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Storm Water 1-5 BLD-2017-0648 3518 W2nd Street (2)
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Applied date: 12/15/2017 4 P.O.Box 547 Issue date: 02/21/2018 ' 'Ise Anacortes, WA 98221-0547 1 Expire date: 08/20/2019 �x; (360) 293-1901 Job Address: 3518 W 2ND ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: P109011 Remarks: Construct new single family residence per approved plans. Owner: PAUL DEMMON Contractor: ANACORTES CONSTRUCTION SERVICES Address: 1004 COMMERCIAL AVE Address: PO BOX 380 PMB#591 ANACORTES WA 98221 ANACORTES WA 98221-0380 Phone: (360) 739-8007 Phone: (360)293-7100 License#: ANACOCS971 DP General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 1,962.55 Basement Square Footage 844 Plan Review Fee 1,075.66 Lot Area 7500 Mechanical Permit Fees 116.85 1st Floor Square Footage 1297 Plumbing Permit Fee 153.00 Garage Square Footage 552 State Building Code Fee 4.50 Deck Square Footage 116 Sewer Inspection Fee 50.00 Porch Square Footage 302 Storm Drain GFC-Residential 1,550.93 Building Valuation 273000 Sewer GFC-Residential 9,206.33 # Forced Air Furnace<=1,000 1 Park Impact Fee 615.00 #of Other Fixtures 1 Traffic Impact Fee 900.00 #of Clothes Dryers 1 Total Calculated: 15,834.82 #of Clothes Washers 1 Deposits/Receipts: 200.00 #of Dishwashers 1 #of Gas Fireplace 1 Total Due: 15,634.82 #of Gas Piping 6 #of Gas Water Heaters 1 c-a --; -ID ID 0, -„ #of Water Piping 2 m_ ,;: : '' ND x '-.; #of Hose Bibbs 3 `... if,~ µ #of Kitchen Sinks 1 '1 — #of Lavatories 4 r=▪' Y z. I 2> #of Range Hoods 1 h_� = 0% T.,. h.) LL #of Showers 2 '-'▪a I:. = CO '_' •='.• `-.4 ., -- i' #of Slop Sinks 1 F.2 �rr, m; n�. #of Ventilation Fans 4 -. "' #of Water Closets 3 "° `-' ' ro r y, = m ,i U , t W .I r 7, X1 I. 0 F+ �, --1 C 4 F-` 71 C' f,J 1 U .,: CD i_ t' -. C. -, r-. �• C') C': 4.. _n t.n :L. rii C • U .T_1 1--- I,. ci. , ,—+ 1 4, U C) h.j 1':i 'i i CO 1l =o- N, t; CO 1T y City of Anacortes Invoice/Permit#: BLD-2017-0648 , 904 6th Street `"■ +' P.O.Box 547 Applied date: 12/15/2017 Issue date: 02/21/2018 Anacortes, WA 98221-0547 Expire date: 08/20/2019 T (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AN EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVE ING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES N PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER ST OR LOCAL LAW REGULATI N UCTION OR THE PERFORMANCE OF CONSTRUCTION. URE OF 0 N OR AUTHORIZED AGENT ISS • HERRICSTAD ENGINIEEMNG PS Civil Engineer 4320 Whistle Lake Road Dale Herrigstad, P.E. Aaade®rte3, WA 98221 (360) 299-8804 3518 W 2t d Street Home Site DRAINAGE ANALYSIS February 20,2018 Job#2018-14 Prepared By: Dale K.Herrigstad P.E. �ERRICS� 1 gQ _F 4ASIIjk t� 4'.(1 11' il • A A� 27801 4"S'S/ONALC5 o - e.,0 16 Owner: Paul Demmon 1004 Commercial Avenue PMB 591 Anacortes, WA 98221 The stormwater plan will be based on the requirements of the 2014 DOE Stormwater Management Manual for Western Washington, as required by the City of Anacortes Drainage Ordinance. 2 TABLE OF CONTENTS Page SECTION TITLE 2 PROJECT DESCRIPTION 2 EXISTING CONDITIONS 3 DOE Stormwater Management Manual Minimum Requirements 3 Minimum Requirement#1: Prepare a Stormwater Site Plan 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWPP) 4 Minimum Requirement#3: Source Control of Pollution 4 Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls 4 Minimum Requirement#5: On-site Stormwater Management ATTACHMENT A Developed Site Conditions ATTACHMENT B Soils report ATTACHMENT C DOE Manual Flow Chart Figure I-2.4.1 ATTACHMENT D Soil amendment requirements ATTACHMENT E Perforated stub-out Connection PROJECT DESCRIPTION This project is to construct a 2,380 square foot home,patios and decks and 528 square foot driveway& sidewalk areas for a total of 2,926 square foot total impervious area on a 7,500 square foot lot at 3518 W 2nd Street. See ATTACHMENT A. EXISTING SITE CONDITIONS The 7,500 square foot or 0.17 acre site is grass with blackberry bushes and no trees on site. The site slopes from the south to the north at 18%to 25%over the entire site. Linda Spicher, Septic System Designer, completed a soils report for the site and is included in ATTACHMENT B. The underlying restrictive soil layer was found on site at 24"to 43"in depth as shown in the report. The water table was found at 24"to 43". 3 DOE Stormwater Management Manual Minimum requirements: According to the 2014 DOE manual figure I-2.4.1 Flow Chart: Does the site have 35%or more of existing impervious coverage—No Does the site add 5000 square feet of new impervious surfaces—No Does the site convert 3A acres or more of native vegetation to lawn—No Does the project have 2,000 square feet of new impervious surfaces—Yes Minimum requirements#1 through#5 apply to this project. (See flow chart in ATTACHMENT C) Minimum Requirement#1: Prepare a Stormwater Site Plan. Volume 1, Chapter 3 steps (page 3-1). Step 1. Collect and Analyze Information on Existing Conditions. The site slopes at 18%to 25%for most all of the existing lot. The site is primarily blackberry bushes with some grass around the perimeter of the site. An adjacent drainage system consisting of a 12"pvc storm pipe runs along the west property line at the curb line. A drainage swale is located along the base of the 40%slope at the back of the site to collect offsite drainage. The site soils as discussed above are found to be shallow with a restrictive layer at 24"to 43"below the surface with a water table at 24"to 43". The soils report is included in ATTACHMENT B. Step 2.Prepare a Preliminary Development Layout. During construction approximately 6,000 square feet will be disturbed. A proposed layout is attached as ATTACHMENT A. Step 3.Perform an offsite analysis: The downstream drainage system is conveyed to a 12"drainage system on the East side of Kansad Avenue on the east side of this site and flows north 130 feet before discharging to an open drainage ditch on the south side of Oakes Avenue. After 612 feet of open ditch the drainage system is a closed system for 1,163 feet to the Guemes Channel. No offsite water enters this site due to the curb and gutter along West 2nd Street. Step 4.Determine and Read Applicable Minimum Requirements. Threshold requirements: See DOE flow chart 2.4.1 in ATTACHMENT C. The total new impervious area is under 5,000 square feet at 2,926 square feet. Minimum requirements 1 through 5 are required. Step 5.Prepare a Permanent Stormwater Control Plan A storm water plan is provided in the developed site plan in Attachment A. LID options will be addressed in Minimum Requirements#5 below. Step 6. Prepare a Construction Stormwater Pollution Prevention Plan. See minimum requirement#2 below for SWPPP. Step 7. Complete a Stormwater Site Plan: The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. Offsite analysis is provided in section step 3 above. Step 8. Check compliance with all applicable minimum requirements: To take place during review and during and after construction. 4 Minimum Requirement#2: Construction Stormwater Pollution Prevention (SWPP) This project must meet the 13 elements of a SWPP because the site exceeds the threshold of 2,000 square feet of new impervious surfacing. See the SWPP plan that was submitted separately. Minimum Requirement#3: Source Control of Pollution During construction the site will be open and subject to erosion. BMP's as described in the erosion control plan must be constructed at the source to limit erosion and sediment laden runoff. The most common erosion source is exposed soils to rain, especially on steep slopes. Covering the slopes as discussed in the SWPPP shall be implemented. Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls This site surface water naturally drains to the north and onto the paved alley. The surface water is collected in a catch basin on the north side of the paved alley and connects to the drainage system in Kansas Avenue that drains to the Oakes Avenue drainage system discharging to Guemes Channel. Minimum Requirement#5: On-site Stormwater Management As indicated above the impervious soil layer was found on site at 24"to 43"in depth as shown in the report. The water table was found at 24"to 43". See ATTACHMENT A. BMP T5.13: Post-Construction Soil Quality and Depth,Lawn and landscaping areas: All disturbed site soil will be amended as required by the post construction soil quality and depth requirements and will be implemented at the building permit stage. The design guidelines for the soil requirements are included in ATTACHMENT D. LIST#1 because the site triggered Minimum requirements#1 through#5 . 1. BMP T5.30: Full Dispersion—Requires native vegetation on site and there is no native vegetation on this site. Full dispersion is not feasible do to no native vegetation on this property. BMP T5.10A: Downspout full infiltration—Minimum setbacks shall be 10 feet from any structure or property line and 3 feet or more of permeable soils to the seasonal high ground water table. Not feasible due to shallow restrictive soil at 24"to 43"below grade a water table of 24"to 43". With 23.5 feet of separation from the structure to the property line there is not enough space for the required length of infiltration trench that would be 179 feet in length and 2 feet wide to be within the separation noted above. 2. BMP T5.14A: Rain Gardens or BMP T7.30: Bioretention Cells, Swales,and Planter Boxes—Rain gardens and well as Bioretention cells, swales and planter boxes share the same infeasibility criteria that requires a minimum vertical separation of 1 foot to the seasonal high water table,bedrock, or other impervious layer below Bioretention or rain gardens. Also rain gardens and Bioretention cells are not recommended on slopes greater than 8%. Not feasible due to shallow restrictive soil at 24"in the northwest corner of the site in addition to the ground slope exceeding 18%north of the house site. 3. BMP T5.10B: Downspout Dispersion Systems—A downspout dispersion system requires a vegetated flowpath of at least 50 feet for splash blocks and 25 feet for trenches 5 to a property line or structure or 50 feet to any slope steeper that 15%. Not feasible due to do to property line at 23.5' at down hill side of house and slope greater than 15%. 4. BMP T5.10C: Perforated Stub Out Connections—Perforated stub-outs are not appropriate when the seasonal water table is less than one foot below the trench bottom. Perforated Stub outs are feasible in northeast corner of the site and can be placed prior to the drain pipe leaving the site. 10 feet of perforated stub out connection is required for up to 5,000 square feet of roof area. 10 feet of perforated pipe will be provided. OTHER HARD SURFACES (driveways and patios) 1. BMP T5.30: Full Dispersion—Requires native vegetation on site and there is no native vegetation on this site. 2. BMP T5.15: Permeable Pavements—Permeable pavements design is allowed up to a maximum grade of 12%for interlocking concrete pavers and also requires a minimum of 1 foot separation from the lowest base course to a saturated condition created by the seasonal high ground water or an underlying impermeable/low permeable layer. Not feasible due to a portion of the driveway at 12%and greater and the entire driveway slopes to the house. It is not advisable to infiltrated water just above the proposed foundation to the house and would threaten the below grade basement. BMP T7.30: Bioretention Cells, Swales,and Planter Boxes—Bioretention cells, swales and planter boxes share the same infeasibility criteria that requires a minimum vertical separation of 1 foot to the seasonal high water table,bedrock, or other impervious layer below Bioretention. The depth to an impervious layer is 24 to 43 inches and a Bioretention cell would require a minimum depth of 3'9" (45")to the restrictive layer as well as not recommended on slopes greater than 8%. Bioretention is not feasible. 3. BMP T5.12: Sheet Flow Dispersion—Sheet flow dispersion requires a 25' minimum separation from the hard surface to the right-of-way line for dispersion. Sheet flow is not feasible due to the road surface edge to the property line, only 10 feet. BMP T5.11: Concentrated Flow Dispersion—Concentrated flow dispersion requires a 25' minimum separation from the hard surface to the right-of-way line for dispersion. Not enough separation from the road surface edge to the property line, only 10 feet. Due to the restricted shallow layer and water table all paved area storm water will be collected and conveyed to the down stream system and the roof water will pass through a perforated stub out connection prior to discharging to the downstream drainage system. ATTA - vE \ T A CB CONNECT TO EXIST, 12' I TYPE1 ,DSTORM PIPE 4' S 100 LF D CB BURLII\GTON Q EDGE OF ASPHALT SSCO 16' ALLEY r N 69°43'05' E 74,99' ss ss— 10LFOF4' DIAM - 22,5 1 23,5 PERFORATED STUB W v I -F v' OUT r- 85- BMP T5,10C o 425' - 1 -I 1 8J5' SEE DETAIL Cn 'Cip ( P109011 I cP— z 40 fl `7 3518 LSD I (ROCKERY r o 11 I I --LI - 1,4' Ln n I - A I w cv I Cu Q I w I I o �I j o J .CB 101cuI j E z �—too—1, 74,99' T4 99' EX, CURB CUT "' N 69°43'05" E 379,96' (380' PLAT) LOT AREA = 7,500 SF W 2ND STREET TOTAL AREA UNDER ROOF = 2380 SF PAVED DRIVEWAY AND WALKWAYS = 528 SF TOTAL IMPERVIOUS = 2926 SF ADDITIONAL PAVED SURVEY IN ROW = 200 SF GRAPHIC SCALE 15 0 15 30 60 ( IN FEET ) 1 inch =30 ft. HERRIGSTAD ENGINEERING & SURVEYING Demon Topography and Boundary Survey 4320 WHISTLE LAKE ROAD 3518 W 2nd Street, Anacortes ANACORTES, WA 98221 299-8804 Completed February 20, 2018 ATTAlL_lnAL-NIT A • • • ✓ L - S - .-..+... • ' • t • � - - •: Y' ^ a t _ • r • J / , A • - ' i • Sa r ' ~ r••',••..: ;,,,'+'' — • _ _r_• j "'" 1 .i �' rs. a • • • •• i u ,. IV.4• ti S • I • • • • r' .• • % • •II ___ttttt{{"""---iii1111: 1 • �i r' ,,./� „ `:ca.-' ter• •r...^• • _,. \• -{ • - • » 4 l ,5 ••r ~ ` +i. ��.a �1 's�» - , .. .. -. - • • • • �1 • „ ., ^ '. ' " •t\ 5 �' -i ..." • ^.•._�..••— t sr • 1 7 4 .y�,1 •It• 1. •,r1 . _ '^ `,» Y , " 5 _ 1ailed. . ♦ • • .r. tl t r•., .*re.'• M' ram- t • • • • - . •.�. �✓ r'/�:1 ♦^'` p.�•`•'t�• ~• •• 1 r 1• •,` 11tt '•.'J•I! et ,<P . �,t 11t •-. .• `y. • • e r' �. it . G l ' • ' • Y \�✓ Ir ♦'♦ 'f' .. lam. ~-✓.•• • : . 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Copyright 2016 Soils Report 3515 West 2nd Street, Anacortes, WA By Linda Spicher, Septic System Designer (360)708-3004 Date on Site: 11/09/17 Owner: Demmon, Paul Time on Site: 1:00 p.m. Parcel No.: 109011 Designer: Linda Spicher Page / of 7 SCS Soil Type: Clallam gravelly loam, 8 to 15% slopes; Hydrologic Soil Series C OSS Soil Type: 5 Vegetation: blackberries Soil Log 1 Soil Characteristics Max. Hydraulic Loading Rate' 0— 10 dark brown fine sandy silt loam 0.4 10—20 brown medium sandy silt loam 0.4 20—24 brown silt loam, roots 0.4 24—26 dense glacial till, mottles not suitable anticipated water table at 24" Soil Log 2 0 — 10 dark brown fine sandy silt loam 0.4 10 —20 gravelly medium sandy silt loam 0.4 20 —43 loamy medium sand, roots 0.6 43—48 dense glacial till, mottles not suitable anticipated water table at 43" Is, Of 1� ot'"'.5wti" 1 AfAC /j•• o LOU SPICHER froJ •�• DESIGNER Vib �\ 11.10L\\\\\\\\\\\\\1010 EXPIRES 09-29-/g, Table VIII, On-Site Sewage Systems Chapter 246-272A WAC Date on Site: 11/09/17 Owner: Demmon, Paul Time on Site: Parcel No.: 109011 Designer: Linda Spicher Page .' of SCS Soil Type: Clallam gravelly loam, 8 to 15% slopes; Hydrologic Soil Series C OSS Soil Type: 5 Vegetation: blackberries Soil Log 1 Soil Characteristics Max. Hydraulic Loading Rate 0 — 10 dark brown fine sandy silt loam 0.4 10—20 brown medium sandy silt loam 0.4 20—24 brown silt loam, roots 0.4 24—26 dense glacial till, mottles not suitable anticipated water table at 24" Soil Log 2 0 — 10 dark brown fine sandy silt loam 0.4 10 —20 gravelly medium sandy silt loarn 0.4 20 —43 loamy medium sand, roots 0.6 43 —48 dense glacial till, mottles not suitable anticipated water table at 43" 144-1 0 SI SPICHER ' U DESIGNER EXPIRES 09-29-,'3 1 Table VIII, On-Site Sewage Systems Chapter 246-272A WAC Tjd design RESIDENCE 1EI ALLEY crAvm ALLLT) ;s.u•a Jut DUILAP '-- - • MO)voz-floss t� f o o' ►e•o• �a� ' JIxe.7CDE51cnpaaFTING,Con • 3518 WEST 2ND STREET l` .x a ,�e /sroAtc ANACORTES, WASHINGTON _ _ _ _, ,;,-, ... . . • s . _ :,., ., , _ .. . _ 1 . .. PARCEL # 109001 t • • !' I �r '� \ �` PROPERTY INFO. PROJECT DESCRIPTION: NEW CONSTRUCTION ONE-STORY W/ DAYLIGHT S .1 '' r \\ I F IWTT]t rt>, •. ^ a ars 4DmbN BASEMENT SINGLE-FAMILY RESIDENCE 1 t t ; /. t �� �� 3�r T:.�.T, T 1 • • �1 �� ..1Acactes,luA WAWA • 'Pi,. .. raRCr.rto90.1 ��� AutslCR I TAX ACCt.-H0?•o0D•Oto•aao ) ZONING: R2 ( \ • , �.. OTR r>J 6CG 2.63.40.0 ] tvl �b,RNG a t • 10'lsCL , ��� �� • • I rARCG W«•'.D�o.o 6F. • r,'tARLbT PAL HrDRAMI '-•- TA,•4to cbT ra)u•r-�-»c f � J:5- 'L `� ,,,'/� t \` rRz-ctt,a�ssnf40'NC1T�tL4.01'DC.7 I J ,, \\•\ I'<•tL611oi "��1 too.COrc�E�O/i tnD bb BUIL®It\!G CODES L adAK:6t 11 -, - _ _ \ // a 4 �1 ANAratte.,uA>6)a KANSA►) 1 ».t :T_ "�wMr_.: '.' =M.t'. •_-..t /.„•• ,�,� \-.. I 1 1 ~ \IL GPt5TRt1CTIC?I S,L1 CGt4'L7 nITN / I :- _ 'I _ ---I - _ \ / 6MxDv,a i ornuctuuL role wC Ic l---=- ==1•-.-- ---F'-.�.»�._M. L - `\ // wat c+ra'-r:Ar. h� v cA1. Aga IPIe � L].8 GrR0.Ca I �`- �__.__.:_.:..�_ �: -=_,/I Y ,, 1 � ~ �� SCR. 1=i'. INFO. x We:w07 t vtr.TLATICr1 ?OI►CueC i' Lb. co o:n.Dw Y. - `♦ `•/ ! t \� • _o \ \ \i 1 i ft+t71 r1GC7oC CG�'LYTICMv Im 6 r. ' / 4 \ / \ t I ' N. I LGU.•) artobt Cadar•ol-aD 644 56 y \ _Aih- I 4 \\\ /// \ I �I 1 [1 10T.U.tacatio2D au ar. {� GENERAL NOLAI ES �� .• `\ /./ �� f \ t ��� Ul CAT+Ati� ylT 6r W �tj\�\1 • warm tutL as utATm LIT tU -� / .� b4Ior 1 ai d Sit III ., / �! Q �• coveRv RACK Ixuc ua Of. - oARAOC. 0 C I \ / IWtCJ.TiLN A Th TO�tLD M OArA: �� -,OS /.� �: 1 elt 1¢ Op 1 /�""'---"^�\ K/ C( ' �� tA1CLYCRLD aAfX..-EGc Ala 9 r. Lu • . .Y o A �+atriAct ev 0 I L I / •\ •♦ t $ ` DCTlar.rcaoTAas Is•2AxertD To at i +� a /♦ �♦ `\ r Ng' - wryca►Ace v usA;i.e a Au rr+ssv `i ,. ••, a ..I / \ \ L.AL7.. T-T erAct br/1RYClL5 ARE Cam=C•�t, DRAINAGE NOTES 4! V(' °`eK:;' D q I y Q PROPOSED \ \ b �■■�/ N'fR0,1 wtV c*1 Ta-rtxR,uAL7 1a1 © tG.t - / �+ C p \ \ tscttat oral to Is=t w erAcra Au R+tH Roc?C 6TII DRAu:b N�'>'yC 1W11Ttxe i T�S r��"� � n ~ // RESIDE tl CE `♦ `\ I NCrt PiCLLDLD IS Clit',.A1+Ra!DAJtA6d / q...„4 V DJ / \ \ A?tSA I>t:tu;LsArta Ot7•AaAttL7. TO 6TGRT9 6eC,lR,Ti rO01AL1 DIeAw6 to t1D4tl?tt ,.� tp. - - C cC►.1 nRADC I s•-.•PVL Mai D - . p ( r`•-s / \ _ 1 0 rftas L ATDA•AvtD AR:A, A 1IAr �' ` `�1 V I \ I+.■6 �� 1$ \R A �/ \h \ < �� ~` CO • �I.. I T \\ ixcltl rcftc.4••\<I K r, /\� •I LOT COVERAGE AGE •- EROSION CONTROL ��,�'. �,_,,r ! � 't >z u, NOTEI1 .� I?Q d oARAra• t �?• W r 17RAu LUOIGArE NOrC3' LDf 6� 1840 6r. CC N iiS I ..,f • t,, O 0 O - tL==+,i. 50=7 5 rmrr CKt 1aT6 or.- �� / r^� - t ovEav rftart rasa+ r�a F. a 01 O >v • C41Y'RAGigR 10 a1ATALL,6LT r WClNaa CN DO,:T1 ��� _ I ,� 1 • _ CAlX COCK 73s 6.�. r •. 6tcre atac o•nrrna rxre>,6 0■taul ars u cts¢ • - w YC / \ 1 r , c` 1. tP' O!,61RUCTION 6tT rl... I:4 to RRPtAa1 50. ALL - / \ I !`• ' J TOTAV :IT!6r. ® S t,`caostftucna+l6 GCr4"LTeD ArA LA•c+scAt'II u N c,Ecmc ntTER Ir'L.tt>x / rRCrOatD \ /, rLACTrRAGII' T1t 6 '1 ! \ 1 l �- e &I A00010I TD SILT rtTK.61!CATER AIL . . I :I: I // AiTAG+C7 \ 9 • / V ` -� / oArtAnt ♦\ t" ' y' 4 OTCOL. LED DOL.DIN NticArtK �' w a• f II.7C?1J _ f, I // \\ L 3.•// LALT4 /: �} a LANDSCAPE NOTES , I:xT►L�IC. 1 I // \`vim rc'aax ',�' ^/ IMPERVIOUS `�'' `_" I• 's SURFACE g ® Cao. • ArrRcanattLr AID*er,a tTae Two DP.tot --- t N d• GILL ae LtrIDaCAMED CIN C2134D•1atLW OR I: • • I TurPLA Lrta Ars2Ae LTrCr I/AT•T•RO3sMAtma Das v �I • J • I } / _ ` Tara:vas roc. use 6• rus trn�A nrtryrt Cr 35)TRteo a+l t as rt Axreo 1 _� ! �� { / \ ON T>$LOT.yr7N WO t`fOa[WAN 3t71 ac*n CF.T.QZ IIt•T cal /j / y PAVC�C+.CvtCA7 t cWXs7AT6 5A6 Dr • SAY!srto 6 LVtRGALII?l Tltux6 6 wj.nC ftrt D' cc.r,T,cacrL.t R�471 t I• L 1 •• .. ` •• 1 TtTAl.'TALL.OAatd G C.03.0:5 TReP.6 o11ALLWvdt•41Ith•r+AL,rLR AT C,SeDf HOO>,r. rARXS,O AJtLA • 1 Y r, •. I . ` ' 1 t a<.cre , \et, ' o1 - •I`Avo . I • _ / 'ry ENERGY CREDITS 1�• aavtuAT , I Orr C:St I t tuna Ccr•I:rIITC • t • ;JAL, •U�. Lt/lam ',I', .\i FIREt i AREA C.'AsI4ozi.cnu I I r - \.. '' ?- -�I S- '' •-• Tu3 ReaQ 1Ce II A PW.)i 17 41 I LT4T Gs8O-5000 6 r I ( •II L -J, ' • �'J/(r ��7i11r,r ----d"1` 1354431 LIU PtEAin 3 6 CReRTe ! .��- �)'h �'1/1 J'� 'I' FLw tiOVI 4•::L CCN.CSGXN :DSO a■ crow D86q�71LTt CR fO -\ II. _ r-_ -- _ _ �1II - f 1_ \- L0.2R KLG1 C*+.:L ti•L"JR DCC•U I'►6 3P. CL r�11»' I 1 TOTAL' 116Ar. 0 IA L■ 03280 D1tLL1ri4 DFv[1.Cr , 1 I ?a•o' I 1 KWIC-AL prre6TRAT1a•I u-o.rII 604 Rvercr t1:30OW T• =�cl.c :/ ' t,„v..,,u7OT11 Ua 0 b t?l ORADB"MO Tei R i1"ttCTtLR tw-Tt ALL uT 't Us It.L: / ID•s TR ' ' • C INITT L* 1S-5 Z ae'•o• ' ' i tra aQta,c �cn aP4C CO a ARACe)t D CNT LIe IRZ nz ua R tTc10?.D ,-! / ! Q� atln I in cn arAGE Cor.o.u•r•;) 0 D L) 150L79.4 ExtD:TO a.7 C127 WiCR I•iETCR ?A All II LLlKA4 CQiTR ArC CL T111GINT vf?16.M1Ot1 Z ALL}Jab!:VIIMILAr.ON MT Iu TN 1a0 4 ePPICTNGT Lrtlf CURB U•7 TD=Q'1-L -�� \ LccAra+ Cavan ornAy TAN 1.10T?NICK^ /..173 IutN r'V01ACd TAN 0 6 507.CI O'.I / 1 6'tY ,ALK OR Y.60. I t 6i MCI CI ' Y _ 3A Kart e11'1CTNOT rWAG[CLL•71L11T• Cot-Ift Cr al G1faANGL / ` ARCU67 Dt.A•1 9Lt;r1*OLIO) I 5 o40 Pm-1Ac.E IITI,Y•NMR1 AhZ a oAs 1 a SITE PLAN LEGEND cMw)caor=nT naioti-.CIaa p n r p �• DRAWING 1 6.'i INDEX M..i'1�J6 IIG QI'r1CJLRar otA.te,l LWTeJ6r (/''{i��,, Jl C1Cla1Z'o a07C DASC a V K a L h STREET G 6 I S7 t?A6 WATER t+CATCft YlTN rwriri e►p�0 7 re j=y.y SvflcGatU1'met DO CGta:,CitvtW7 Lc�A.r1a1 TOTAL GRLJ t 3 D ICJ/ -._.. _ - - - - .. - « - _ - _ - ��� �` TRtL 6 6 Lr+c �- AI SITE Q LANDSCAPE PLAN N ui 00 altu OM um cubs 1." 5 ; COVER PAGE o 5ir� o'o+Ar+aaAa as usrn0-- A2 FOUNDATION PLAN U) O. _ SITE & LANDSCAPE PLAN A3 FOUNDATION DETat� - tAv.I NOVSCALE:1/ ••For A4 MAIN FLOOR PLAN DRAWN D7 J/. w.r _. • -- A5 LOWER FLOOR PLAN SCALE AS NOTED JD JON; II31titl:•Ccty Y rAvta U1RrACd A6 MAIN FLOOR FRAMING PLAN Q UPPER DATE Iolxxu, T cRvs•I[a A4GRJ1/-- .12R aa..1 of ROOF CI'- I NG PLAN TF1 W A'a:lT aFLtL1LR TIU11 d ORAV 3.8•40 L N.Pt•ACd `` l rrtO,"lIT7LAO Al MAIN ROOF FRAMING PLAN OF-TAILS REVISIONS - ••.;\--• -..--._✓ ,. ..:-=r✓`ram -. a - - - tS ILDNO aeTOAG: �' A8 �IAWING SECT IONS A9 ELEVATIONS SOUTH ; EAST 'Si+ Cu erns,roorrror 63Lo#$ Al© ELEVATIONS NORTH Q WEST CONSTR. ENTRANCE SECTION - - - vii,TT<I!•1. S! STRUCTURAL DRAWINGS fro:cA<t , Ott rl]:OL 52 STRUCTURAL NOTES 1 SHEET I OF I a ax- Map Unit Description:Clallam gravelly loam,8 to 15 percent slopes—Skagit County Area, 3518 West 2nd Street Washington Skagit County Area, Washington 30—Clallam gravelly loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2hvd Elevation: 30 to 500 feet Mean annual precipitation: 23 inches Mean annual air temperature: 48 degrees F Frost-free period: 160 to 200 days Farmland classification: Farmland of statewide importance Map Unit Composition Clallam and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Clallam Setting Landform: Hillslopes Parent material: Glacial drift Typical profile H1-0 to 11 inches: gravelly ashy loam H2- 11 to 27 inches: very gravelly loam H2-27 to 60 inches: very gravelly sandy loam Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches;20 to 40 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low(about 2.6 inches) Interpretive groups Land capability classification(irrigated): 4e Land capability classification(nonirrigated): 4s Hydrologic Soil Group: C Other vegetative classification: Limited Depth Soils (G002XN302WA) Hydric soil rating: No Minor Components Bow Percent of map unit: 5 percent USDA Natural Resources Web Soil Survey 11/2/2017 Conservation Service National Cooperative Soil Survey Pages 42' �G lv '2 7 Map Unit Description:Clallam gravelly loam,8 to 15 percent slopes—Skagit County Area, 3518 West 2nd Street Washington Landform: Terraces Hydric soil rating: Yes Coveland Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Data Source Information Soil Survey Area: Skagit County Area,Washington Survey Area Data: Version 14,Sep 21,2017 1 USDA Natural Resources Web Soil Survey 11/2/2017 Conservation Service National Cooperative Soil Survey Page 2 of 2 .1..r.. .....r.r..•-.•.r,.w✓rrr W . ..n,rwyi"X✓wt: .. .. ,. _ . _ _ a lOp ... 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'( Ills •I.y..I.nf ,•w� :1{,.rr-a4 �1• AVYwr�r�.'9'.t♦:lr �Mf�f. .>.r Ja 4 Y>�� l L+•i 0 1 I ° 39' 2" W w '.! 5372760 53727E0 5372800 5372820 5372340 5372860 5377�80 5372°40 5372� y� Q� Z 2 Figure 1-2® s1 Filow (Chart for eters7 iliaing IReq[i_fq r caner I'm Vow Mew w evelo inn irt Start Here } Does the site have 35% C? See Redevelopment Minimum or more of existing Requirements and Flow Chart impervious coverage? (Figure 1-2.4.2). o Does the project convert 3/4 acres or more of vegetation to it Does the project result in IlebirftElawn or landscaped areas, or 5,000 square feet, or convert 2.5 acres or more of greater, of new plus • - - - -4 native vegetation to pasture? replaced hard surface area? No Yes Yes Does the project result in 2,000 V square feet, or greater, of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted vegetation areas. t Yes No Does the project have land Minimum Requirements #1 disturbing activities of 7,000 through #5 apply to the new square feet or greater? Yes and replaced hard surfaces and the land disturbed. o Minimum Requirement #2 applies. Figure I-2.4. 1 Flow Chart for Determining Requirements for la*" New Development DEPARTMENT OF Revised June 2015 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume 1 - Chapter 2 - Page 37 ATTACHMENT C ATTACHMENT D 4 PAGES BMP T5.13: Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed)soil and vegetation provide important stormwater func- tions including:water infiltration; nutrient, sediment, and pollutant adsorption; sediment and pollutant biofiltration;water interflow storage and transmission; and pollutant decom- position. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important stormwater functions lost, but such landscapes themselves become pollution generating pervious surfaces due to increased use of pesticides, fertilizers and other landscaping and household/industrial chemicals, the concentration of pet wastes, and pollutants that accompany roadside litter. Establishing soil quality and depth regains greater stormwater functions in the post devel- opment landscape, provides increased treatment of pollutants and sediments that result from development and habitation, and minimizes the need for some landscaping chem- icals, thus reducing pollution through prevention. Applications and Limitations Establishing a minimum soil quality and depth is not the same as preservation of nat- urally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of stormwater flow and water quality. Soil organic matter can be attained through numerous materials such as compost, corn- posted woody material, biosolids, and forest product residuals. It is important that the materials used to meet the soil quality and depth BMP be appropriate and beneficial to the plant cover to be established. Likewise, it is important that imported topsoils improve soil conditions and do not have an excessive percent of clay fines. This BMP can be considered infeasible on till soil slopes greater than 33 percent. Design Guidelines . Soil retention. Retain, in an undisturbed state, the duff layer and native topsoil to the maximum extent practicable. In any areas requiring grading remove and stock- pile the duff layer and topsoil on site in a designated, controlled area, not adjacent to public resources and critical areas, to be reapplied to other portions of the site where feasible. . Soil quality.All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as struc- tural fill or slope shall, at project completion, demonstrate the following: 1. A topsoil layer with a minimum organic matter content of 10% dry weight in planting beds, and 5% organic matter content in turf areas, and a pH from 6.0 2014 Stormwater Management Manual for Western Washington 1 OF 4 Volume V- Chapter 5-Page 911 ATTACHMENT D to 8.0 or matching the pH of the undisturbed soil. The topsoil layer shall have a minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers,where feasible. 2. Mulch planting beds with 2 inches of organic material 3. Use compost and other materials that meet these organic content require- ments: a. The organic content for"pre-approved"amendment rates can be met only using compost meeting the compost specification for BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959),with the excep- tion that the compost may have up to 35% biosolids or manure. The compost must also have an organic matter content of 40%to 65%, and a carbon to nitrogen ratio below 25:1. The carbon to nitrogen ratio may be as high as 35:1 for plantings com- posed entirely of plants native to the Puget Sound Lowlands region. b. Calculated amendment rates may be met through use of composted material meeting (a.) above; or other organic materials amended to meet the carbon to nitrogen ratio requirements, and not exceeding the contaminant limits identified in Table 220-B, Testing Parameters, in WAC 173-350-220. The resulting soil should be conducive to the type of vegetation to be established. . Implementation Options: The soil quality design guidelines listed above can be met by using one of the methods listed below: 1. Leave undisturbed native vegetation and soil, and protect from compaction during construction. 2. Amend existing site topsoil or subsoil either at default"pre-approved" rates, or at custom calculated rates based on tests of the soil and amendment. 3. Stockpile existing topsoil during grading, and replace it prior to planting. Stockpiled topsoil must also be amended if needed to meet the organic mat- ter or depth requirements, either at a default"pre-approved" rate or at a cus- tom calculated rate. 4. Import topsoil mix of sufficient organic content and depth to meet the require- ments. 2014 Stormwater Management Manual for Western Washington 2 OF 4 Volume V- Chapter -Page 912 ATTACHMENT D More than one method may be used on different portions of the same site. Soil that already meets the depth and organic matter quality standards, and is not com- pacted, does not need to be amended. Planning/Permitting/Inspection/Verification Guidelines & Procedures Local governments are encouraged to adopt guidelines and procedures similar to those recommended in Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington. This document is available at: http://www.soilsforsalmon.org/pdf/Soil BMP Manual.pdf Maintenance . Establish soil quality and depth toward the end of construction and once estab- lished, protect from compaction, such as from large machinery use, and from erosion. . Plant vegetation and mulch the amended soil area after installation. . Leave plant debris or its equivalent on the soil surface to replenish organic matter. . Reduce and adjust,where possible, the use of irrigation, fertilizers, herbicides and pesticides, rather than continuing to implement formerly established practices. Runoff Model Representation Areas meeting the design guidelines may be entered into approved runoff models as "Pasture" rather than "Lawn." Flow reduction credits can be taken in runoff modeling when BMP T5.13: Post-Con- struction Soil Quality and Depth is used as part of a dispersion design under the con- ditions described in: . BMP T5.10B: Downspout Dispersion Systems (p.905) . BMP T5.11: Concentrated Flow Dispersion (p.905) . BMP T5.12: Sheet Flow Dispersion (p.908) . BMP T5.18: Reverse Slope Sidewalks (p.937) . BMP T5.30: Full Dispersion (p.939) (for public road projects) 3 OF 4 2014 Stormwater Management Manual for Western Washington Volume V- Chapter -Page 913 ATTACHMENT D • Figure V-5.3.3 Planting bed Cross-Section Mulch • • 8• " Loose soil with • visible dark organic matter � I 4" Loose or fractured subsoil Reprinted from Guidelines and Resources For Implementing Soil Quality and Depth BMP T5.13 in WDOE Stormwater Management Manual for Western Washington,2010,Washington Organic Recycling Council NOT TO SCALE Figure V-5.3.3 Planting Bed Cross—Section DEPARTMENT OF Revised January2016 ECOLOGY Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. 2014 Stormwater Management Manual for Western Washington 4 OF 4 Volume V- Chapter -Page 914 ATTACHMENT D 111-3.1.3 Perforated Stub Out Connections (BMP T5.10C) A perforated stub out connection is a length of perforated pipe within a gravel filled trench that is placed between roof downspouts and a stub out to the local drainage sys- tem. Figure III-3.1.8 Perforated Stub-Out Connection (p.466) illustrates a perforated stub out connection. These systems are intended to provide some infiltration during drier months. During the wet winter months,they may provide little or no flow control. Applications & Limitations Perforated stub-outs are not appropriate when seasonal water table is less than one foot below trench bottom. In projects subject to 1-2.5.5 Minimum Requirement#5: On-site Stormwater Management (p.55), perforated stub-out connections may be used only when all other higher priority on-site stormwater management BMPs are not feasible, per the criteria for each of those BMPs. Select the location of the connection to allow a maximum amount of runoff to infiltrate into the ground (ideally a dry, relatively well drained, location). To facilitate maintenance, do not locate the perforated pipe portion of the system under impervious or heavily com- pacted (e.g., driveways and parking areas) surfaces. Use the same setbacks as for infilt- ration trenches in III-3.1.1 Downspout Full Infiltration Systems (BMP T5.10A) (p.452). Have a licensed geologist, hydrogeologist, or engineering geologist evaluate potential runoff discharges towards landslide hazard areas. Do not place the perforated portion of the pipe on or above slopes greater than 20% or above erosion hazard areas without evaluation by a professional engineer with geotechnical expertise or qualified geologist and jurisdiction approval. For sites with septic systems,the perforated portion of the pipe must be downgradient of the drainfield primary and reserve areas. This requirement can be waived if site topo- graphy will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. Design Criteria Perforated stub out connections consist of at least 10 feet of perforated pipe per 5,000 square feet of roof area laid in a level, 2 foot wide trench backfilled with washed drain rock. Extend the drain rock to a depth of at least 8 inches below the bottom of the pipe and cover the pipe. Lay the pipe level and cover the rock trench with filter fabric and 6 inches of fill (see Figure 111-3.1.8 Perforated Stub-Out Connection (p.466)). Runoff Model Representation Any flow reduction is variable and unpredictable. No computer modeling techniques are allowed that would predict any reduction in flow rates and volumes from the connected 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3-Page 465 ATTACHMENT E area. Figure 111-3.1 .8 Perforated Stub-Out Connection random fill �'''.`{} � .`•iy,�i`-+4+1V'�j'x 6 €` �; :-�< :°4.� ':;'� -. `` filter fabric --t- Nora 11 18" min. ������• A 4" perf pipe . :f, Jam:-•' •` �t�rain 1 %" - /4"washed rock 1-411 24" min. Trench X-Section slope --op-- to road drainage system 2' x 10' level trench w/perf pipe Plan View of Roof NOT TO SCALE 11111111101111 Figure III-3. 1 .3 IIVW11 Perforated Stub-Out Connection DEPARTMENT OF Revised December 2015 ECOLOGY Please see httpJ/www.ecy.wa.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume Ill - Chapter 3 - Page 466 ATTACHMENT E