2 0 cr size: 02x $flve quarter `” material: ❑preservative-treated Mplastic composite ❑naturally durable (e.g. cedar) ? __ orientation: ❑perpendicular to joists ❑diagonal to joists m i. o 0 JOISTS [R507.51: size: 02x6 N2x8 02x10 ❑2x12 spacing: 012 in. 1 in. 024 in. span,Lj: 8 ft. - Din. cantilever: 0° ft. -W in. (Ls/4 MAX) rim joist: 02x6 02x8 02x10 142x12 ❑not applicable ©BEAMS [R507.61: V plies: El 02 03 Liu size: 02x6 02x8 ❑ x10 02x12 04x6 04x8 4x10 ❑4x12 ❑ x_ cr cr Cl span, La: 8 ft - it in. 2 W U cantilever: Oft. - in. (Lc/4 MAX) > pD POSTS [R507.81: a size: 04x4 014x6 06x6 ❑ x_ , ii. N height: + ft.- in. Co 0 ['FOOTINGS [R507.8.11: o W size: Jig, in. square Oround I thickness: 18 in. t3. ®LEDGER [R507.21: size: 02x8 1132x10 ❑2x12 fastener: 01/2"through-bolt i1/2"lag screw ❑code-compliant alternate (attach report) fastener spacing: a3 in. on-center ©LATERAL LOAD CONNECTION [R507.2.4j: MARCH,20C18 (4)750 pound hold-down tension devices (detail 1/SO4) REVISIONS s ,xy_, rl(7t 1 cna nnitnri hnkR i-rinwn tension devices(detail 2/S06) xKK Yv, ❑code-compliant alternate (attach report) []H GUARDRAIL POST ATTACHMENT[R301.51: ❑details 1-3/S05& 1/S06 Ecode-compliant alternate (attach detail). Project Specific NOTE:THE PERMIT APPLICANT SHALL PROVIDE THE PROJECT SPECIFIC DESIGN BY CHECKING THE APPLICABLE Information BOXES AND ENTERING THE APPROPRIATE INFORMATION ABOVE PRIOR TO PERMIT APPLICATION. Project Specific Information0 NTS S12 MST-2022-c O2C,3 American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 1 of 30 RECEIVEDvIay 2020 American Structures &Design Inc AUG 1 Q 2022 218th Stewart Rd SE Pacific, WA 98047 CITY OF TIGARD BUILDING DIVISION SUBJ: AMERICAN STRUCTURES &DESIGN PRE 3 GUARD SYSTEM ALUMINUM RAILING PICKET INFILL The PRE 3 aluminum guard rail system utilizes aluminum extrusions with picket infill to construct building guards and rails for decks, balconies, stairs, fences and similar locations. The system is intended for interior and exterior weather exposed applications and is suitable for use in most natural environments. The PRE 3 system may be used for residential,commercial and industrial applications. The PRE 3 is an engineered system designed for the following criteria: The design loading conditions are: On Top Rail: Concentrated load =200 lbs any direction, any location Uniform load=50 plf,any perpendicular to rail For installations compliant with the IRC only the 200#top rail load is applicable. On In-fill Panels: Concentrated load =50#on one sf. Distributed load=25 psf on area of in-fill, including spaces Wind load= 28.5 psf typical installation (higher wind loads may be allowed based on post spacing and anchorage method) Refer to IBC Section 1607.8.1 for loading. The PRE system will meet all applicable requirements of the 2006,2009,2012,2015,and 2018 International Building Codes and International Residential Codes,and state building codes based on these versions of the IBC, and 2005 and 2010 Aluminum Design Manuals. Wood components and anchorage to wood are designed in accordance with the 2012 National Design Specification for Wood Construction. Edward Robison,P.E. EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com t 9 American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 2 of 30 Typical Installations: Surface mounted with base plates: Residential Applications: Rail Height 36" or 42" above finish floor. Standard Post spacing 6'on center maximum. All top rails except Series 400 which is limited to 4'-2 3/4". Bottom rail intermediate post required over 5'. Commercial and Industrial Applications: Rail Height 42" above finish floor. Standard Post spacing 4'-6" on center maximum all mounting methods except as noted below. All top rails except Series 400 which is limited to 4'-2 3/4". Core pocket/embedded posts: Residential Applications: Rail Height 36"or 42"above finish floor. Standard Post spacing 6'on center maximum. All top rails except Series 400 which is limited to 4'-2 3/4". Bottom rail intermediate post required over 5'. Commercial and Industrial Applications: Rail Height 42" above finish floor. Standard Post spacing 6'on center maximum. All top rails except Series 400 which is limited to 4'-2 3/4". Bottom rail intermediate post required over 5'. Contents: Page: Signature/Stamp Page 3 Load Cases 4 Picket Infills 5 Posts and mountings 6 - 17 Top Rails 18- 24 Bottom Rails 25 - 25 Rail Connection Block 27 Wood Fastener Tables 28 -30 Guard Details -Attached 11 sheets EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com . KST202z-002/0.3 American Structures and Design PRE 3 Railing System - Cable 04/29/2020 ' • of 37 FpFESS/0/V ,•'''Pooaii�''• p,RO C. R® �-1 c r . @4O�® C. �®ee ;•von`a. •C•• F'L��_ ®� E ®®o •,�� 4..•,try_ .0- ��� l•-' �; `, 42123 ti ��,�p- 'oc = .k. >��s� r� �� .i' EDWARD C. (w W . C ill 65883 m $� 54027 2� ' ' 0i , _,, aid, .. f , 1 _..of if ./cc, - . •� c,• ,, O F `V •Ce, 1'— 4 _ : Q. 10 1 ,.........ss."` �ORIDP ; `—S• \ � o�Q '� „�,,° ,,•:.�,•�‘'` SS/OVAL E��'�, it __ A. EXP 03/31/2023 '` OF CA- /" EXP 0 /2023 otifilio PAD C OB \\'o O t Meet $",i, CJ G�BTE � � LICENSED 2 ,(�UCTiJi �....� P * 2 !4• RF PROFESSIONAL •• �� �•Q ?' ��p , ,Q' * ENGINEER * ��•' •• Z ROBISONZ - fLZ ; F C' THIS WORK WAS PREPARED BY M�OR UNDER MY SUPERVISION• s, •.•• - ���IPSSIONA��rNC'10A 2 docum nts C e prepaied I hereby certify that these �30/G 02 documents were prepared or approved by me,end EXP 1 1/30/2022 that I am a duly licensed professional engineer under Signature Expiration Date of the License the laws af the State of Maryland, License No.52300,Expiration Date 0 410 912 0 2 2 j EDWARD C. `'•Q IC?*.•0 • �• = -- NEE,g�`,,il ' STRUCTURAL, ROBISON �,a.'2`° ��ps0 ,' � EDWARD C:;9I IIi , Edwar•C. Robl. No.49757 W.� ENGINEER = ® ROBISON 0 ��' ���, J +, crib>' • �/ ExA 12/31/2021 + $; „ \c• �1F/ • Q� yl Z 1, 5 a rl ; Alifr` _. '1AF ®�0*q ft 2/3 :.� : "ss 088030 G-'' XP 06/ 0/2022 A/ STATE OF MINNESOTA \\,:..-- - EXP 03/31/2024 I hereby certify that this plan,specification.or report was prepared by ,r/'"�� -`� ,s��N.N.�®� me or under my direct supervision and that I am a duly Licensed Professional /I• ®s ve BA 4 7' ZE OF TF 0 �P... ..:r.� t Engineer under s f to of Minnesota. 1' • y L i 5,••'' ••,4' 1 Signatur . t gT ed or printed name:Edward C.Robison it ' \' Date c.No. 58604 1i®f \d ;* %�- �� OtrESSIoNP'•, EDWARD C.ROBISON Z n e. 4! r .. -6 ,; o `� 1N1�5PE , \\ \L' ����, ��11111II111,f I�f Oy'. 100688 Vie® 4i 2, /9.0) B \ a'/r� \\�� ///// Ito,;. (/ p c',� E. C. Z >/ -- '` , ���.\ �O.C:.Ro /i,�i/1`SS DENS NALENG\a® u, ROBISON 'r '/ ,. _ _ P aEo f 9 '�\ „.. c� m ' ,,,...,r/` $�•��S�E NCi4%• FIRM#F-12044 j 31646 t OREG®N.. EXP 09/30/2021 - �. jitihe e^:0 : EXP 12/31/2021 \� ►�,.,/�. .r IL,9RD C RO0��/ • It t A H OMp EXP 12/31/2022 s :w ................. ' �OJ•••!�'o.f246.1.. c,��.• 1'•I•oyoaUCTURq�cc �41,* Op G�, //"Ii, TE\AN\\\ �I 44,•. .4, - 4 _4316 • C• Ssional F� co • O O �-,,� / "� *o. ode gin 2; Z ar �. p4 WASfti <p QA 0td C'Rob ��0' LL• No.10738527-2203 m Z. H , w G 15531 • J:EDWARD C.ROBISON• % UEDWARD C.ROBISON> . -sr 4 0'0 t , ��1 ,,./J ; Lie No.059203 ���r • 9129 cs#O Date sTq•• .... ••'P.r ��� Vt t to r.; `N ',�`,� ,t q . v, ••• , C.ROB , V ti�rE OF.. /' ' Creviston D ', •' AL W OMINC' Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 4 of 30 VERTICAL PICKET INSTALLATIONS LOAD CASES: Picket rail Dead load =5 plf for 42" rail height or less. if 50 or 200# Loading: � ,J'� p Horizontal load to top rail from in-fill: SF 25 25 psf*H/2 Post moments C# M;=25 psf*H/2*S*H= =(25/2)*S*H2 For top rail loads: _ Mc=200#*H WIND LOAD psf Mu=50p1f*S*H on face area LL=25 PSF entire area For wind load surface area: including spaces Pickets 5/8" wide by 4"on center Top rail =3"maximum H Post=2.375" Area for typical 5' section by 42"high: �. 42"*2.375"+3"*60"+1.7"*57.625" +0.625*36*18=782.7 in2 N I %surface/area=782.7/(60"*42") = 14 31% Wind load for 25 psf equivalent load= 25/0.31 =80.5 psf NOTE: Wind load will not control design unless it exceeds 80.5 psf and may be ignored for installations wit basic wind speed under 150 mph (ultimate),Exp B and Kzt= 1.0 EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 5 of 30 Picket R:fling / / Top rail loading 50 plf or 200 lb conc. 4 „ Infill: 25 psf Bottom rail loading 50 lb conc. Picket infill panel is Loading +25 psf+4 1/2" O.0 6' o.c. max + 25psf'.375=9.4 plf X M=9.4/12(42"-6")2 = 127 lb-in 8 For 5/8" Square pickets t=0.062" + S=0.6253/6-O.53/6 =0.020 in3 fb= 127 lb-in =6,350 psi 0.02in3 5/8" For 50 lb conc load -i' 1 SF - min 2 pickets 00 M=50/2.36"= 225 lb-in 4 fb=225 lb-in= 11,250 psi 1/16" 0.02 in3 6063-T6 Fb= 15 ksi—compression ADM Table 2-24 line 14 15 ksi—tension ADM Table 2-24 line 2 Maximum allowable moment on picket= 15 ksi *0.02 in3 =300 in-lb Maximum span=300 in-lb*4/25 lb=48"—concentrated load or 1,063--- (300in-lb*8/0.783 lb/in)112=55.4 in F x 210 ,963 • SLi Connections Pickets to top and bottom rails direct bearing—ok Lap into top and bottom rail— 1"into bottom rail and 5/8"into - - `C top rail. 1 \ ; Allowable bearing pressure= 21 ksi (ADM Table 2-24 line 6) Picket filler snaps between pickets to pressure lock pickets in .ese place. Bearing surface= 1.375"*.062"=0.085 in2 Allowable bearing=0.085 in2*21 ksi = 1,785# Withdrawal prevented by depth into rails. EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobisonevnarrows.com ASTz02Z-oc�z43 American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 6 of 30 2-3/899 Square Post 6063-T6 Aluminum 2.376 Post -Area 0.995" IXX=0.99844 in4 S =0.84043 in3 r=0.92566in 100 Iyy=0.96948 in4 .37 1 .855 S .0.81606 in3 r=0.92566 in k s 1 for all applications Allowable bending stress 2010 ADM Table 2-21 POST EXTRUSION 2-3/s" square Allowable Compression Bending Stress S =b/t=(2.376-2*0.1)/0.1 = 21.76 F/S2 =15.2 S<S1= 15.2ksi Allowable strong axis post moment: o=Mc/I M=oI/c=15.2ksi*0.99844in4/(2.376in/2) =12,774.65"# Check for shear failure: Allowable Shear Stress=9.1ksi Approximate allowable post load: 9.lksi*0.995in2=9,055# Shear will not control design. Mau= 12,775"# EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com American Structures and Design PRE 3 Railing System- Picket 05/04/2020 Page 7 of 30 2-3/8"Reinforced Square Post L ;a oo, 6063-T6 Aluminum c, trV4 ; ,yr WrY PM?. Allowable bending stress 2010 ADM Table 2-21 - POST EXTRUSION 2-3/a" square ° I 3 Find load share between post and bars: I Ibars=2*(1/12)bh3 =2*(1/12)*0.125*2.143=0.2042in4a 4 � ' 8=pL3/3EI Ppost*L3/(3*10.1 ksi*0.99844in4) =Paars*L3/(3*10.1 ksi*0.2042in4) Ppost/Pbrrs=4.8895 PTotal=Ppost+Pbars Ppost=0.83PTota1 Pbars=0.17Protai Allowable Stress of Bars = 17.7ksi for bars Mbars=t3I/c= 17.7ksi*0.2042in4/(2.14in/2) =33,779"# Mtotal=33,779/0.17= 19,890.9"# Allowable Stress of Post Mpost= 12,775"# Mtotal= 12,775"#/0.83 = 15,391"# Post Stress controls EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 8 of 30 Connection to base plate S" Failure modes —• screw tension " 4" " --4 screw shear --->screw withdrawal For screw withdrawal 0 0 See ADM 5.4 to; t6; From testing screw engagement in slot is adequate so that failure r is consistently screw rupture without withdrawal from the slot. to; to; Base plate to post screws are 5/16" FH SMS Hardened 410 S.S. • 0 Cond AF ASTM F879. _ Ru=4,454# ASTM 1-'879 Table3 Cond.AF 16" HOLES Vu=0.6*4,454=2,672# FOR %" ATTACHMENTS For screw into screw slot in posts- 2010 ADM J.5.5.1.2 TYPICAL Into 6063-T6, Ftu=30 ksi Ru=0.29DLeFtu=0.29*0.312"*1.625"*30ksi =4,411# For 2" screws Rn=0.29DLeFtu=0.29*0.312"*2.625"*30ksi =7,125 For 3"screws Allowable screw tension: lesser of: 4,454/2 =2,227#<_4,411/3 = 1,470#for 2" screws L ,[1/) 4,454/2 =2,227#<_7,125/3 =2,375#for 3" screws Allowable Moment on the base plate to post connection: Mallowable=2*1,470#*2.19" =6,440"# For 2" screws Ho H LES Mallowable= 2*2,227#*2.19" =9,754"# For 3" screws pA ENTS Base plate bending stress I Ft=24 ksi —• Sun.=5" • 3/82 =0.117in3 6 #142015 BASE PLATE Baseplate allowable moment SCREWS. 6" x 2^ S. SMS HARDENED 410 S.S. Mall = 18 ksi • 0.117 in3= 2,106"# —Base plate bending stress TB = C M=0.8125" • TB • 2 Tall= 2,106 = 1,296# 2 • 0.812 Maximum post moment for base plate strength Mall=2 • 1,296 • 4.36"= 11,308#" EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 9 of 30 BASE PLATE ANCHORAGE TDes= 6,440 =739# For 2" base plate screws 2 • 4.36" TDes= 9.754 = 1,119# For 3" base plate screws 2 . 4.36" Adjustment for concrete bearing pressure: a=2*1,119/(2*3000psi*4.75") =0.079" T'Des= 9,754 = 1,129# 2 • (4.36"-0.079/2) For 200#top load and 42" post ht T2oo= 8.400 = 963# to steel 2*4.36" T200= 8.400 = 972# to concrete 2*4.32" For 42" post height the maximum live load at the top of the post is: PmaX =6,440"#/42" = 153# For 2" screws PR X =9,754"#/42" =232# For 3" screws For 50 plf live load maximum post spacing is: S,,,aX = 153#/50 plf=3.06'=3' 3/4"For 2"screws SmaX =232#/50 plf=4.64'=4'7 5/8"For 3" screws Select appropriate anchor for the required tension strength. EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com R51 2O22.-002/03 American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 10 of 30 BASEPLATE MOUNTED TO WOOD —SINGLE FAMILY RESIDENCE For 200#top load and 36"post height: M=200#*36"=7,200"# T200= 7.200 = 826# 2X FASCIA WARD 2*4.36" FINISHED FLOOR Assume Hem-fir, G=0.43 jRIM M. Adjustment for wood bearing: Bearing Area Factor: ` �y Cb= (5"+0.375)/5" = 1.075 a=2*826/(1.075*625psi*5") =0.492" :. T =7,200/[2*(4.36-0.49/2)] =875# LAG "*$� POST LOCATION. 2) 2 408 Lag screws on compression side will provide shear resistance so that lags loaded in tension may be designed for withdrawal only. Required embed depth: Based on NDS Table 11.2A for 3/8"lag screws into Hem-fir, G=0.43 W=253 W'=WCDCm= 243*1.6*1.0=389 pli for dry conditions W'=WCDCm= 243*1.6*0.7= 272 pli for wet conditions For protected installations the minimum embedment is: le=875#/389#/in=2.25" : +7/32"for tip=2.47" For weather exposed installations the minimum embedment is: le=875#/272#/in=3.22" : +7/32"for tip=3.44" FOR WEATHER EXPOSED INSTALLATIONS USE 5"LAG SCREWS AND INCREASE BLOCKING TO 4.5" MINIMUM THICKNESS. For 42" guard height :nd 200#load increase lag screw embedment by: e=42/36*2.25"+7/32 =2.85" for dry conditions e= 2.85/0.7=4.06"for wet conditions Lag screw length shall be as needed to achieve the required embedment into solid wood. Alternative anchorage may be designed for the specific project conditions to include post loading, lumber species and exposure conditions. For guards subject to the requirements of the International Residential code post spacing may be up to 6'on center. EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com ---,--*..---1 ,gii:Tkt OtoititiN;; XillIP*44,1;:t.'.: WWW.RicksFeilcing.ecini e ---- 1-1, ... ,,, a .4 5. er - es--- '-z_ f..--f- v-.‘ , 1 — C,,--k' ,r e• el," 4- )ec.„ -- , s , tit 1 To ,,A) ts„) HO t ...,_,_ _ . .... V 760, / / wigb Abte,d rievic, f I CO , N ! 11 3 , ..„- At",.;,..,Clan..... P; ?..=kf k : w ..• c /8 ' gal . . ZOO c-) r.,.. Z 0 IX (d 71(7.t., N. , - t...-P HILLSBORO 4543 SF TV Hwy GRESHAM 201.32 SE Stark (503) 640-5434 (503) 669-0795 Niamc Toorn es5 SALEM 8755 Portland Rd. NE (503)46:3-8331. Phone No., t. f -4., ,..,i-...„,',,-i .,,,,,--,t ,„. -- --- -•',14 = `,' ''' '' '' '''"-'-'4.' VANCOUVER 11516 NE 661-11 St, (360) 253-3792 WI/VIC RicksFencing.com TRI-CITIES 9120 W. Clearwater Ave. (509) 736-3325 Email _ i' _ . / / ,„t• ,, , 1 / / : ,C(...ts / i / ... \ti Hf‘ f‘ Is ef, R... 4k------4-w-----Th--- 41/4 Ali—/ /5 ! ' f t ' <---' 4..... /71 / I : 1 i f ? . i I/ -4 ( , , ..s-- / , , — L., ..-1 ell / — 18, - 1,1 1 . / . . . 1 1 : 1".. ,t , f ( ill TT P:,ke,-i- r i Fl (i 1 I 1 . 0 ; i t 1 : i i 1 i , 1,, 1 'i 1 1 f, ; ) , I 1 ' 1 ii• 1. -----...t_ 0104 14"Jilpay t I ti .• •1 , • ii 1 I I t. 1 I LI i I,.. ..... 1 'i i I-"N., „ , i , `,..... -- ---- --- . _ i V,,i 'I i _ ' I . , „.1 "t: I., _7 r----t f - \ 1 ,.\. \ - I r[ 1, Lkko ) .1,-: ----,, 1.-},.. ' to$- i ,, i __ 1 i ikij "..' e ..„, ,,,0 .:,.: /, ...,..„--- ...... 1 .jal k-K •,-..../ c.1., k- ttir \(t) 1 ! i ! i 1 11 : ‘P\--; __ _ . _______. _______c..„..I. . _ ___ , 1 , 1 t i I __) ,.. _ ...._.„...-1 . l I o a •Et El DECKING [R507.41: ° size: 02x five-quarter " material: ❑preservative-treated Ilsplastic composite ❑naturally durable (e.g. cedar) _ I A s orientation: ❑perpendicular to joists 0diagonal to joists m_ 0 s 4 ©JOISTS[R507.51: size: 02x6 M2x8 02x10 02x12 spacing: 012 in. M1 in. 024 in. span,L,j: 8 ft.- Din. cantilever: 0' ft.- !i in. (L4/4 MAX) rim joist: 02x6 02x8 02x10 M2x12 Onot applicable Q BEAMS [R507.61: C plies: ®1 02 03 a W size: 02x6 02x8 0 10 02x12 04x6 04x8 M4x10 ❑4x12 0_x_'__ d span, Ls: 8 in. a w U cantilever: ft. - in.(LB/4 MAX) i' 0 POSTS [R507.81: Q EL O size: 04x4 M4x6 6x6 0_x_ _ `�- o height: 8 ft.- in. 0 ]E FOOTINGS [R507.8.11: < W size: /8 in. ®square ❑roundct thickness: 18 in. a. ['LEDGER IR507.21: size: 02x8 M2x10 02x12 fastener: 01/2"through-bolt M1/2"lag screw Ocode-compliant alternate (attach report) fastener spacing: A3 in.on-center ©LATERAL LOAD CONNECTION[R507.2.41: EFFECTIVE MARCH,2018 8(4)750 pound hold-down tension devices (detail 1/SO4) r-._ �..,km.v- .mr4(2) 9.5Qnro knci�hdc e 0Wrt#ensian.rieviCAB(,detail 2/$06) xi,,. _- _. _ .•.., REVISIONS T._ _ Diode-compliant alternate(attach report) �.. ._ 1 H GUARDRAIL POST ATTACHMENT[R301.5 ❑ 1: ❑details 1-3/605& 1/S06 ®code-compliant alternate(attach detail). Project Specific NOTE:THE PERMIT APPLICANT SHALL PROVIDE THE PROJECT SPECIFIC DESIGN BY CHECKING THE APPLICABLE Information BOXES AND ENTERING THE APPROPRIATE INFORMATION ABOVE PRIOR TO PERMIT APPLICATION. Project Specific Information NTS S�+12 r� 4w Ins 00Z .3 American Structures and Design PRE 3 Railing System- Picket 05/04/2020 Page 1 of 30 04 May 2020 American Structures &Design Inc 218th Stewart Rd SE I ` Pacific, WA 98047 SUBJ: AMERICAN STRUCTURES &DESIGN PRE 3 GIIFY► EM ALUMINUM RAILING t',ILDING Div'`* PICKET INFILL The PRE 3 aluminum guard rail system utilizes aluminum extrusions with picket infill to construct building guards and rails for decks, balconies, stairs, fences and similar locations. The system is intended for interior and exterior weather exposed applications and is suitable for use in most natural environments. The PRE 3 system may be used for residential,commercial and industrial applications. The PRE 3 is an engineered system designed for the following criteria: The design loading conditions are: On Top Rail: Concentrated load =200 lbs any direction,any location Uniform load=50 plf,any perpendicular to rail For installations compliant with the IRC only the 200#top rail load is applicable. On In-fill Panels: Concentrated load =50#on one sf. Distributed load= 25 psf on area of in-fill,including spaces Wind load= 28.5 psf typical installation(higher wind loads may be allowed based on post spacing and anchorage method) Refer to IBC Section 1607.8.1 for loading. The PRE system will meet all applicable requirements of the 2006, 2009, 2012, 2015,and 2018 International Building Codes and International Residential Codes, and state building codes based on these versions of the IBC, and 2005 and 2010 Aluminum Design Manuals. Wood components and anchorage to wood are designed in accordance with the 2012 National Design Specification.for Wood Construction. Edward Robison, P.E. EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com aN American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 2 of 30 Typical Installations: Surface mounted with base plates: Residential Applications: Rail Height 36" or 42"above finish floor. Standard Post spacing 6'on center maximum. All top rails except Series 400 which is limited to 4'-2 3/4". Bottom rail intermediate post required over 5'. Commercial and Industrial Applications: Rail Height 42"above finish floor. Standard Post spacing 4'-6" on center maximum all mounting methods except as noted below. All top rails except Series 400 which is limited to 4'-2 3/4". Core pocket/embedded posts: Residential Applications: Rail Height 36" or 42" above finish floor. Standard Post spacing 6'on center maximum. All top rails except Series 400 which is limited to 4'-2 3/4". Bottom rail intermediate post required over 5'. Commercial and Industrial Applications: Rail Height 42" above finish floor. Standard Post spacing 6'on center maximum. All top rails except Series 400 which is limited to 4'-2 3/4". Bottom rail intermediate post required over 5'. Contents: Page: Signature/Stamp Page 3 Load Cases 4 Picket Infills 5 Posts and mountings 6 - 17 Top Rails 18 - 24 Bottom Rails 25 - 25 Rail Connection Block 27 Wood Fastener Tables 28 -30 Guard Details -Attached 11 sheets EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com a American Structures and Design PRE 3 Railing System - Cable 04/29/2020 of 37 pFESSJp ,,•`•"Dooit PRE C. R0 n, . �OQ® C. '�O4e `••.•••ov- ,,,, Ck• O� �CEN /`r0Q' �� i, :ov:•0a Pro• k, V SF 21w�,� c ;o %�Q �' o: �,• 63.8/a op 2 _ cn: .-.� (� L".i No.C 65883 �,�s 54027 . N.. ......47., 0 A' 11.. 44/ `>q C I V 1�O��P �`�•,,,,,,,•,t''-,,•` `SS/ONAL �� EXP 03/31/2023 OF CALF 0 - EXP 02 28/2023 tlllllll, O r.0C. 1'0 of MqR'''t kcp C9 G\ST�,Q '9 RG ICENSED2 S4.01CTURA : P P� ,ej o�7' F FESSIONAL .• •. �. Q = �, �No.�46121 O * ENGINEER * y�4o••• •••le _ .` ; No. 11 576-S Z •ED��ARD C.•G,! - 'At, . -Z. - ' ��.- y 'v • ROBISON ;m = •;�- i• �/ CA THIS WORK WAS PREPARED BYMF.ORUNDERMYSUPERVISION •..•' 4y ';,S/oNAL/IiiiitEN\\\ OF 11.;O Professional Certification.I hereby certify that these /30/7.02 2 documents were prepared or approved by me,and EXP 11/30/2022 that I an adoh licensed professional engineer under Signature Expiration Date of the License the laws of the state of Maryland. LicenseNo.52500,Expiration Date,04.'09/2022 (DWARD C. `�A\P��p.YoRO6j/; 4Nr,1NEEgS�IItt OBISON J RUCTURAL 'Q��25 ENGINEER3/4„So= f/+��' •EDWARD c•'9in+ll E��ar.C Robi No.49757 -W:5 •001 �'';• i O ROBISON :O i 0��e' - i 0, a�°� =� /e _ N EXO 12/31/2021 / 1 e?it f XP 06% 0i2022 MIS • *. P t\` io. 754-6 - .�. STATE OF MINNESOTA \\\ c„ + EXP 03;3112024 I hereby certify that this plan,specification.or report was prepared by �y. ���'\\� me or under my direct supervision and that I am a duly Licensed Professional /�, pN_ EA t j=_ ..1 �..OF TE \ Engineer under vs f t to of Minnesota. l� y = i cs•... `'g42 i Signatur : T end or printed name:Edward C.Robison 141a' Z i `f +i Date Lic.No. 58604 1 C1// 4C4. a t:' � .40 ><ESSlO P• • EDWARD C.ROBISON !! •�� ,=-, - ., Q.' H,9 NGINEF • , /' �� /t •o, i }`9 F a r ,/�� \1111111111 it% 100688 Lt' y 8195PE ,t `��f/}° �A \�\\t� //0 I of .<i o.•'•�: E.C. G1 ,- ,, _ :/ \�.\\\�0 C:.Rp //Itkci.s 6FNSE,N�`. w ROBISON m - ��,1\\�� Q-. �ato El. /i��\\����E`.• U m OREGON .r �•.��5 /y.cS\ FIRM#F-12044 31646 F� AFC 6 1 o.2• EXP 09/30/2021 Ilk:`��,i `�`^� EXP 12/31/2021 lir kt MP RoC• R A H 0 < EXP 12/31/2022 LP•• ,A C if De ' 'V s. ..,.0....... ice/1 4'0.12461..'.`"$' '''/��O��RUCTURq� �4,LTH OF tfr /�//! �+. ,_„,��\\\\ tonal �� °• �'OZ�, O� ✓0 -i'G� '.4• C. �•O•. �o�eSstd C �09i�m �• Y\ .Rob c, • No.10738527-2203 .m : �'•" . �O �Ij,�, • U:EDWARD C.ROBISON:m • 1•I J�, O 16531 t :: •x : °EDWARD C.ROBISONO LP .4 " , o ',, im �` poogir /.'� ; Lic No.059203 ✓� r Tow,Ira �/ 1�'• • •I 7�Cr 9129 -STATE OF VP���'� . FA r4'0 •• C.ROB' '4': '+; E06,4 Date .......•....' �r 1 t Creviston D '`J X. AL 8t wl'OMING Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com S i Za 2 7,— CO26 3 American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 4 of 30 VERTICAL PICKET INSTALLATIONS LOAD CASES: Picket rail Dead load =5 plf for 42" rail height or less. Loading: 200#or 50 plf Horizontal load to top rail from in-fill: �\ 25 psf*H/2 Post moments II •- Mi=25 psf*H/2*S*H= =(25/2)*S*H2 For top rail loads: . Me=200#*H WIND LOAD psf Mn= 50p1f*S*H on face area LL=25 PSF entire area For wind load surface area: including spaces Pickets 5/8" wide by 4"on center Top rail =3" maximum Post=2.375" \' Area for typical 5' section by 42"high: 42"*2.375"+3"*60"+1.7"*57.625" +0.625*36*18=782.7 in2 % surface/area=782.7/(60"*42") = 31% Wind load for 25 psf equivalent load= • 25/0.31 =80.5 psf NOTE: Wind load will not control design unless it exceeds 80.5 psf and may be ignored for installations wit basic wind speed under 150 mph (ultimate), Exp B and Kg= 1.0 EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com ' Y 4 American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 5 of 30 Picket Railing Top rail loading 50 plf or 2001b conc. Infill: 25 psf ±1_ i Loading 425 psf♦4 1/2" O.0 _111 6" o.c.nip ♦ 25psf'.375=9.4 plf x X M=9.4/12(42"-6")2 = 127 lb-in 8 For 5/8" Square pickets t=0.062" 4 S=0.6253/6—0.53/6 =0.020 in3 f,= 127 lb-in = 6,350 psi 0.02in3 5/8" For 50 lb conc load 4 1 SF - min 2 pickets 00 M=50/236"= 225 lb-in 4 fb=225 lb-in= 11,250 psi 1/16" 0.02 in3 6063-T6 Fb= 15 ksi—compression ADM Table 2-24 line 14 15 ksi—tension ADM Table 2-24 line 2 Maximum allowable moment on picket= 15 ksi *0.02 in3=300 in-lb Maximum span =300 in-lb*4/25lb=48"—concentrated load or H 1,O G 3 — (300in-lb*8/0.783 lb/in)112 =55.4 in Y 2]0 ,963- -11 Ski Connections ;1 Pickets to top and bottom rails direct bearing—ok 1 j Lap into top and bottom rail— 1 into bottom rail and 5/8" into top rail. ,r Allowable bearing pressure= 21 ksi (ADM Table 2-24 line 6) ' i' N Picket filler snaps betweenpickets topressure lockpickets in , c.. p 894_. place. Bearing surface= 1.375"*.062"=0.085 in2 Allowable bearing=0.085 in2*21 ksi = 1,785# Withdrawal prevented by depth into rails. EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com American Structures and Design PRE 3 Railing System- Picket 05/04/2020 Page 6 of 30 2-3/8" Square Post 6063-T6 Aluminum .376 Post -Area 0.995" IXx=0.99844 in4 `'', S =0.84043 in3 r=0.92566 in Iyy=0.96948 in4 2 376 1 00 ! 1 85 S =0.81606 in3 r=0.92566 in � E k s 1 for all applications Allowable bending stress 2010 ADM Table 2-21 POST EXTRUSION 2-3/8" square Allowable Compression Bending Stress S =b/t=(2.376-2*0.1)/0.1 = 21.76 F/52 =15.2 S<Si= 15.2ksi Allowable strong axis post moment: o=Mc/I M=6I/c=15.2ksi*0.99844in4/(2.376in/2) =12,774.65"# Check for shear failure: Allowable Shear Stress=9.lksi Approximate allowable post load: 9.lksi*0.995in2=9,055# Shear will not control design. Man= 12,775"# EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com 144,STZOZZ —06Z63 American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 7 of 30 2-3/8"Reinforced Square Post !N RA p Jtv 6063-T6 Aluminum Elf/At. , e4 1A4i PCS ris RE Qu.I'vr,, " w Allowable bending stress 2010 ADM Table 2-21 POST EXTRUSION 2-3/8" square I Find load share between post and bars: Ibars=2*(1/12)bh3 a =2* 1/12 *0.125*2.143=0.2042in4 ' 8=pL3/3EI Ppost*L3/(3*10.1ksi*0.99844in4) =Pbars*L3/(3*10.1ksi*0.2042in4) Ppost/Pbars=4.8895 PTotal=Ppost+Pbars Ppost=0.83PTota1 Pbars=0.l7PTota1 Allowable Stress of Bars a= 17.7ksi for bars Mbars= aI/c= 17.7ksi*0.2042in4/(2.14in/2) =33,779"# =33 779/0.17= Mtotal 19,890.9"# Allowable Stress of Post Mpost= 12,775"# Mtotal= 12,775"#/0.83 = 15,391"# Post Stress controls EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 8 of 30 Connection to base plate s" Failure modes -> screw tension y " 4" %" screw shear -� screw withdrawal For screw withdrawal 0 0 See ADM 5.4 ) tb) From testing screw engagement in slot is adequate so that failure , is consistently screw rupture without withdrawal from the slot. ;o; o; Base plate to post screws are 5/16" FH SMS Hardened 410 S.S. 0 Cond AF ASTM F879. e Ru=4,45'1tt ASTM F879 Table3 Cond.AF Vie" HOLES 13 Vu=0.6*4,454=2,672# FOR iT MENTS For screw into screw slot in posts- 2010 ADM J.5.5.1.2 TYPICAL Into 6063-T6, Ft„=30 ksi Rn= 0.29DLeFtu=0.29*0.312"*1.625"*30ksi =4,411# For 2" screws Rn=0.29DLeFtu=0.29*0.312"*2.625"*30ksi =7,125 For 3"screws Allowable screw tension: lesser of: 4,454/2 =2,227#<_4,411/3 = 1,470#for 2" screws t�11/' 4,454/2 =2,227#<_7,125/3 =2,375#for 3" screws a Allowable Moment on the base plate to post connection: Mallowable =2*1,470#*2.19" =6,440"# For 2" screws �.;.� aR -`Es Mallowable =2*2,227#*2.19" =9,754"# For 3" screws lY A EIS Base plate bending stress I I Ft=24 ksi -> Stunt=5" • 3/82 =0.117 in3 6 (142015 BASE PLATE SCREWS. (6" x 2" FH Base plate allowable moment SMS HARDENED 410 S.S. Mall = 18 ksi • 0.117 in3= 2,106"# -* Base plate bending stress TB= C M=0.8125" • TB • 2 Tall= 2,106 = 1,296# 2 • 0.812 Maximum post moment for base plate strength Mall= 2 • 1,296 . 4.36"= 11,308#" EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 9 of 30 BASE PLATE ANCHORAGE TDes= 6,440 =739# For 2" base plate screws 2 • 4.36" TDes= 9.754 = 1,119# For 3"base plate screws 2 • 4.36" Adjustment for concrete bearing pressure: a=2*1,119/(2*3000psi*4.75") =0.079" T'Des= 9,754 = 1,129# 2 • (4.36"-0.079/2) For 200#top load and 42" post ht T200= 8.400 = 963# to steel 2*4.36" T200= 8,400 = 972# to concrete 2*4.32" For 42" post height the maximum live load at the top of the post is: PmaX =6,440'#/42" = 153# For 2" screws Pm,,; =9,754"1/42" =232# For 3" screws For 50 plf live load maximum post spacing is: S,T,ax = 153#/50 plf=3.06'=3' 3/4" For 2" screws S. =2324/50 plf=4.64'=4'7 5/8"For 3" screws Select appropriate anchor for the required tension strength. EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com /74s.T202,2,-0063 American Structures and Design PRE 3 Railing System - Picket 05/04/2020 Page 10 of 30 BASEPLATE MOUNTED TO WOOD —SINGLE FAMILY RESIDENCE For 200#top load and 36"post height: M=200#*36"=7,200"# T200= 7.200 = 826# FASCIA 6BOOARDD FINISHED FLOOR Assume Hem-fir, G=0.43 -ice Adjustment for wood bearing: Bearing Area Factor: Cb= (5"+0.375)/5" = 1.075 a= 2*826/(1.075*625psi*5") = 0.492" T =7,200/[2*(4.36-0.49/2)] =875# IAO SOREN 4• EACH POST LOCATION. 2) 2 X BLOWING Lag screws on compression side will provide shear resistance so that lags loaded in tension may be designed for withdrawal only. Required embed depth: Based on NDS Table 11.2A for 3/8"lag screws into Hem-fir, G= 0.43 W=253 W'=WCDCm= 243*1.6*1.0=389 pli for dry conditions W'=WCDCm= 243*1.6*0.7= 272 pli for wet conditions For protected installations the minimum embedment is: he=875#/389#/in=2.25" : +7/32"for tip =2.47" For weather exposed installations the minimum embedment is: le =875#/272#/in=3.22" : +7/32"for tip =3.44" FOR WEATHER EXPOSED INSTALLATIONS USE 5"LAG SCREWS AND INCREASE BLOCKING TO 4.5" MINIMUM THICKNESS. For 42" guard height and 200#load increase lag screw embedment by: e=42/36*2.25"+7/32 =2.85" for dry conditions e= 2.85/0.7=4.06"for wet conditions Lag screw length shall be as needed to achieve the required embedment into solid wood. Alternative anchorage may be designed for the specific project conditions to include post loading, lumber species and exposure conditions. For guards subject to the requirements of the International Residential code post spacing may be up to 6'on center. EDWARD C.ROBISON,PE 10012 Creviston Dr NW Gig Harbor,WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com zrzozz--002 ,3 RECEIVED D AUG 10 2022 CleanWater Services 0 DG&RD SENSITIVE AREA PRE—SCREENING 't�l_ 'Ira t1S BS&MENT Clean Water Services File Number 22-002012 1. Jurisdiction: Tigard 2. Property Information(example: 15234AB01400) 3. Owner Information Tax lot ID(s): Name: James Kuri 2s104da07600 Company: Address: 13021 sw raptor pl OR Site Address: 13021 sw raptor pi City,State,Zip: tigard,oregon,97223 City,State,Zip: tigard,oregon,97223 Phone/fax: Nearest cross street: Email: 4. Development Activity(check all that apply) 4. Applicant Information El Addition to single family residence(rooms,deck,garage) Name: Jazzmin Ragland ❑ Lot line adjustment 0 Minor land partition Company: Rick's Custom Fencing&Decking ❑ Residential condominium ❑ Commercial condominium Address: 4543 SE Tv Hwy ❑ Residential subdivision 0 Commercial subdivision City,State,Zip: Hillsboro,Oregon,97123 ❑ Single lot commercial ❑ Multi lot commercial Phone/fax: 503 992 6871 Other Email: jazzmin.ragland@ricksfencing.com 6. Will the project involve any off-site work? ['Yes x❑ No 0 Unknown Location and description of off-site work: 7. Additional comments or information that may be needed to understand your project: replacing existing deck This application does NOT replace Grading and Erosion Control Permits,Connection Permits,Building Permits,Site Development Permits,DEQ 1200-C Permit or other permits as issued by the Department of Environmental Quality, Department of State Lands and/or Department of the Army COE. All required permits and approvals must be obtained and completed under applicable local,state,and federal law. By signing this form, the Owner or Owner's authorized agent or representative, acknowledges and agrees that employees of Clean Water Services have authority to enter the project site at all reasonable times for the purpose of inspecting project site conditions and gathering information related to the project site. I certify that I am familiar with the information contained in this document, and to the best of my knowledge and belief,this information is true,complete,and accurate. Print/type name Jazzmin Ragland Print/type title Administrative Assistant Signature ONLINE SUBMITTAL Date 7/21/2022 FOR DISTRICT USE ONLY ❑ Sensitive areas potentially exist on site or within 200'of the site.THE APPLICANT MUST PERFORM A SITE ASSESSMENT PRIOR TO ISSUANCE OF A SERVICE PROVIDER LETTER. If Sensitive Areas exist on the site or within 200 feet on adjacent properties,a Natural Resources Assessment Report may also be required. ❑ Based on review of the submitted materials and best available information sensitive areas do not appear to exist on site or within 200'of the site.This Sensitive Area Pre-Screening Site Assessment does NOT eliminate the need to evaluate and protect water quality sensitive areas if they are subsequently discovered.This document will serve as your Service Provider Letter as required by Resolution and Order 19-5,Section 3.02.1,as amended by Resolution and Order 19-22.All required permits and approvals must be obtained and completed under applicable local,State and federal law. ❑ Based on review of the submitted materials and best available information the above referenced project will not significantly impact the existing or potentially sensitive area(s)found near the site.This Sensitive Area Pre-Screening Site Assessment does NOT eliminate the need to evaluate and protect additional water quality sensitive areas if they are subsequently discovered.This document will serve as your Service Provider Letter as required by Resolution and Order 19-5,Section 3.02.1,as amended by Resolution and Order 19-22.All required permits and approvals must be obtained and completed under applicable local,state and federal law. ❑ THIS SERVICE PROVIDER LETTER IS NOT VALID UNLESS CWS APPROVED SITE PLAN(S)ARE ATTACHED. M The proposed activity does not meet the definition of development or the lot was platted after 9/9/95 ORS 92.040(2). NO SITE ASSESSMENT OR SERVICE PROVIDER LETTER IS REQUIRED. Reviewed by ft— Date 7/21/22 Once complete,email to:SPLReviewecleanwaterservices.org • Fax: (503)681-4439 OR mail to: SPL Review, Clean Water Services,2550 SW Hillsboro Highway, Hillsboro,Oregon 97123 Reused 2/2020 .. : Main Office • 2550 SW Hillsboro Highway • Hillsboro, Oregon 97126 • p 503 681 3600 f 503.681.3603 • cleanwaterservices.org r • RICK'S Jfl5rt CUSTOM FENCING 8z DECKING /31P.2/.aIRap/r 8 , 1'kkw.Ricks 1'cnciI1ti, 'rtn1 779ard_JOA '97225 ScR/e . - 8.'1: I ' A 7 9. Dg" f ic ., 1t i5 / I TOIA)OhOnie to ft, !e I , ( Ife51st deck) 1 SAX riO1p 44: 2S1PIiAp ocb Or,'vte1/0ayle L -, . ,t- 7 , PO" ' KM1i rbpk e 7imes ik-vri -,,, ,, if,;:‘ -'S A.,_.,.,,, r 't _' 131021 ca r arty- g .' - , DEc lv ', e------I - - --i',"Ap-A®r:G 44404 71,ard PR e: 7.22.5 ww9v.RicksFencingeorn Seigle c. ih( -N0 o _ , el GARD TIplanning ADPatPer:°ved I Initials: _____ C-. , , 71.08" e A A , —70 I 5 / I 1 I I k. N ' in I jr-5'•--- (erist .....--- 0,26,,,,„e. 20° I deck) < Dr,wway t , I To Ma?4t: 2S1-041A01190.93_ tostsif,:;01( W Atit \ et‘t S I -__7ii/YIDS 40. CUSTOM FENCING & DECKING ._13 l gapjkiL www.RicksFencing.com A723 ___ ester or* toamiu Sea k et ig - Approved by Panning Date: 11 ( oIZ2- Initials: NA" 79.P g' f f 15 ThivilhOn% . a E deck) l --- 20 _.._.__. To tiow#: 2SI -ib'c6.4b1;g Ori'vteWay c�s�s� 7 9.Mt no rR tO