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1132 7TH AVE S.PDFIIIIIIIIIIII 6942 1132 7TH AVE S ADDRESS: TAX ACCOUNT/PARCEL NUMBER: 00 colqy 00(5 BUILDING PERMIT (NEW STRUCTURE): COVENANTS(RECORDED)FOR: CRITICAL AREAS: l u - Lqq DETERMINATION: ❑ Conditional Waiver ❑ Study Required Xwaiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: -.9vO- SCALED PLOT PLAN DATED: SEWER LID FEE $: SHORT PLAT SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: C?eA J , SOILS REPORT DATED: LID LOT: . BLOCK: STREET USE / ENCROACHMENT PERMIT #: R V V V ej — I J p 1 FOR: WATER METER TAP CARD DATED: 5/0/?7 /d, OTHER: L:\TEMP\DSTs\Forms\Street File Checklist.doc �-m" }•t`~.. `, �'�.Zt-'.. •iy`.. r�.1.:✓•t(',�uv-^u�fN:3l'f �^" � �. .. .-_ ...ir;-+>�l•" 1�...i .� .. •�.• -,: f^':i>a.._ .. �{,:.:-: t�-..F �,.�..4'. w ..r .f�... ;�...vi.�1/^�S�"'<T.�t �., �^'!'^^'n. `'` r Y�7•fytlJ.� 4M_,0 PERMIT NO: C1 of EdmondsPERMIT EXPIRES 11 rg nc. toSIDE SEWER PERMIT j Address of Construction: L e, LID # Property Tax Account Parcel No. (n 60 Attach copies of all access and utility easements -Verified and Approved by Owner and/or Contractor: lr%e% P`�d'P� U4 • Contractor License #:tal Edo l o o i- Building Permit #: 0MI -61 S .1 t; ®.Single Family Invasion into City *Right -of Way: ❑ Yes R-No ❑ Multi -Family (No. of Units _� *RW Construction Permit # ❑ Commercial (No. of Units ) Cross other **Private Property: ❑ Yes [W..No ❑ Public **Attach legal description and copy of recorded easement. O wne Contract % v Owner or cont actor signature and acknowledgement statement: Date By signing for this permit I certify that I have read the City's public handout entitled �ide Sewer.& ecifications, and shall comply with all City requirements outlined therein. 2 CALL DIAL -A -DIG (1-800-42 1E5555) BEFORE ANY EXCAVATION 9 9 FOR INSPECTION CALL 425-771-0220 extension t►3a 24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REQUESTS ........... FOR OFFICE USE ONLY Permit Fee $ `_>0 Repair Fee $ Issued By: l/ Trunk Charge $ -% 30 Date Issued: 3/t/ Assessment Fee $ Receipt No: �UCJ City Permit Surcharge Fee �WIDQ d �� Total Fees Paid $ % �5.-- NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED. Job Site Ready YES NO Date: Initial: Partial Inspection: Date: Initial: Partial Inspection: Date: Initial: FINAL INSPECTION APPROVED: Date:t0k4h Initial: As -built to Street File: ❑ t� PERMIT MUST BE POSTED ON JOB SITE t- White Copy: File Green Copy: Inspector Buff Copy: Applicant L;temp;bldg;forms;ssperm itj lg4/00 2.5' X X FENCE X X— TO FENCE C.O. C.O. @ WYE, 2.4' DEEP 10 4' 7-77 SS STUB ' �� @ 4' DEEP 5, FROM 45• TO C.O. 2 HOUSE x SS 45* 1.5' DEEP-� 3k C.O. / 3' DOOR z W � a x 1132 a - DOOR W DOOR Q x S W x x of EDo� CITY OF EDMONDS SIDE SEWER AS ADDRESS 1132 - 7th Avenue South HOMEOWNER CONTRACTOR SCALE Leif Helleren Const, Inc, NTS DATE DRAWN WATERLINE At 1890 6-21-2004 BY K. Haney NO. 9823 ., 0 F ED& ti CITY OF EDMONDS WATERLINE AS -BUILT r d ADDRESS to 1132 - 7th Avenue South HOMEOWNER CONTRACTOR SCALE Leif Helleren Const, Inc, NTS DATE DRAWN WATERLINE 6-21-2004 �By K, Haney NO. 2003-0181 w lLI i- I� CHANNEL DRAIN TRENCH R l D I TOP ELEV. = 191.5 I I cos 7 6" ROOF/AREA DRAIN ® 1.0% MIN. POLYDRAIN SYSTEM I_ i �( I I I DAYLIGHT TO EX. DITCH (TYP.) 500 SERIES OR -EQUAL. I ?� N 89` 9'08" E 135.01' I ! ............ KI — o 188.50 / 191.49 I i 2 x ( 7 s� / ti ► ;EWER . - / I■ y I �. 0 .. ! I o . I0 I I / PLAN 3452 �Y : ts% 2% I Ix I I MAIN F.F. = 192.5 ■ I ' ±\ o .GARAGE F.F. = 192.0 V�ASERVICEto w CSU a NBUILDING HEIGHT DATA:5.IleI t�D�y�MEAN=i91.06 Ofi MAX=216.06 �,� i / p I • LL W I 3 4 / W oiry N-..-.•-.-..-..-..-..^..- - - / .. > { D 190.72 / 192.76 .G / Z 7 // 0 oa f 2%LL w .� N i I SHEET FLOW // �— N �• Q l; � I I ' I o • s °° w x AF�=f�� VE0 AS MOTE® / CD walk thrums I • . C 0 Y EN / arbor wi, ate z ` . ENGINE ERING .�. o I RING - / 9' tall„4' :deep, �g6 I _ v �. 9' wifde. 4 posts. / o / EXTEND:5' CONCREiTE z - , r' / SIDEWALK / 16' A •. 4-5' high cedes✓ 2% xI •Fence must` fie located on private property. r fence. 45' Igrig, then �_ A ` epro owner res I gerty ponsible for detyre�mng a 90-legrpe tune to to i property lines. / CC follow property line. _ I eFence shall not enclose or prev¢nt access to .-' — j 198 Q ` •' any City maintained utilities,/ . i I ��................f _. Q s N 89'58'40" E 134.97' i/ FX. C. Fi. s"so • 3 I -All wood exposed to weather shall be pressure treated or naturally resistant to. decay. X3 Irr 2 >6 k' RESUB APR 2-0. 1006 !3UILCING DERA RTMENT -1 iLi Y 0 F EP. IV N D S, 2- F:'C AR 2 0 '3 Di 'EPT I/T �A "U U��-x, i PLANNING DATA STREET FILE SINGLE FAMILY RESIDENTIAL Name: Date: 3 Site Address: a Plan Check #: oG _ 00 Project Description: Co�a�.o�q / -41,� ea-6�-ec-, tine, wX a �% �,t'i�or o(ec- a ! �d Reduced Site Plan Provided: &/ NO) Zoning: _ Map Page: , Corner Lot: (YES Flag Lot: (YES / NO Critical Areas Determination #: 0%-C.0g41 ❑ Study Required Waiver SEPA Determination: Exec ,ok Exempt ❑ Needed (for 500 cubic yards of grading or site within 200 feet of Puget Sound or Lake Ballinger) - NIA ❑ Fee ❑ Checklist ❑ APO List with notarized form „• . •.... Re wired Setbacks : tt Street: eao Side:-, , Side: S - 5� Rear: Aetual.Setb' k Street: Side: Side: Rear: Fe C, ce inn o Does street map require additional setbacks? (YES / NO / DNA)_ Detached Structures: Qr-oPcs.SPs� �S eo( stdered I- 83rca4Lkm -b. o ca;1( -e.-W �n ❑ Rockeries:^(o e s�uw 36 0 a0 (ems}" coves),c - c, n o n e\fig. V Fences/Trellises: Bay Windows/Projecting Modulation: Stairs Deck: Si,oc�n ong . Buildin' : Hei ht Datum Point: Datum Elevation: Maximum Height Allowed: �i ce i �� Actual Height: . Other, Parking Required: , . Parking Provided: FX ^ Lot Area: Maximum Allowed Lot Coverage: 5% Proposed: o s o eas�"v�Lot Coverage Calculations: �P " 4"e.k �1 ADU Created: (YES / Subdivision: Legal Nonconforming Land Use Determination Issued: (YES NO i . ,Comments: - Plan Review By: Planning Data Form 2-7-06.doc CITY OF EDMONDS USE PERMIT 20"E 9 GO .19 2 9-5 �� NUMBER CONSTRUCTION PERMIT APPLICATION ,Oa 3O 3 Z �r• B,-��I�wPTe ADDRESS � OWNER NAMEU4AME OF BUSINESS .; '• 0' . IPTION CHECK SUBDIVISION NO. LID NO. W MAILING ADDRESS PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. EXISTING REQUIRED DEDICATION PROPOSED TESCP Approved O•• RW Permit Required O Street Use Permit Req'd O InapaatloR Required O Sidewalk Required O B CITY ZIP - TELEPH N NUMBER NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED < YES O NO O ' _ ADDRESS CITY - ZIP TELEPHONE NUMBER REMARKS ..�/I' AJO1 PL Z&.j/& I /rJ e l '/7. GtF- d,;,O,& �E ✓rSE (lrlrT r�,✓,J . ,a�G �F,�i �'! //�G, F.�/!✓i NAME / r/R( CJCH ri '.✓ �k J�i'��!I/ �Ur�� L �t j 1 e LLO ADDRESS ENGI EERING MEM DATED REVIEW BY CITY ZIP TELEPHONE NUMBER FIRF MEMO DATED REVIEWED BY V • , E LI SE NUMB EXPIRATION DAIS N,I r/ 60 SIGN AREA ALLOWED PROPOSED SEPA REVIEW COMPLETE EXEMPT EXP ADS No. SHORELINE a O Legal Description of Property - include all easements ./ 's I �eJ'..I--l✓� ��, • f r,�. VARIANCE OR CU VIEW By II�� OA i� W u� PfOPe� TAX Recount Parcel No. w w SETBACKS — FEET NEIOHT FRONT 810E REAR L07 COVERAGE z REMARKS / NEW (dJ RESIDENTIAL PLUMBING ADDITION COMMERCIAL MECHANICAL (O� REMODEL 13 APT. SLOG. LJ SIGN CHECKED BY TYPE of STRUCTION C"GROUP ��• - �11 ^ REPAIR a GRADING CYDa. ®I!-. nFT) �DEMOUSH a WOODSTOVE O SWIM POOL HOT TUBBPA OGARAGE a RETAINING WALL/ O CARPORT ROCKERY RENEWAL 'S'•INSERT SPECIAL INSPECTOR REQUIRED a Yt� AREA MARKS (TYP F USE. S INESS OR ACTIVITY) EXPLAIN: 1 PROGRESS INSPECTIONS PER USC 305 O C NUMBER OF STORIES NUMBER -OF DWELLING UNITS CRITICA& AREAS ' NUMBER .O DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN) FINAL INSPECTION REQUIRED VALUATION 'FEE ' PLAN CHECK FEE BUILDING HEAT SOURCE: GLAZING 0� PLUMBING Plan Check No. MECHANICAL This Permit covers work to be done on private property ONLY. GRADINGIFILL Any construction on the public domain (curbs, eldewFlks, STATE SURCHARGE STORM DRAINAGE FEB driveways, marquees, etc.) will require separate permission. P.ermlt Application 180 Days Permit Limit: I Year - Provided Work Is'Started WI11SO Days "Applicant, on behalf of his Or her spouse, heirs, assigns and ENO. INSPECTION FEE a iWhatever 9 i successors in Interest, agrees to Indemnify, defend and hold harmless the City of Edmonds, Washington, Its officials employees, and agents from any and all claims for damages of nature, arising directly or Indirectly from the Issuance of this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any,requlrement of any city ordinance nor limit in ;any way the City's ability to enforce any ordinance provision." j PUN CHECK DEPOSIT TOTAL AMOUNT DUE �! I hereby acknowledge that I have read this application; that the -information given Is correct: and that I am the owner, or the duly EMISSION ATTENTION APPLICATION APPROVAL authorized agent of the owner. I agree to comply with ally and state laws regulating construction; and In doing the work authoriz- ed thereby, no person will be employed In violation of the Labor Code of the State of Washington relating to Workmen's Compensa• tion Insurance'and RCW 18.27. THIS PERMIT This application Is not a permit until AUTHORIZES ONLY THE signed by the Building Official or hia%her WORK NOTED Deputy; and fees are paid, and receipt Is INSPECTION acknowledged In apace provided. DEPARTMENT OFFICI 8 NA RE DATE CITY of EDMONDs CALL FOR RELEASED BY: DATE INSPECTION 610N'TURti (OWNER OR AGENT) DATE SIGN D ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE A FINAL NOFECTION MADE N APPROVAOR HAS EHAS //� 7.L 1 -022o ORIGINAL —File YELLOW — Inspector Li -- h". ANCE TIFICATE OCCUPANCYBEENGRANTED. UBC CHAPTER 3. On 'w % PINK — Owner GOLD — Assessor TE RECEIVED, a - I T EXPIRES r ' ' USE- C1 Q DMONDS ZONE NUMBER' Its CONSTRUCTION PERMIT APPLICATION ' 'OB' sumE�APrs ADORE8821 •' • .'' - •. //OWNER N^A/MnEfLNAME OF BUSINESS MR5 C SC-RAJS'S - 'PUT RAMEISU09MSION NO. J� LOT•NOr+, LID NO. IIMi �� MAILING ADDRESS LID FEE 8 Z•�3 ,1T Z'L'`(�,^ST - 0 JJ ��•• /V G 7 J PUBLIC RID HT OF WAY PER OFFICIAL STREET MAP It. .. r� R' 1\mi�q,Ytl CITY zipTELEPHONE � EXISTING PROPOSED By�PR«b W A rT` V `� REQUIRED DEDICATION FT2tl NAME - ^ METER SIZE LINE /, SIZE : NO..OF FIXTURES: PRV REQUIRED _ -{ / ,,[-/�� r\�/11� 1 fGCl� WC,7' /0 '^ 2 .YES NO ❑ 1U C ADDRESS/ '- ZA3 00ca.) Ag :REMARKS .OWNER CONTRACTOR RESPONSIBLE FOR EROSION CONTROL DRAINAGE. _ g i7 ,ia VW � aE Sure ICD (lCR.1 oi� I . CITY,• ZIP TELEPHONE / p �:L Q� f, X- U T M • NAME 04ftir\ PA ItAj$ N 1 "Q�� ` CGS r ENGINEERING R VI DBYTO DATE aD ADDRESS 3' t y FIRE REVIEWED BY DATE CITY, ZIP TELEPHONES R [� u ASS -IegOZO zuo- ma y e6zm ' STATELICENSENUMBER" - EXPIRATION -DATE .. .BV+� VARIANCE OR CU SHORELINE,OR AOBa- � INSPECTION. i RE 'DO : BOND 1 POSTED L/r / •�'�" OYES '� =i PROPERTY AX ACCOUNT FM L NO. SEPA REVIEW EXEMy SIGN AREA ALLOWED PROPOSED -HEIGHT LOW PROP�OSED/ G ECXOPMPLETE EW -RESIDENTIAL Do PLUMBINGIMECH, LOT COVERAGE ALLOWED PROPOSED REQUITED SETBACKSM (FL) PROPOSED FRONT. BIDE :REFRONT SETBACKS AR UR SI E REAR COMMERCIAL COMPLIANCE OR:GO 2-5" _ ❑'ADDITION ❑ ❑ CHANGEOFUSE ❑REMODEL ' ❑ MULTIFAMILY ❑ SIGN - PARKING REOD PROVIDED LOT AREAS PLANNING REVIEWED BY ATE 7 _ _ FENCE 1 - y O G DIN •. ❑ REPAIR �YOS ❑ X_FT)_FT) REMARKS A&rN Cd ❑ DEMOLISH ❑' TANI('.•.� ❑ OTHER L'Iwill - a her1 J+'K C -NOT-YIG GARAGE '. `❑ ROCKERY WALL ❑ FIRE ALARFIRE M ER CMPOMTf n k e I 1 +, CR ♦' C q G OF USE, BUSINESS OR.A C/, (TYPE - CHECKED BY , TYPE OF.CONSTR CTION CO °COUP a D I 1/r OROU . GNUMBER OF � NUMBER OF .�• DWELLING �r CRITICAL AREAS /- q(�'- SPECIAL INSPECTION JAR OCCUPANT p STORIES UNITS NUMBER REQUIRED ❑ YES LOAD ' DESCRIBE WORK TO BE DONE ' .. REMARKS • PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REO'D 9 ut 6 lill';k1j,E m VALUATION ' ,s Description ! FEE Descriptlon FEE Plan Check State Surcharge H GLAZING LOBo % Building Permit CySrchageO PLAN CHECK NO: ©2 ^ 77 / VESTED DATE Plumbing Base Fee Mechanical ' THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO t BE DONE ON PRIVATE PROPERTY ONLY ANY CONSTRUCTION ON THE PUBLIC a DOMAIN (CURBS, SIDEWALKS. DRIVEWAYS, MARQUEES, ETC.) WILL flE0U1gE Grading / SEPARATE PERMISSION. iEngr. Review L L PERMIT APPLICATION: 18e DAYS PERMIT LIMIT. 1 YEAR • PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION -APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORs Fire Review Plan Chk. Deposit IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY, OF i EDMONDS, WASHINGTON. R8 OFFICIALS, EMPLOYEES; AND AGENTS FROM ANY AND " Fire Inspection Receipt # 53 ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT. BE 9 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total AmL DUB- = NOR LIMIT W ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.• Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CRY AND STATE LAWS REGULATING CONSTRUC- ; , CALL This u0e is not a permq until signed 0y tea TION: AND IN DOING THE WORK AUTHORIZED THEREBY. NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION Building OMCW or abllter Deputy: and Fees we Paid, and rwWpl is acknov,I ed -pace provided. WORKMENS COMPENSA RANCE AND RCW 18.27. OFFICIALS SIGNATURE TE 61GNATU (O OR ENT) DATE SI ED /• ` (425) ZZ 0� • 771-0220 E Y DATE AfTENTION EXT 1333 '~ IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL I U A FINAL' INSPECTION HAS-BEEN MADE AND APPROVAL OR A CERTIFI- ORIGIN • YELLOW. INSPECTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PIN166AER GOLD -ASSESSOR 09103 1 PRESS HARD -YOU ARE MAKING 4 COPIES i p ac Lu CHANNEL TRENCH DRAIN r TOP ELEV. = 191.5 I I .O II ' 6" ROOF/AREA DRAIN ® 1.0% MIN. POLYDRAIN SYSTEM I ' W U I DAYLIGHT TO EX. DITCH (TYP.) 500 SERIES OR EQUAL. u - - N N 89' 9'08" E 135.0.1' /� - 1 1 -- - ------._ -------------- 7" --- — — _ V.= 188.50 �� 189.26 / 191.49 . . I I IDE SEWER x I s i �■ / o �`� �1� ;� I , IN. ^ / PLAN 3452 I -- t6% 2% i x v x I MAIN F.F. = 192.5 o / L GARAGE F.F. = 192.0 IX 7 ; I �— WA SERVICE /% 16' � ; -* o = — i i / BUILDING HEIGHT DATA: / � WM . , � C5 (� w w 5.0004 / a t�t�}D MEAN=191.06 i .. / I W MAX=216.06 C"-v-`� ' O r D 190.72 1 192.76 w �/ _ . ` % / o \w N 1 I y I SHEET FLOW / � `) i / /C14. I' OD w I Xz o y' o APPROVED BY PLANNING / � ' 5.00 �96 3 / z I 7 EXTEND 5' CONCRETE SIDEWALK / a 16'uj . dam'° .......... " 1 / I .......................... .q................�............................ a U L_ - a ( 1 - N 89'58'40" E 134.97' - 4 I I I I FX. C. R. 8"SD !! ! i 0 I CITY CE EDMONDS BUILDING DEPARTMENT WORK�Vdg5- ADDRESS@�f 0WNER APPRO= NUPOBER EUB APR 20 2006 APP WILDING DEPARTMENT o i PLANNING CITY of EDMONDS STREET FILE v CA FI NO. ` IC Atical Areas Checklist Site Information (soils/topography/hydrology/vegetation)1 1. Site Address/Location: J-e-- �y 2. Property Tax Account Number: 0 2-- — ©o- © a 3. Approximate Site Size (acres or square feet): (2 S' >c i 20 MR O 4. Is this site currently developed? yes; no. If yes; how is site.developed?v°T 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: ; Approx. Depth: 7. Site contains areas of seasonal standing water: ; Approx. Depth: What season(s) of the year? 8. Site is in the floodway floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ;shrubs ; mixed ; urban landscaped (lawn,shr ubs etc) `= 11. Obvious wetland is present on site: Rev 01/04/94O"k 4 2-- 2.ce� — 2CX� 2 U City-iof.E4ri -onds Cr it"'ical Areas Checklist The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are or may be present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make .:determination of the subsequent steps necessary to complete a development permit application. With a signed copy of this form, the applicant should also submit a;vicinity map or plot plan for individual lots of the parcel with enough detail that City staff. can find and identify the subject parcel(s). In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner / Applicant: Name Street Address City, State, ZIP Phone ignat e. Date Applicant Representative: Name Street Address City, State, ZIP Phone Signature Date MEMORANDUM Date: ' February 28, 2002 To: CA-96-44 File From: Chanda Earhart, Assistant Planner Correction to Critical Areas Determination Subject: for File number CA-96-44 XXX Fir Street (no address assigned yet) Upon submittal of new information, the determination "Study Required" should be reissued to be a "Waiver" for File number CA- 96-44 located at XXX Fir Street which is the vacant lot immediately south of 648 Fir Street. The updated site plan indicates that the property line of XXX Fir Street is located outside of the required 25-foot stream buffer as measured from the top of the bank of Shellbarger Creek (a class 2 stream with no salmonid habitat). City of Edmonds cza Planning Division City of Edmonds Critical Areas Determination Applicant: Shirly Abrahamson Determination #: LCA-96-44 Project Name: Permit Number: . Site Location: 648 Fir Street Property Tax Acct #: 6194-008-0002-0000 Project Description: non -project specific A site inspection has revealed that Shellbarger Creek flows on or adjacent to the subject property. Shellbarger Creek is a class 2 stream with no salmonid habitat. Based on the above findings, it is determined that there is potentially a critical area on or adjacent to the site. A Critical Areas Study is required to delineate the boundaries of this potential critical areas, the buffers and setbacks. A licensed land surveyor must prepare a map which delineates the stream bank location, the critical area buffer, and the buffer setbacks. All work required by this determination must be performed through a three party contract and all studies must be conducted according to section 20.15B of the Edmonds Community Development Code. If the property owner wishes to apply for a specific development permit which they feel would not impact the Critical Areas located on the site, they may submit their proposal to the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Areas or its buffers, a conditional waiver may be issued on a project by project basis. John Bissell March 25, 1996 Name 6ture Date e.X. 314" VA-i r<a c�c 9 reAAACe K. NecsoN ✓IMM/C K. Jre�HT' I20,jo, �Z lob ri J + F.. i I O W Z o <<4 I'S Q 22. �m W 1 Ld ! �.', +- I � Iv ID � IW I 30' I FIR STREET rn A/B9°59'37"E 8AS/SOFSElR/ Vrr�— — - j2 .. 79' (330.00') o /0 OR4 /NAGE £ASEMEAIT FOR 407SG 2,3E 154.89 (-155.00) -� 6-0.00 30 i O31 ,m 2 „ w im J I O 1;ZI W o R I W at0000 o of lo,Og4 N �. Q Q v $ � IQ N I I b I ------- z�s 5L --------L----� ti 0 O D I 64.89' I 89°59�7"e_--le4.•89�� N l0'UTILITyESM�T•'FOR � 20' I____ -- LOrS 1'2'O t7,4-7.3 o O I 3�q � N I -� o o5g' S2NE - . I MIAUM J pefeilSON L_ N U I I l -�� .• 37.5'' �- �`5'w000 FEN.• a' ��— - `s, x N8q°58 43"E /24.8 ' ku �125•Cb� I L I `moo LEONAADS. I OGLE I C)� JOHN D. CLAUs I I I Q) I ttl, `''I I� I iI� L8CGEND I I I I • - CAP ND D. P20 5/22q ?TIC 3V Ex. CAV 'MO& 30 W n) 0 P. al I fiI D UK �VOR I N CITY OF EDM 1D BY PAGE OFF_ PLAT DATA SNORT SU15DIVlS10N CIAO Y01. 2 5 n 9 PAPA V R PLANNING DATA NAME: 1 I e r-e.,� DATE: SITE ADDRESS: 11 32 -• -7 -Pi AV -�K PLAN CHK#: 03- S17 PROJECT DESCRIPTION: View ,SFP- - REDUCED SITE PLAN PROVIDED?• e / No -.. i MAP PAGE: CORNER LOT: es o FLAG LOT: a No ZONING: CRITICAL AREAS DETERMINATION #: ❑ StudvReauired_ Waiver ❑ Conditional Waiver SEPA DETERMINATION: ❑ Fee ❑ Checklist ❑ APO list w/ notarized form ❑ (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) pU'Exempt —� 2c�D cx is SETBACKS: Required Setbacks: , Street:2.&' Left Side: 5 Right Side: 5 Rear: IS Actual Setbacks: 1 Street: Left Side: /OFF Right Side: 7.5 Rear:2-7 Street map checked for additional setback required? (Yes / No / /DIINA) ❑ DETACHED STRUCTURES: -Ff�e(f 1S WI I ) o-f- be. a, 6Ae-0( 40 Ae Gl,g.';� ❑ ROCKERIES: �f ❑ FENCES RELLISES: w� U. BAY WINDOWS /PROJECTING MODULATION: GL'✓e Gt� "` (�- ❑ STAIRS / DECKS: --j?p �iyBy`!� " - 1 h0+- .4.1 e-e4 f- 1►� '' n yr-¢- ems! �'� PARKING: Required: 2 Actual: LOT AREA: lIO D-7 3 di BUILDING HEIGHT: Datum Poh Maximum A.D.U. Elevation: Height: 2 �l.a 2 Zl 5' • �l 8 SUBDIVISION: LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: Yes o OTHER: Plan Review By. Fes/ NewBPP1anningDataForm.DOC Snohomish County Online Property Information • Page 1 of 1 ''1 *Snohomish C unty Online Property Information >'!Wd19400500600f.; ? 00619400500601. �00619400500500 '008r9400400600 j i F —_ F_ .. 0061940090100J 006r9400700J00 0081940080J002.'' 00619400800101. 00619400901000 Legend Highlighted Feature 0061940080r001 60619400800100 i ;00619400900901 `.. Street Names 00619400800901 Canes 00619400800200 i ;' Urr xxsparctz�i CcrRy j" .00619400800902 '00619400900900. Tax Parcels �00619400800802 Rural Miles 00619400800302 ::. 00619400900201 -00619400900801 i LTowmshiplRange Grid Section Grid 006t940080080t,., a0619400800300 00619400900300 Major Waterhodies W619400900702 -00619400600701 0061940080030I' _ r+sstaste ! ��___.._, __ ---: 00619400800702-� 00619400800400 00619400900701 , exam or pa'd isdaeraccr./xfbyahodycBN�fs Nay-rnm=k aixe 3 ° y Sa'xt a' CpattB t41 OrR51 w91w Disclaimer: Snohomish County disclaims any warranty of merchantability or warranty of t°aa `` fitness of this data for any particular purpose, either express or implied. No sc'` representation or warranty is made concerning the accuracy, currency, completeness or quality of data depicted. Any user of this data assumes all responsibility for use thereof, and further agrees to hold Snohomish County harmless from and against any damage, loss, or liability arising from any use of this data. Printed on: 12/22/2003 http://gis.co. snohdmish.wa.uslservleticom. esri.esrimap.Esrimap?ServiceName=Overview... 12/22/2003 Snohomish County, WA Assessor Parcel Data is Page 1 of 2 SnohomishOnllno Sovernment information & Services County Washington Property Information County Quick Info Directory_ Departments Employment Calendar Questions Search County Home links. CommonAssessorHome Treasurer Home Information on which Department to contact links: Snohomish County disclaims any warranty of merchantability or warranty of fitness of this data for any particular purpose, either express or implied. No representation or warranty is made concerning the accuracy, currency, completeness or quality of data depicted. Any user of this data assumes all responsibility for use thereof, and further agrees to hold Snohomish County harmless from and against any damage, loss, or liability arising from any use of this data. 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Return to Property Information Entry page Answers to Frequently Asked Questions about Parcel Data (opens as new window) Parcel Number 00619400800200 Prev Parcel 61940080020004 Reference View Map of this parcel (opens as new window) Links to property information below • General_ Information Names & Addresses, Property Legal Description • Treasurer's Tax Information Total Current Year's Taxes and other information • Assessor's Property Values Market Values, Current Use Vales (if any) • Assessor's Property Characteristics Tax Code Area, Neighborhood, use code, parcel size • Assessor's Structure(s) Data • Assessor's Property Sales • Assessor's Mapping Information Data related to the structures on a parcel Sales recorded since 7/31/1999 Traditional and Interactive maps General Information Taxpayer Name 11 Address (contact the Treasurer if you have questions) ABRAHAMSON J DECEDENT TR 11 648 FIR ST - - - EDMONDS, WA 98020 If the above mailing address is incorrect and you want to make a change, see the information on Name and Address Changes Owner Name 11 Address (contact the Assessor if you have questions) ABRAHAMSON J DECEDENT TR 11 648 FIR ST - - - EDMONDS, WA 98020 Street (Situs) Address (contact the Assessor if you have questions) UNKNOWN - - - Parcel Legal Description YOSTS 1ST ADD TO EDMONDS PLAT OF BLK 008 D-00 LOT 2 TGW PTN ALLEY & EXC E 5FT OF S 30FT OF N 75FT TO CITY OF EDMONDS PER QCD REC UND AF NO. 8712280192 & CORR UND AF NO. 8806020160 Go to. top of pagg Treasurer's Tax Information http:// 198.23 8.192.103/propsys/Asr-Tr-PropInq/PrpIngO2-ParcelData.asp?PN=00619400... 12/22/2003 Snohomish County, WA Assessor Parcel Data Page 2 of 2 Taxes If you have questions about taxes owing, please contact the Treasurer's office (opens as new window) 2003 Taxes for this parcel $1,482.93 (Taxes may include Surface Water Management and/or State Forest Fire Patrol fees. LID charges, if any, are not included.) To obtain a duplicate tax statement, either download our Tax Statement Request form or call 425-388-3366 to request it by phone. Go to top of page Assessor's Property Data Characteristics and Value Data below are for 2003 tax year. If you have questions about property characteristics or values, please contact the Assessor's Office Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled persons Values exemption. Reductions for exemptions are made on the property tax bill. Tax Year 2003 Market Land $113,000 Market Improvement $01 Market Total $113,000 Tax Year 2004 Market Land $188,000 Market Improvement $01 Market Total $188,000 Go to top of page Property Characteristics Tax Code Area (TCA) 00210 View Taxing Districts and Revaluation Period for this Parcel (opens as new window) Use code 910 Undeveloped (Vacant) Land Size Basis ACRE Size 0.37 Go to ton of oaoe Property Structures No structures found for this parcel Go to top of page Property Sales since 7/31/1999 Explanation of Sales Information (opens as new window) Transfer Receipt Sales Excise Deed Grantor (Seller) Grantee (Buyer) Other Date Date Price Number Type Parcels 9/24/2001 9/28/2001 $0 558573 X ABRAHAMSON JON WR & ABRAHAMSON J No SHIRLEY J TRUSTE DECEDENT TR Go to top. of page Property Maps Township/Range/Section/Quarter, links to maps Neighborhood 1605000 Explanation of Neighborhood Code (opens as new window) Township 27 Range 03 section 25 quarter NW Find parcel maps for this Township/Range/Section View Ma _ of this parcel (opens as new window) http:// 198.23 8.192.103/propsys/Asr-Tr-Propinq/Prp1ngO2-ParcelData. asp?PN=00619400... 12/22/2003 0 ENGINEERING DRAINAGE REPORT for Strauss Residence 1 1,V,— 7" Avenue. S. Edmonds, Washington Tax Parcel No. 006194-008-002-00 City of Edmonds File No. S-03- el r. 71 C L EXPIRES e,'l 740 Prepared By: Robert L. Long, PE RECEIVED DEC 2 2 2003 PERMIT COUNTER December 2003 Love I I-Sa uerfand & Associates 19400 33rd Avenue W. Suite 200 Lynnwood, Washington 98036 j LEA FiLE NO: 4578 0 0 ENGINEERING DRAINAGE REPORT for Strauss Residence 11 xx— 7" Avenue S. Edmonds, Washington Tax Parcel No. 006194-008-002-00 City of Edmonds File No. S-03- December 2003 of WA Sy 38508 ISTEg4� oil EXPIRES 8/17/04 Prepared By: Robert L. Long, PE ■ Cw() E N 0 1 N E E R 8 1 8 U R V E Y 0 8 8 Z --- Lovell-Sauerland & Associates 19400 33rd Avenue W. Suite 200 Lynnwood, Washington 98036 LSA FILE NO: 4578 0 INTRODUCTION This report was prepared to support the building permit application submission to City of Edmonds for the construction of a single family resident. The property is located at the end of 71' Avenue S. just north of Elm Street in Edmonds, Washington. The primary issues of concern are to address stormwater detention and grading calculations. TABLE OF CONTENTS NUMBER OF SECTION CONTENTS PAGES A. Project Description ........................................ 1 B. Vicinity Map, Existing Conditions Map, Site Plan, and House Plan .... 4 C. Detention Summary & Calculations and Basin Map ............... 5 D. Grading and Erosion Control Summary, Calculations and Soil Map ... 3 Strauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 ■ ................ e�UZ s�o .. PROJECT DESCRIPTION: Site location. The site is located in the NW 1/4 of section 25, Township 27, Range 3, W.M. No site address has been assigned site, but it is expected to be 11xx 71h Avenue S. (Tax Parcel Number 006194-008-002-00). Site description. The site consists of a rectangled shaped a lot, with an approximate depth of about 135 feet and 120 feet wide. The area of the site is about 0.37 acres. ' Access to the site will be provided off of 7th Avenue S., adjacent to the site's easterly boundary. Currently there are no existing structures on -site. Topographically the site generally slopes from east to west. The highest high point of the property is located near the front southeast corner, with the lowest point being located at the back, northwest corner. There ' is about 10 feet of total drop between the high and low points of the site. From the SCS soils survey for Snohomish County, the designated soil is Everett gravelly sandy loam. Proposed project. The current proposal is to construct a single-family resident along the north portion of the site. Sometime in the future the owner may short plat the lot and build another single family residence on the south portion of the site, however this is not being proposed at this time. The existing street end of 71h Ave S. is proposed to be extended another ±120 feet. A new turnaround tee will be constructed at the end of 7th Ave S. The new resident will access of the extended portion of 7th Ave S. The sidewalk system will be ' extended along the westerly side of the street and will extend to the north to Fir Street via a existing City Easement. ' An underground detention pipe is proposed to be installed within the 7th Ave S. right-of-way near the southeast corner of site. Due to the topography constraints on the site, the proposed drainage for the site and the extended section of 71h Ave S. will sheet flow un- detained to the east and west in there current direction. To mitigate the increase in drainage run-off the detention system will collect and detain the westerly half of 7th Ave S. south of the site (up -hill). The oil/water separator tee (flow control tee) is proposed to provide water quality for the collected run-off. The discharge from the detention system will be the existing catch basin and pipe system along the east side of 7th Ave S. This ' system discharges to the stream east of the site. The following list summarizes the proposed detention system, the actual input/output data is attached. Detention System = 47 LF of 36" CMP Pipe Required (minimum) Storage Volume = 361 cf Design Storage Volume = 370 cf it 1 1 Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 RM .... 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A CON00 NE #53 -..01 01 01 a •-• ._... _ I �,J'aa ' 2 144 -- b F' 'S"'- •4._.. ...,. 2 I ob,�:.-. I � A •,.2.._ 4 DO) r- - - z ry 1-114 _e,... g...� 8,... 3..,. 00 12) HIGHLAND 6 00# 6 ^ — z 01 O0 6.._ �..,. I Ott... ...e... i 18 If �^ m PH 2 I or { �; 5 --- d 01.�.., = I rI c 02 01 17 6 j 2 16 6 00 1 PAR 7 of �....., 01 01 I 92 2-148 —i: 7 1 ..�..A..__ ....T............. 7 /!I RESERVOIR RESERVE , ...,q.,... ' 16 Si 14- WAY - 01 ' !_02 �2 '� - - 1'`'' : Ol - CONDOMINIUM R LAND o, 2-149 .._ o - ---", � e q -PE--- PM 1 4# `3 I .2 - 02 I 6 E 5 6 lit 5 ...,6.-,.}fl �..6-,- 15 t (8363) PARk} 47i2 I'� 1 OO r:I - 01 M .•.,.i 13 12 { g 10 9 6 -ST--- — 220TH - ST-SW - # . r 20'' `�p'i b ! ELM VIEW:A11D POW LLw'!.,3.0013-01229.}i`'!�t2 5 61 Q 2 5---•-� ^ y 1 /`><••-r:F2.7' _ParceJ2Alicinit Ma tStrauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 ■ `!' U - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — • I • 8" SANITARY SEWER(APPROX. LOCATION) • N 00'00'09" E 7— 120. t 8' '—--�r---z---�b� — — — — -- 4a--�— `lk ............. 4 \ \ m z \ \ z cc \ \ + c a y m m > \ m 9 I p 11 1 \ \ w Ln z� rn 1 4 \ \\ ��x �� 1 V'D \ \\ \\ m. 1:.........\...................\: ............... �.�...........: m \ 'y \ \ \ s\ \ \ \ N QO'O E \ N O' N \ - — — — — — — — — — — — / b CONC. WALK \ \ \ \ \ \ 1+00 N 00'01 t,2 E 120.16' 4 0� oe - ;— - -I } + - =ems 7th AVENUE S. — CONC. WALK \ � aaP —4— -- �..194--..— ------------ \ i . ------ ----- — L=—¢ — 1--_ --— — — — — — — — — — — — Z�m «<8rn <0 x n n n n X---- n II mmcn� I 1 \ \ �� N ��2 CD . . . p CD 00 (n co OD 1 m A m 1 m NN + \ x } + � 4 CZZ �d 1' =30' Existing Co nditions Map Strauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 EXISTING DITCH •� 1 I ( I I M CHANNEL TRENCH DRAIN TOP ELEV. = 191.5. I I i I 11f1` / " I 6" ROOF/AREA DRAIN O 1.0% MIN. POLYDRAIN SYSTEM I i I I' ! DAYLIGHT TO EX. DITCH (TYP.) 500 SERIES OR EQUAL. I i 1 • i I N 89' 9'08" E 135.01' �. I� ! f ap I �— — �-�--------- ---- ....... .1 < i - rJ- E.4-9 ;IliI / 2%+ • I II I i 0 N STORM INV.. 188.50 s 6 PROPOSED ASPHALT PVC SIDE SEWER r O 2.0R MIN. I WALKWAY AT GRADE T- 0) LQJzL x A% 27 O I (r) U PLAN 3452 Q MAIN F.F. 192.5 Q GARAGE F.F. 192.0 wWA SERVICE PLANT GRASS FILTER 0 WM (ao w o +�� STRIP, 8 WIDE MIN. a <v I BUILDING HEIGHT DATA: / 5.00 I a 12 I MEAN=191.06 r w MAX=216.06 I W I ....-.-... ..-..-...-..-.. -..- INSTALL FILTER I 190.72 / 192.76 W FJ w \ FABRIC FENCE(TYP.) r I / c -0 12- 0 27 w SHEET FLOW f— '000.�i ? N N K'•_ . Q n I o I w i o0 5.00 A9_6 P " .,ItI 16• Z . • «II �, .iII EXISTING CREEK I ONI EXTEND5 CONCRETE- SIDEWALKZ2% a 1'1 Lo I I 198I ■ / ......................... • , v .. I- - N 89'58.40" E 134.97' - r� EX. 8B4 8"SD I EMOVE / I EX. C.B. PROVIDE DURING C EI PROTECTION CTION INV=197.17-8"E TOP=198.51 • I N I I REPLACE EX. 8" I I INV=195.91-8"W, IN PROVIDE CB PROTECTION DURING CONSTRUCTION INV=195.282"S, IN O I INV=195.28-12"N, OUT � 16'-8" CMP REPLACE EX. 8" U I I I O 1.Ox I I INV=195.28-8"W, IN (NEW) O C.B. 22 -8" CMP co TOP=200 00 I Y I O 1.0% Q t a1 a2i I IE - 195.50, 8" OUT IE = 197.00, 8" IN 3 Iv CONTROL STRUCTUREI u I EX. S.S.M.H. SEE DETAIL I o o TOP=199.24 L t> I INV=189.84 DETENTION PIPE I Q: cu 47'-36' CMP O 0.5% (SEE DETAIL) TOP ACCESS I 07 j TOP= FIELD SET I O SEE DETAIL I - -- J SAW CUT AND REMOVE � I • I I I EX. ASPHALT. REPLACE I + WITH TING PAVEMENT ECTIONSOR MINIMUM SECTION I N SHOWN ON PAVEMENT DETAIL, WHICHEVER IS GR"ATER.. --------------�iw4 - vo� III MAIN FLOOR F-IA House Plan Strauss Residence December 2003 Lovell- Sauerland & Associates LSA File No. 4578 IN .... WMII..Moz 16-1. DETENTION SUMMARY AND CALCULATIONS: Stormwater detention is proposed to be designed to the City of Edmonds standards. Developments which are under one acer and discharge directly or indirectly to a stream are required to maintain the predeveloped condition peak runoff rate for the 2- year, 10- year, and 100-year, 24 hour design storms (with a minimum control orifice size of 5/8"). WaterWorksTm Release 4.13 was the software used to model the detention calculations. The SCS method was the type of analysis used for the calculations. The SCS curve number calculations represent the pre -developed and post -developed conditions and are attached. The existing site cover is assumed to be meadow, forested (around stream area) and impervious for the existing 7th Ave S. improvements. Due to the relatively small size of the project area, a conservative estimate of ten (10) minutes for the developed time of concentration has been assumed. Additionally, the soil type are assumed to be a type C soil (not type A as listed for typical Everett soils) based on observed site conditions, this again is a conservative assumption. Three different basins descriptions have be setup to design the system: "Basin X- the site, "Base B% the extended portion of 7th Ave S., and "Basin C% the westerly half of 7th Ave S. south of the site (see attached basin map). As discussed with Don Fiene, City of Edmonds Drainage Engineer, the following parameters/requirements will be applied: Assume predeveloped condition of Meadow for the new areas. Run a model of the predeveloped condition onsite and the existing condition for the area offsite that is being considered for the bypass. Although not a perfect assumption, / could allow a simple AddHyd of these two hydrographs. Then run the after Development scenario for onsite undetained and offsite detained. Add these 2 Hydrographs and compare to the Predeveloped. Ensure that the applicable Stone Events (2, 10 and 100 Year) result in a smaller flow rate for post development at the AddHyd than they do for the Predeveloped condition. Detention Calculation Summa Recurrence interval: 2-Year ! i 10-Year 100-Year Existing _Basin A and B runoff _ 0.03 cfs i 0.07 cfs_ 0.18 cfs Existing Basin C runoff 0.11 cfs 0.16 cfs _ 0.26 cfs Existing Basin A, B and C runoff _ _ _0.14 cfs 1 0.23 cfs 0.44 cfs Developed Basin A and B runoff _ Allowable runoff for Basin C Design discharge for Basin C 0.08 cfs ' 0.06 cfs 0.06 cfs 0.13 cfs 0.10 cfs 0.10 cfs 0.24 cfs_ 0.20 cfs 0.20 cfs Developed Basin A, B and C runoff 0.14 cfs 0.23 cfs 0.44 cfs Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 C_ I Cl • 1 LEVEL POOL TABLE SUMMARY: MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE ' <-------- DESCRIPTION > (cfs) (cfs) -id- -id- <-STAGE> id (cfs) VOL (d) 2 YEAR .... 0.06 0.11 P1 01 196.89 1 0.06 147.06 of 10 YEAR . 010 0.16 Pt 01 197 50 2 0.10 240.89 cf 100 YEAR 0 20 0.26 P1 01 198 53 3 0 20 36158 cf 1 1 1 OUTFLOW AFTER DETENTION: STAGE FLOW RATE 2 YEAR. 19689 0 06 cfs 10 YEAR .... 19750 0.10 cfs 100 YEAR. 19853 0 20 cfs Basin Areas A and B BASIN ID: ABE002 NAME: EXISTING 2 YEAR SCS METHODOLOGY TOTAL AREA... 0 54 Acres BASEFLOWS 0 00 cfs RAINFALL TYPE....: TYPEtA PERV IMP PRECIPITATION....: 1.50 inches AREA..: 0.54 Acres 0.00 Acres TIME INTERVAL 1000min CN 8440 000 TC....: 14.76 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L:180.00 ns:0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.03 cfs VOL: 0.02 Ac-ft TIME: 510 min BASIN ID: ABE010 NAME: EXISTING 10 YEAR SCS METHODOLOGY TOTAL AREA 0 54 Acres BASEFLOWS 0 00 cfs RAINFALL TYPE. TYPEIA PERV IMP PRECIPITATION....: 2.00 inches AREA 0 54 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN..... 84.40 0.00 TC....: 14.76 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L:180.00 ns.0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.07 cfs VOL: 0.03 Ac-ft TIME: 510 min BASIN ID: ABE100 NAME: EXISTING 100 YEAR SCS METHODOLOGY TOTAL AREA.......: 0.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION. 3.00 inches AREA 0 54 Acres 0 00 Acres TIME INTERVAL....: 10.00 min CN....: 84.40 0.00 TC .: 14 76 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L 180 00 ns-01500 p2yr 1.50 s 0 0600 PEAKRATE: 0.18cfs VOL: 0.07Ac-ft TIME: 510min Basin Areas C BASIN ID: CE002 NAME: EXISTING 2 YEAR AREA C SCS METHODOLOGY TOTAL AREA.......: 0.43 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. - TYPEIA PERV IMP PRECIPITATION. 150 inches AREA 0 09 Acres 0.34 Acres TIME INTERVAL..: 1000min CN : 86.00 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L:180.00 ns:0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.11 cfs VOL: 0.04 Ac-ft TIME: 500 min BASIN ID: CE010 NAME: EXISTING 10 YEAR AREA C SCS METHODOLOGY TOTAL AREA 0.43 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION. 200inches AREA 009Acres 0.34Acres TIME INTERVAL....: 10.00min CN....: 86.00 98.00 TC 1000min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L:180.00 ns:0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.16 cfs VOL: 0.06 Ac-ft TIME: 500 min 1 Strauss Residence Lovell-Sauerland & Associates BASIN ID: ABDO02 NAME: DEVELOPED 2 YEAR AREA A&B SCS METHODOLOGY TOTAL AREA 0 54 Acres • BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 1.50 inches AREA 0 37 Acres 017 Acres TIME INTERVAL 1000min CN 8560 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach -Sheet L:180.00 ns:0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.08 cfs VOL: 0.03 Ac-ft TIME: 500 min BASIN ID: ABD010 NAME: DEVELOPED 10 YEAR AREA A&B SCS METHODOLOGY TOTAL AREA.......: 0.54 Acres BASEFLOWS: 0.00 cfs RAINFALLTYPE TYPEIA PERV IMP PRECIPITATION....: 2 00 inches AREA : 0.37 Acres 0.17 Acres TIME INTERVAL 1000min CN 85.60 98.00 TC - 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L:180.00 ns•01500 p2yr- 150 s•0 0600 PEAK RATE: 0.13 cfs VOL: 0.05 Ac-ft TIME: 500 min BASIN ID: ABD100 NAME: DEVELOPED 100 YEAR AREA A&B SCS METHODOLOGY TOTALAREA.......: 0.54Acres BASEFLOWS: 0.00cfs RAINFALL TYPE....: TYPEtA PERV IMP PRECIPITATION....: 3.00 inches AREA 0 37 Acres 017 Acres TIME INTERVAL 1000min CN 8560 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L-180.00 ns 0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.24 cfs VOL: 0.09 Ac-ft TIME: 500 min BASIN ID: CE100 NAME: EXISTING 100 YEAR AREA C SCS METHODOLOGY TOTALAREA 0.43Acres BASEFLOWS- 000cfs RAINFALL TYPE TYPEIA PERV IMP PRECIPITATION. 3 00 inches AREA.: 0.09 Acres 0.34 Acres TIME INTERVAL....: 10-00min CN.. 8600 9800 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L:180.00 ns:0.1500 p2yr: 1.50 s:0.0600 PEAK RATE- 0 26 cfs VOL 0 09 Ac-ft TIME- 500 min December 2003 LSA File No. 4578 U C-42 STRAUSS RESIDENCE LSA No. 4578 Nov. 2003 SCS Weighted average curve number calculations SCS Hydrologic Soils type:---> C Total s.f Ac. Total Site Area (Area A) 16,073 0.369 Frontage R/W Area (Area B) 7,360 0.169 Area A + Area B 23,433 0.538 Up -Stream Basin R/W Area (Area C) 18,700 0.429 Area A + Area B + Area C 42,133 0.967 Existing conditions (areas in square feet) Area A + B Area C Assumptions: Undisturbed forest land CN: 76 - - Second growth forest 81 3,680 - Meadow or pasture 85 19,753 - ' Grass, > 75% coverage 86 - 3,740 Grass, > 50% coverage 90 Impervious 98 - 14,960 Total Weighted CN for each basin: 84.4 95.6 - Pervious: Area, acres: Percent pervious area: 0.538 100.0% 0.086 20.0% Weighted CN: 84.4 86.0 Impervious: Area, acres: 0.343 Percent impervious area: 80.0% Future conditions Area A + B Area C Total AC: 0.538 0.429 Total sf: 23,433 18,700 IAssumptions: CN: Undisturbed forest land 76 - - Second growth forest 81 1,430 - Meadow or pasture 85 Grass, > 75% coverage 86 14,743 3,740 Grass, > 50% coverage 90 - Impervious Calculation 98 Total = 7,260 14,960 ' House, Deck, Patio, Walk and Garage 3,470 Driveway 530 7th Ave. S. R/W Improvements 3,260 Total Weighted CN: 89.4 95.6 Pervious: Area, acres: 0.371 0.086 Percent pervious area: 69.0% 20.0% Weighted CN: 85.6 86.0 Impervious: Area, acres: 0.167 0.343 Percent impervious area: 31.0% 80.0% Weighted CN: 98.0 98.0 Strauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 0 ------------------------------------ ---------- STAGE STORAGE TABLE: UNDERGROUND PIPE ID No. P1 Description: DETENTION PIPE Diameter. 3.001 Length: 52.00 ft. Slope...: 0.0050 tuft upstr. dnstr. STAGE <-STORAGE-> STAGE -STORAGE- STAGE <-STORAGE-> STAGE <-STORAGE-> (ft) --c1--Ac-Ft- (11) -ct--Ac-Ft- (ft) --c1--Ac-Ft- (ft) -d--Ac-Ft. 195.50 0.0000 0.0000 196.40 75.065 0.0017 197.30 210.15 0.0048 198.20 334.30 0.0077 195.60 0.7230 0.0000 196.50 88.883 0.0020 197.40 225.51 0.0052 198.30 344.46 0.0079 195.70 4.0476 0.0001 196.60 103.19 0.0024 197.50 240.69 0.0055 198.40 353.19 0.0081 195.80 10.043 0.0002 196.70 117.90 0.0027 197.60 255.59 0.0059 198.50 359.82 0.0083 195.90 17.668 0.0004 196.80 132.92 0.0031 197.70 270.15 0.0062 198.60 365.25 0.0084 196.00 27.022 0.0006 196.90 148.18 0.0034 197.80 284.28 0.0065 198.70 367.37 0.0084 196.10 37.658 0.0009 197.00 163.60 0.0038 197.90 297.87 0.0068 198.80 367.57 0.0084 196.20 49.323 0.0011 197.10 179.12 0.0041 198.00 310.83 0.0071 196.30 61.840 0.0014 197.20 194.66 00045 198.10 323.02 0.0074 Calculated Pipe = 52 ft. of 3.0 ft. diameter pipe. Additional Storage provided in CB Manholes: 1- Type 2 CB Manholes (48 inch) Volume in active 3.0 ft. _ [ (3.14) x (2)2 x (3)] Volume = 37.7 c.f. Equivalent Length of 3.0 ft. diameter pipe - (37.7) / [(3.14) x (1.5)2 J Length = 5.33 feet. Net Required pipe = 47 feet of 3.0 ft. diame er pipe -73 2 STAGE DISCHARGE TABLE: MULTIPLE ORIFICE ID No. 01 Description: CONTROL ORIFICE Outlet Elev: 195-50 Elev: 195.50 ft Orifice Diameter: 1.3330 in. ��.. Elev: 197.40 ft Orifice 2 Diameter: 2.0000 in. STAGE -DISCHARGE- STAGE <-DISCHARGE-> STAGE <--DISCHARGE-> STAGE <-DISCHARGE-> (ft) -cfs- - (ft) -cts-- - (ft) -cfs- - (ft) -cfs- - 195.50 0.0000 196.70 0.0528 197:90 0.1515 199.10 0.2330 195.60 0.0152 196.80 0.0550 198.00 0.1603 199.20 0.2384 195.70 0.0216 196.90 0.0571 198.10 0.1686 199.30 0.2436 195.80 0.0264 197.00 0.0591 198.20 0.1763 199.40 0.2487 195.90 0,0305 197.10 0.0610 198.30 0.1837 199.50 0.2537 196.00 0.0341 197.20 0.0629 198.40 0.1907 199.60 0.2586. 196.10 0.0374 197.30 0.0647 198.50 0.1974 199.70 0.2634 196.20 0.0403 197.40 0.0665 198.60 0.2038 199.80 0.2682 196.30 0.0431 19750 0.1025 198.70 0.2100 199.90 0.2728 196.40 0.0457 197.60 0.1184 198.80 0.2160 200.00 6.2773 196.50 0.0482 197.70 0.1310 198.90 0.2219 196.60 0.0506 197.80 0.1418 199.00 0.2275 Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 STAGE STORAGE TABLE: UNDERGROUND PIPE ID No. P1 Description: DETENTION PIPE Diameter: 3.00 ft. Length: 52.00 ft. Slope...: 0.0050 f tft upstr: dnstr: STAGE <-STORAGE-> STAGE -STORAGE- STAGE <-STORAGE-> STAGE <-STORAGE-> (ft) --cf--Ac-Ft- (ft) --- cf--Ac-Ft- (ft) -cf--Ac-Ft- (ft) -cf--Ac-Ft- -------------------------------------------------------------------------------------------------------- 195-50 00000 0.0000 19640 75.065 0-0017 197.30 210.15 0.0048 198.20 334.30 0.0077 ' 195.60 07230 00000 19650 88 883 0.0020 19740 225-51 0.0052 198.30 344.46 0.0079 195.70 4.0476 0.0001 196.60 103.19 0.0024 197.50 24069 00055 198.40 353.19 0-0081 195.80 10.043 0.0002 196.70 117.90 0.0027 197.60 255.59 0.0059 198.50 359.82 0.0083 195-90 17 668 0,0004 19680 13292 00031 197.70 270.15 00062 198.60 36525 0.0084 . 196.00 27.022 0.0006 196.90 148.18 0-0034 19780 28428 00065 19870 367.37 0.0084 196.10 37.658 0.0009 197.00 163.60 0.0038 197.90 297.87 0.0068 198.80 367.57 0.0084 196.20 49.323 0.0011 197.10 179.12 0.0041 198.00 310.83 0.0071 196.30 61.840 0.0014 197.20 194.66 0.0045 198.10 323.02 0.0074 C� 1 1 Calculated Pipe = 52 ft. of 3.0 ft. diameter pipe. Additional Storage provided in CB Manholes: 1 - Type 2 CB Manholes (48 inch) Volume in active 3.0 ft. = [ (3.14) x (2)2 x (3)] Volume = 37.7 c.f. Equivalent Length of 3.0 ft. diameter pipe = (37.7) / [(3.14) x (1.5)2 ] Length = 5.33 feet. Net Required pipe = 47 feet of 3.0 ft. diameter pipe STAGE DISCHARGE TABLE: MULTIPLE ORIFICE ID No. 01 Description: CONTROL ORIFICE Outlet Elew 195.50 Elew 195.50 ft Orifice Diameter: 1.3330 in. Elew 197.40 ft Orifice 2 Diameter: 2.0000 in. STAGE <-DISCHARGE--> STAGE -DISCHARGE --- > STAGE <-DISCHARGE-> STAGE <-DISCHARGE-> (ft) --cfs- ---- (ft)--cfs-- -- (ft)---cfs- - (ft) ---cfs- -- 195.50 0.0000 196.70 0.0528 197.90 0.1515 199.10 0.2330 195.60 0.0152 196.80 0.0550 198.00 0.1603 199.20 0.2384 195.70 0.0216 196.90 00571 198.10 0.1686 199.30 0.2436 195.80 0.0264 197.00 0,0591 198.20 0.1763 199.40 0.2487 195.90 0.0305 197.10 0.0610 198.30 0.1837 199.50 0.2537 196.00 0.0341 197.20 0.0629 198.40 0.1907 199.60 0.2586 196.10 0.0374 197.30 0.0647 198.50 0.1974 199.70 0.2634 196.20 0.0403 197.40 0.0665 198.60 0.2038 199.80 0.2682 196.30 0.0431 197.50 0.1025 198.70 0,2100 199.90 0.2728 196.40 0.0457 19760 01184 19880 02160 200.00 0.2773 196.50 0.0482 197.70 0.1310 198.90 0.2219 196.60 0.0506 197.80 0.1418 199.00 0.2275 Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 t • • 1 GRADING AND EROSION CONTROL SUMMARY AND CALCULATIONS: t 1 1 This project will require grading to construct the proposed street, driveway, building pad and utilities. Standard erosion control measures are proposed to be used ,during construction. The primary erosion and sediment control BMP during construction will be proper soil stabilization methods. Exposed soils shall be stabilized by application of effective bmp's that protect the soil from the erosive forces of raindrops, flowing water, and wind. Applicable practices include, but not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics, matting, soil application of polyacrylamide (pam) , the early application of gravel base on areas to be paved, and dust control. The contractor shall select a soil stabilization method best suited for the particular situation. Stock piles must be stabilized and protected with sediment trapping measures. In addition, site containment of exposed soils shall be sustained by using silt fence barriers along the down -slope boundaries of the site's disturbance areas. See the site development plan for details. Estimated grading calculations: The following grading quantity estimations were calculated using a computer modeling program within the AutoCAD computer drawing. The calculations are approximate. The quantities listed are for the permitting process only and should not be considered precise amounts for bidding purposes. The estimated grading quantities are: Cut: 460 CY Fill: 300 CY Conclusion: Included in the site development construction plans are detail grading and drainage improvement details. With proper installation, maintenance and inspections of the proposed construction the project should have minimal impact to the environment. Strauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 i • Grading Quantity Calculation: The following grading quantity estimations were calculated using a computer modeling program within the AutoCAD computer drawing. Site: 4578 Stratum: ex to fg ex fg Site Volume Table: Unadjusted Cut Fill Net yards yards yards Method 239 113 126 (C) Composite 233 109 124 (C) End area Estimated Site Grading Quantity: Cut: 250 CY Fill: 250 CY Strauss Residence Lovell- Sauerland & Associates December 2003 LSA File No. 4578 U O-2 i - --- --- ---- aa.a�v VVI.'Lvl I av_�vv�_� Soil Map J Z J Strauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 -C z P.S. CITY USE ONLY .4 Z-1n6�1V V &,/1:- 0 If +4 619 City of EdmondPermit No: 2_ - RIGHT-OF-WAY CONSTRUCTION PERMIT Issu e Da e.f' 7- 6 A. Addiess or J Vic�'mi tyofConS.tructionJk3,Q 1-4A B. Type of Work (be specific): Ooe-., -tr,,,e jn� -S ka,� ar'- es 4 IZOLO 46r chnn rej.,e r7to 4_,e4 - . `One„ '�o r_x1r It �J- . S"% . J;C_J! C. Contractor: CAnlole-a-14 0-9 1.1)C1,1_,1 L L c_ Contact: GAV-4 Qw;sorx Mailing Addiess: ISQS 'JJSAk% ISN'r—A- "h6)5k',,kc�M' Phone: 412<-s- State License Liability Insurance: Bond: $ "' D Building Permit # (if applicable): Side Sewer Permit # (if applicable): Subdivision EUC (PUD, VERIZON, PSE, AT& T, OVWD) E. 05',O'�mrnercial0. City Project F] Multi -Family ❑ Single Family ❑ Other INSPECTOR: Kyv_.e-' C_/)yL17'11 y 3.F .1 ''PAVEMENT CUT: CONCRETE CUT: El YES F1 YES no Am G. SIZE OF CUT X I" INDEMNITY.• ..Applicant understands by his/her signature to 'this application he/she holds'the\City of.Edmonds harmless from injuries, damages or claims 'qf.any ki . nd or, description whatsoever, foreseen. or unforeseen, that may be made. against the City of Vtion w atsoev Edmonds or any of its dep I artments'or employees, including bu I t not limited to the defense of any legal procevdings including defense costs and 'attorney fees by reason of granting this permit., THE CONTRACTOR. IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES FULL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME DEBIT OR CREDIT FULL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. + Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every .11agger must be trainedasrequired by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession.. ♦ Restoration is to be in accordance with City codes. All str6et=cut trench work' shall be patched with -asphalt or City' - approved, material prior to the end of the workday — NO EXCEPTIONS. + Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL-A=DIG (1-800-424-5555) PRIOR TO BEGINNING WORK 'iHAVE READ THE ABOVE STATEMENTS ANDUNLtE"TAND'THE,,PikMIT,"REQUIREMENTS AND icao WLEDGE . THAT I MUST AKE THE PINK CO OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS Signature: Date., (Contractor'or Agent) 'Approved by: Time Author' d: Void After, Special Conditions: kj Itig �,P Jay Disruption Fee/Fund 111: Fee: UPON COMPLETION OF PERMITTED WORK, AN. ENGINEERING FINAL INSPECTION IS REQUIRED-P'ER' CHAPTER 18.00 OF I THE EDMONDS COMMUNITY DEVELOPMENT CODf,(P DATE: n -771-0220, Ext. 1326) FINAL APPROVAL OF PERMITTED WORK. 01— Inspeclor'sSignature For inspection requirements see Engineering Inspection Information handout. Nev4 IQs Q�f4cr// �1-ar�aa Set carson 11FCN Comcast of CA/CO/TX/WA, Inc. 1525 75th Street SW Suite 200 Everett, WA 98203 Contact: Gary Clawson 425-263-5412 North Drop Node: EM26 1132 7th AVE S , EDMONDS waterM CATV ped nhnne 1---------T---,--------- APPROVED AS NOTED BY ENGINEERING Date: s w 7 t t- KV1 NORTH NOT TO SCALE Plant srip Work Details Open trench in plant strip approx 176', bore d/w approx. 19-feet m/I to extend and bury CATV service drop to 1132 7th AVE S. Total trench & bore - 200 feet m/I. Install cable at 36" depth. All disturbed areas will be restored to existing or better conditions. Backfill material will be mechanically compacted to 95% of maximum density as specified by the City of Edmonds. In tight corridors hand trenching will be utilized to ensure protection of other utilities. Contractor must locate all existing utilities impacted by this project. Please see attached plans for restoration, erosion control and traffic control. Erosion control will consist of placing filter fabric fence and/or sandbags along curbs and catch basins where necessary. Keep drainage system clean and functioning. Remove all debris from the work site. Streets and roads will be cleaned both during and after installation of work. Coomcast PROJECT'S TIMELINE AND PROPOSED HOURS OF OPERATION: • Timeline - Up to 30-days past the issue date. • Work Hours -The entire project area will be conducted from 7:00 AM to ;K PM or as specified by the Inspector. (o 000fM Traffic Control Plans 1. The standards and guides of the latest version of the MUTCD or as set-up per Code shall be followed at all times. 2. A copy of the Permit and Traffic Control Plan shall be on -site with all contractors during the project. 3. All contractors will avoid parking on sidewalks and shoulders and will take the lane and follow the proper traffic control set-up for the given situation. 4. Pedestrian access shall be maintained through or detoured around all work sites. SA;-E�-`E 5. Please find attached the traffic control plans for the various types of work sites that will be encountered during our project. 6. Flaggers will be used only when all other methods of traffic control are inadequate to warn and direct drivers. Only licensed flaggers will be used on the project. 7. If situations occur when questions arise about proper traffic control set-up the solution will be determined in the field with the Comcast Construction Rep. and the Inspector. Erosion :Confroa°.Rules # 1 If curb and gutters in project area: • Filter bags will be placed in catchbasins downstream of work site, and • Small check dams of pea gravel filled sandbags will placed within the gutter upstream of the catchbasin. Traffic control set-up for minor encroachment Traffic control set-up for lane closure Bi 100, lace 0 0 ,r }• t .�,J 5i & � � Ylr ;.t i. h. Hw.r`d`k�9 �. t. :r' ,C OA�:N��S� ��R�¢ Ord `�AC�*T��I,O, NPt�� S� � ��a •��,��7 tD A�YR��D: S rya d � „ � -•f ��,�,�.,;i '" � � r L�5:� i �y�'{}. �,i31�'�F�p r +;, f� - S�'<�•�� s'. ��`•��".`� i > J �ta9j�`xrt�''� t 2 \ L �y w k _. Depth, Cleaning, Containment, Compaction, and Restoration Trenchmg Depth = ♦ 36-inch minimum ♦ Compatible w/ other utilities ♦ Shoring required at 4-ft + Pavement Cuts = ♦ T-cut 1-ft wider than trench ♦ Neat -line saw -cut lam. edge 0 - i - 4: < r�r .�:.yt N'� is ��1M '� ,S 'i ■► All trench backfill shall be mechanically compacted to 95 percent of maximum density using 1-ft loose lifts with whacker or 2-ft loose lift with a hoe pack. ■► If proper compaction cannot be achieved with the native material, new import material is required at • the 95 percent rate. �► As an alternative, CDF can be used in a design mixture approved by the Engineer. Ccomcast. z y Cleaning & Contarnmveq, CLEANING: All Streets and roads are required to be cleaned and swept both during and after the installation work. ♦ Mechanical Vacuum is preferred method CONTAINMENT: All un-restored shoulders or material storage areas are required to be contained with reflective barricades. �(7 -j eh''}.rf� ,!{}311•i+i",•�" A S; m' Y<� i `(a7 J 4.A nwixPl�wk�r L=� rRestoration,,* 7, r ,p All disturbed areas shall be restored to existing or better conditions ! ! ! ! ! ! ! Trench parallel to road: ♦ Shoulder - Match existing surface conditions ♦ Pavement - 6 1/2 inches of crushed surfacing material and asphalt concrete Class B at 2- inches minimum or same thickness if greater.. Trench across road (immediate cold mix patch): ♦ Asphalt - Permanent hot mix patch at same thickness or 2-inches and sealed within 30 days. ♦ Concrete - saw cut and pored with mastic joints, eight - sack mix, either type II of III cement, within 30 days. 0 LVIVG SETBACKS: FRONT �' MAXIIUN( iVEWAY InSIDE 1 _ _ R' 74 ED 149'o N z9o, FT HE -- N APP VED BY ENGINEERING 95G Da1��EC�L�FFLrk r� 1.IlyE- PROV1br_ r i- r FEr.1c-eusc-rwo E HERE. pV (o GOMPLE3T1o� A / ., -- ALL EXPOSED aURFACES TO ticl LT STTLi P P. Ec� ' BE C VERED WITHIN 2 DAYS �i la w rD>✓ P,A ZL4S ►.1 40 1 kew ;If"- rl*,. WATER & SEWER tow �%l, ,INSPECTIONS REQ'D. N-771-0220 EXT. 1 PLD 1 FLAa F 2 t'o RAN,c� 1.r O rLT N W T— , 4L z 7O3 z5ob 3 0 I I 0 0 PP.LT- p F-) r- o-T- 3 , s N o rz p�A-r I%Z-17 Sa, IhtFE.MV10us S UILFA,,CE ; ISOiLZ3GO S.r'. 1 8 8 S.F. r7rzl�lEWfaLk = 405Z__S.F. Tt�TAL - _3Z00 AREA OR l ST V R L3 /�.►,! mac= 11.1 cL V DE S SW-r'I IZG FfZ0l.1T (,S. Sr of LOT, -� u&PA 150FFr-_R.L-I/.(C (0 9.51 M ,N +M ; 9 AI - —37- o.ii ooTr_FT' L_l"r__ _TV DISP �141F�L•TIZ, pre a -'d o `' .6�e L ove r_ i HUJ \ 4 HOUR DETC-J.1 l ol.r I-! K II p 3 i,34 IJ � 0 f.IvE k4c, - couc 0 e, Cc R.l.DL � N� , ewTry of I VAR {t v sr LLS 'V) 0 s. Kr__ E FL0NAJ V-=-STIZIGTOOC W/1TE iC Lr r�i r -� DE ST-r rD `�/O N T, GA - n P= Z30, 1 '. -4 soEjc-c.-r -M Z-F-o VI Ic6nv-_ rs or- 0-s-Loo3 &= •38,1 sP -34 G-= Z40,0 `NIA-D�.1Ess gLVFF n= Z 3 o z' F 11J. LW K, s vat3 = z3o. 41 ^ I N"Ax. ui. = 7- 51.S 1 brr�, or= Fao-rIQG=- A c:._T L) A L=' Z-5 ), S z z 8, -r I pc,,TVh`PoItA-r, SCU.c'.A"-,.H. = 7-4-0, SZ' , iU GRzQ7-or- LoT --o'F-lUAL coNTOvz,&, IF c_w/,J<,'mbl 6f�AUrr.1(o c_v-i- : 3q S Gv . v D PrL.L,, L(00 Gv. pIsPOSE or- q=xc.E5s /a,T Ar11MovS"o S rTG EXPOsEt) %OIL- -tp �E covEi�E4 W/ •1.v .. .� , A,. mac'/•• nrs� ,w/�.1 -r d_11 n.,�t e� al m O E3z C 0 Z ;D _n co w I •.4 v --_ o � 0 CITY OF EDMONDS SPECIAL INSPECTION AND TESTING AGREEMENT The project at issued under building permit number requires special inspection and/or testing per UBC Chapter 17 and WAC Amendments 1702. The complete list of special inspections is attached to this document. BEFORE A PERMIT CAN BE ISSUED: The owner and contractor and special inspector shall complete this agreement and the attached structural test(s) and inspections schedule including the required acknowledgments. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building Official prior to performing any duties or inspection. Each special inspector shall submit Statement of Qualifications to the Building Official for review. Special inspectors shall display identification when performing special inspections on site. Special inspection and testing shall meet the minimum requirements of UBC Chapter 17 and the following: A. Duties and Responsibilities of the Special Inspector 1. Observe Work The special inspector shall observe the site work for conformance with the approved (stamped) plans and specifications and applicable workmanship provisions of the UBC. Architect or Engineer reviewed shop drawings may be used only as an aid to inspection. Special inspections are to be performed on a continuous basis --meaning that the special inspector is on site at all times observing the work requiring special inspection. Periodic inspections, if any, must have prior approval by the City based on a separate written plan reviewed and approved by the Building Official and the engineer or architect of record. 2. Report Non -conforming Items The special inspector shall bring nonconforming items to the immediate attention of the contractor and note all such items in the daily field report. Any item not resolved in a timely manner shall be immediate cause of the special inspector to notify the Building Official of the plan deviation, error, change or omission. It shall also be the duty of the special inspector to promptly notify the engineer or architect. 3. Complete Daily Reports Each special inspector shall complete and sign both the special inspection record and the daily report form for each day's inspection. These records shall remain at the jobsite with the contractor for review by the City Building Inspector. 4. Furnish Weekly Reports The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer or architect, and others as designated shall also be copied on reports. Weekly reports must include the following: • Description of daily inspections and tests made with applicable locations • List of all nonconforming items • Report on status of nonconforming items (resolved or unresolved) • Itemized changes authorized by the Architect, Engineer and ity if not included in nonconformance items 5. Furnish Final Construction Report The special inspector or inspection agency shall submit a final signed report to the City stating that all items requiring special inspection and testing were fulfilled and reported. And, to the best of his/her knowledge the project is in conformance with the approved plans and specifications, approved change orders and the applicable workmanship provisions of the UBC. Items not in conformance or unresolved items or any discrepancies in inspection coverage, (i.e., missed inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically itemized in this report. Feb 02 04 08:36a CASCADE TESTING 425-823-2203 p.4 01/01/1996 03:14 42b9UgUi2b JPN-30-2004 08t12 P.04iO4 Ol i/\+YwV Y\y�Y��aV\\!L\�/ •Yr•M.0 yWr�.�/..r� REwFOACBD CONCREM GUN1'[R• MOUT AND MORTAR S MUCTLMALBI E3JWELDM: c w m GaMw O NOW .— She aw vm I" wodm a mwn b*m) Nem—TIM _ slow"onrw lmmulrslm Mb Drai — W=wrie W"cmm �gP D Fide s� ftw D Sbav O FwM rrela 0N25 ON Ox DF fy ❑ M90 _ >det0 Ded� \1trli� l.apemm Tob _ Rodaaai Sad lhtldiag Lopeaioo _ now Sad vhmm Usp 3mm MWASTiPRISTRESM CONCRk-M- ... Goaaw� lgserl a Parr Tim MASONRY: _ Sp.6d ImpgniM SEW"" LkM d HeliaLWy ArmpuwwTcm lMrcry udn.'NW PAM) Sabea"M TaU MWW- crow. FiM Mm Pns" llrosr Impomiam of llma ADDMONAL tKwRucnoNS OR OTHER I ES Apm nvspCrtoNs-. FUtMOOFIPIG: _ KK II I a MIPW602 Demlq Tau .. Tliekmu wm Il SUt ATING CONCRL'My S"* god Tom veil w4iyto MLM►TEMu.: t Amwp� Tau — rkm nm.r STRL)CMRAL WOOD: _.3MwWAKmDimjll' I — la� of cluaswFeb. impreimolTrut leln Fib. _ Sgevie god mw cmpa¢ms Pam "-Vbmd by Tdr: Teorkme No.: nnc R ct7l V FEB 0?7'EO P a�4 FRM/T NOUN TER TOTAL P.04 Feb 02 04 08:36a CASCADE TESTING 425-823-2203 P.5 ©1/al/1996 03:14 4259840120 P.03o,04 JRN-30-2004 108:11 1. Notity the Special Isspeetor for special It is the duty of the cont:a�ctor to notify the sPocial inapcctor a s notork d onrvath inspccdon. Note, din items listed on the stta�� sob�B noted on the approved plans and speeibeahona are requkrd to have qpeds, i iow- Adequate notice shall be provided by the canuwtor so the the spwW inspeetor has time to become fsuniliat with the ptn)ect. 2. Provide Access to Approved Plans -lire contractor is responsible for providing thr, spacial inspedar aaeae to Wmved plans at thelobsite. 3. RetaiA Special InsQeetlon Records subtnitted The �a� tor is responsible to Main, at The -oWit all sped by the special inspector. Then records am to � pravidedto the City building iaepeetor upon request. citx of i Approve dIng rmpttnent � 1 special inspectors and special insPectwn SVUCM The burl g deP� shaH requimments. Z. Moeitore&pedal lsspectioa and approve �Y rtp°rb t of special iaspec a shy bo earkttitoted bym%s City Bm'1di4 Inspoot"-. s/bts approval moat be obtamod prior to Placement of co�ncrctc or outer similar acttvMw in addition to that of the special ineP00tor. 3. Issue CertlBc.te ofOecapancY �� all werlcly t�ecial inspection he Buildingg Maw may Issue iijave t� of cubmitted � accepted. reports inc}uaing the final report The ptv'oct owner or the eegirmw or architect of record acdn6 as the ownces agent SWfund special l'�aQeeaott 59MM. 8°d The engineer or ambiwt of record &ball include spea►� im�ection regtinrennc°ts °O th` per' sped&ations. Spiral h1spoct0T Ac%NIAWLEDG$1V ZNTS and agree ra canwly with tha forms and avnditions of shin agreement. Ts-Gav49 �!c� 7r-7571A9 Ate- Sciry. cop, ' ER-5498 LEGACY REPORT Reissued August 1, 2003 ICC Evaluation Service, Inc. BuskiesaftiorialOffice M0 W0km W PWA Whittler, Cafforria 9W ' (51M) 6990M Reglonal Office ■ 900 Montclair Road, Sufte A, 6imungham, Alabama 35213 ■ (205) 599.9800 www.icc-es.org Rego Office ■ 4051 West Flossmoor Road, Courdry Club Hills, IIOnols 60478 ■ (708) 799.2305 Legacy report on the 1997 Uniform Building Code m, the 2000 International Building CodeF and the 200.0 International Residential Code® DIVISION: 03--CONCRETE Section: 03130—Permanent Forms ECO-BLOCK INSULATED CONCRETE FORMS (ICFs) ECO-BLOCK, LLC 4100 POWERLINE ROAD BUILDING I, SUITES 1 AND 2 POMPANO BEACH, FLORIDA 33373 LIFE -LIKE PRODUCTS, INC. 1000 WEST HIGHWAY 287 WAXAHACHIE, TEXAS 75165 MARKO FOAM PRODUCTS, INC. 2990 W. DIRECTORS ROW SALT LAKE CITY, UTAH 84104 CONTOUR PRODUCTS, INC. 4001 KAW STREET. KANSAS CITY, KANSAS 66102 PREMIER INDUSTRIES, INC. 78W SOUTH 192"o STREET KENT, WASHINGTON 98032 1.0 SUBJECT ECO-Block Insulated Concrete Forms (ICFs) for Concrete Walls. 2.0 DESCRIPTION 2.1 General: ECO-Block insulated concrete forms (ICFs) consist of expanded polystyrene (EPS) foam plastic panels, plastic webbing and plastic connectors that serve as formwork for concrete load -bearing and nonload-bearing walls, foundation stem walls and basement walls. These forms are defined as a flat ICF wall system, allowing for a solid concrete wall of uniform thickness (solid rectangular cross section). The ICFs are stacked in a running bond pattern to create formwork that remains in place after the concrete has cured, and that becomes the insulation for the walls. Walls made from the ICFs are limited to combustible construction and must be covered with an approved interior thermal barrier and exterior weather -resistive barrier and wall covering, as noted in this report. ECO-Block insulated concrete forms (ICFs) are an alternative to forms described in Section 1906 of the 1997 Uniform Building CodeTM (UBC) and the 2000 International Building Code® (IBC). ECO-Block ICFs comply with Section R611.3 of the 2000 International Residential Code® as flat insulating concrete form wall systems. 2.2 Material: 2.2.1 ECO-Block Forms: The EPS panels are 16 inches (406 mm) high, 48 inches (1219 mm) long and 2.5 inches (63.5 mm) thick. The panels are molded by injecting and expanding polystyrene beads, described in the approved quality control manual, into molds. The resulting expanded polystyrene foam plastic complies with ASTM C 578 Type 11. The polystyrene has a flame -spread index of 25 or less and a smoke -developed index of 450 or less at a nominal 1.5 pcf (24 kg/m3) density. High -density plastic webs are placed 8 inches (203 mm) on center and recessed'/,.inch (6.4 mm) from the panel surface. Plastic connectors, of one of three different lengths, connect the webs of two units to form 4- inch-, 6-inch or 8-inch-thick (102 mm, 152 mm or 203 mm) concrete walls. The webs and connectors are high -density polypropylene, a Class CC2 approved plastic, manufactured by Product Moulders, Ltd. The form units have a preformed interlocking mechanism on their top and bottom edges, to facilitate stacking. Figure 1 includes unit profiles. 2.2.2 ECO-Block Commercial Forms: ECO-Block Commercial Forms are similar to ECO-Block Forms, except panels measure 24 inches (610 mm) high, 48 inches (1219 mm) long, and 2 inches (51 mm) thick, and the EPS used has a higher nominal density, 1.7 pcf (27.2 kg/m3), than the density of ECO-Block forms. 2.2.3 Concrete: Concrete must be normal -weight concrete complying with Chapter 19 of the UBC or IBC, as applicable, with a 28-day minimum compressive strength of 2,000 pounds persquare inch (13.8 MPa). Maximum aggregate size is 3/, inch (19 mm). Under the IRC, concrete must comply with Section R611.6.1 of the IRC. 2.2.4 Reinforcement: Walls are reinforced with deformed steel bars complying with Section 1903.5 of the UBC, Section 3.5.3.1 of ACI 318-99 (IBC), or Section R611.6.2 of the IRC, as applicable. 2.2.5 Other: Wood members for plates or window and door framing shall be treated with an approved wood preservative and attached with corrosion -resistant steel fasteners in accordance with UBC Section 2304.3, IBC Section 2304.9.5 or IRC Section R323.3. ICC-ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 0 2003 Page 1 of 5 Age 2of5 ER-5498 2.3 Design: 2.3.1 UBC or IBC Method: Concrete walls formed by the ECO-Block and ECO-Block commercial forms are designed and constructed in accordance with Chapters 16 and 19 of the UBC or IBC, as applicable. Footings and foundations are designed and constructed in accordance with Chapter 18 of the UBC or IBC, as applicable. 2.3.2 Alternative Design Method: For walls limited to a maximum of two stories plus a basement, and a maximum unsupported wall span of 10 feet (3048 mm), walls may be designed in accordance with Publication No. EB118, Prescriptive Method for Insulating Concrete Forms in Residential Construction, dated May 1998, published by the Portland Cement Association, subject to all applicability limits in Table 1.1 of that document. 2.3.3 IRC Method: Insulated concrete walls formed by ECO-Block and ECO-Block Commercial Forms comply with Figure F611.3 of the IRC as flat insulating concrete wall forms. Wall design, construction and materials shall comply with Section R404.4 or R611 of the IRC as applicable to flat. insulating concrete form wall systems. 2.4 Installation: The ICFs and resulting concrete walls shall be supported on concrete footings complying with Chapters 18 and 19 of the UBC or IBC or Chapter 4 of the IRC, as applicable. Two side panels are placed next to each other and the plastic webs are connected with connectors of the appropriate length, to form the required wall thickness. Placement of the form units begins at a corner and proceeds around the perimeter in one direction only. The amount of reinforcing, placement and spacing required shall be determined for each project, based on the approved plans and the applicable code. Vertical rebars embedded in the footing must extend the minimum development length necessary for compliance .with Section 1912 of the UBC or Chapter 12 of ACI 318-99 (IBC and IRC). Additional reinforcement around doors and windows is required to be described in the approved drawings. Concrete quality, mixing and placement must comply with Section.1905 of the UBC, Chapter 5 of ACI 318-99 (IBC) and Section R611.6.1 of the IRC. Window and door openings are built into the form units, with wood or polyvinyl chloride plastic frames of the same dimensions as the "rough stud opening" specified by the window or door manufacturer, prior to the pouring of the concrete. Anchor bolts used to connect wood plates or ledgers to the concrete shall be cast in place, with the bolts sized and spaced as required by design. Wood ledgers are attached to the concrete wall by removing the face shell of the form units, with the height of the removed portion being equal to the depth of the wood ledger. Wood plates are anchored to the top of the wall. Anchor bolts used to connect the wood ledgers or plates to the concrete are cast in place, with the bolts sized and spaced as required by design. 2.5 Interior Finish: Form units exposed to the building interior shall be finished with minimum '/2 inch -thick (12.7 mm) gypsum wallboard placed with the long side vertical. The wallboard is attached to plastic webs with minimum 1'/2 inch -long (38 mm), No. 6, Type W, buglehead screws, spaced 12 inches (305 mm) on center to each web spaced 8 inches (206 mm) on center, penetrating through the web'/4 inch (6.4 mm). 2.6 Exterior Finish: 2.6.1 Above Grade: The form units shall be covered on the exterior with an approved weather -resistive barrier as required by Section 1402 of the UBC, water -resistive barrier as required by Section 1403 of the IBC, or weather -resistant sheathing paper as required by Section R703 of the IRC. This barrier or paper is installed in .accordance with either the applicable code or a current evaluation report. The wall covering is attached to the plastic webs with No. 6, coarse - thread, gypsum wallboard steel screws. The screws must be corrosion -resistant and have sufficient length to penetrate through the 0.2-inch-thick (5 mm) portion of the webs at least 3/4 inch (19 mm), or, when loaded in withdrawal, to penetrate through the web at least 1 inch (25 mm). Fasteners have an allowable withdrawal capacity of 190 pounds (845 N) and an allowable lateral capacity of 42 pounds (187 N). The maximum screw spacing is 12 inches (305 mm) on center or as specified in the applicable code, evaluation report, or calculations, whichever is most restrictive. Negative wind pressure capacity of the exterior finish material is recognized in the applicable code, for generic materials, and in a current evaluation report for proprietary materials. 2.6.2 Below Grade: Materials used to damp-proof basement walls shall be specified by ECO-Block, LLC, and shall comply with the.applicable code or an evaluation report, and shall be compatible with the foam plastic units. Applicable damp -proofing and waterproofing requirements are in Appendix Chapter 18 of the UBC, Section 1806 of the IBC, and Section R406 of the IRC. Compliance with drainage requirements in Section 1804.7 of the UBC, Section 1806.4 of the IBC, or Section R406.1 of the IRC, is necessary. 2.7 Crawl Space Installations: ECO-Block Standard Forms with a solid concrete core are permitted to be used as walls of crawl spaces without a covering, subject to the following conditions: 1. Entry to the attic or crawl space is only to service utilities, and no heat -producing appliances are permitted. 2. There are no interconnected basement areas. 3. Air in the crawl space is not circulated to other parts of the building. 4. Underfloor ventilation complying with Section 2306.7 of the UBC, Section 1202.3 of the IBC, or Section R408.2 of the IRC is provided: 2.8 Fire -resistance -rated Construction: ECO-Block Standard Forms -can be used to construct fire - resistance -rated wall assemblies as follows: CONCRETE THICKNESS (inches) FIRE -RESISTANCE RATING (hours) 4 2 6 4 8 4 For SI: 1 inch = 25.4 mm, 1 plf = 14.6 Wm. The normal -weight concrete shall have carbonate aggregate and a minimum 28-day compressive strength of 3,500 psi (24.1 MPa). The minimum reinforcement is No. 5 reinforcing bars centered in the concrete, and spaced 12 inches (305 mm) on center vertically and 16 inches (406 mm) horizontally. The axial compression load must be 7 percent (maximum) of the load determined in accordance with Chapter 19 of the UBC or IBC. 2.9 Special Inspection: 2.9.1 UBC: Special inspection is required as noted in Section 1701 of the UBC for placement of reinforcing steel and concrete, and for concrete cylinder testing. When approved by the building official, special inspection may be waived when all of the following conditions are met: 1 Walls are a maximum of 8 feet (2.4 m) high, and are limited to use in single -story construction of Group R, Division 3, or Group U, Division 1, Occupancies. P�ge 3 of 5 ER-5498 �2 Maximum height of a concrete pour is 48 inches (1219 mm). Succeeding lifts must be placed in accordance with Section 1905.10.5 of the UBC. Q Installation is by installers approved by ECO-Block, LLC. /® Half the allowable stresses or loads permitted by the UBC. are used for the design of the walls. ( Installation instructions indicate methods used to verify proper placement of concrete. 2.9.2 IBC: Special inspection is required as noted in Section 1704 of the IBC for placement of reinforcing steel and concrete, and for concrete cylinder testing. When approved by the building official, special inspection may be waived for construction of Group R, Division 3, or Group U Occupancies. Quality assurance plans for seismic resistance and wind requirements shall be prepared in accordance with Sections 1705 and 1706 of the IBC, respectively, when required. 2.9.3 IRC: For walls designed in accordance with Section 2.3.3, special inspection is not required. For walls designed in accordance with the IBC, as permitted by Sections R104.11 and R301.1.2 of the IRC, special inspection in accordance with Section 2.9.2 of this report is required. 2.10 Identification: Each bundle of forms is labeled with the product name (ECO- Block Standard or ECO-Block Commercial); the ECO-Block, LLC, name, address and telephone number; the evaluation report number (ER-5498); the manufacturing date; the lot number; the manufacturing location; and the name of the quality control agency (Intertek Testing Services NA, Inc.). . 3.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Interim Criteria for Foam Plastic Insulation (AC12), dated July 2002, and the ICC-ES Interim Criteria for Concrete and Concrete Masonry Wall Systems (AC15), dated June 2003; reports of room fire tests. in accordance with UBC Standard 26-3; and a quality control manual. 4.0 F`NDINGS That the ECO-Block Insulated Concrete Forms (ICFs) for Concrete Walls described in this report comply with the 1997 Uniform Building CoddTm, the 2000 International Building CodeP, and the 2000 Intemationa/ Residential CodaP, subject to the following conditions: 4.1 Form units are manufactured, Identified and installed in accordance with this report and ECO- Block's published installation instructions. 4.2 Concrete walls formed by the units are limited to combustible construction as defined in Chapter 6 of the UBC or IBC,.as applicable. 4.3 Plans and calculations showing compliance with this report are submitted to the building official for each structure. 4.4 Form units are separated from the building Interior with minimum 1/2-inch-thick (12.7 mm) regular gypsum wallboard, installed as noted in Section 2.4 of this report. 4.5 Special inspection is provided In accordance with Section 2.9 of this report. 4.6 Form units are manufactured by the additional listees noted in this report, with quality control inspections conducted by Intertek Testing Services NA, Inc. (AA-647-2). This report.is subject to re-examination in two years. 1 Pd� e 4 of 5 ER-5498 Standard System ' Commercial System FIGURE 1 •r wcooms 6• CONNECTOR Wfb -P LOCATKM VtB T N F U �11-j Mr, Oc "I Rr W= Fort uMW COUR= BL=co u+a,Rm FOR FWST COUPM • PAe 5 of 5 ER-5498 5TAN DARD WEB m COMMERCIAL W'EB FIGURE "Continued) 2411 W OilCASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823-9800 EVERETT (425)259-0817 COMPRESSION REPORT V GUI ty 7� AUG - 9 110 DEVELOPMENT ATTN: THE FOLLOWING WAS NOTED: FIELD TEST DATA 'zQ c o 8 O II< FIELD REPORT No. 120,16103 No. 52155 DATE CERT NO. & -- / PROJECT ILf�Z,2�2�SS r�� cJ�-,C LOCATION BLDG. PERMIT NO. OWNER WEATHER TEMP. ATIP AM 4OLJ T P ENGINEER ES C.TR f2CUN.Q G.IJ ARCHITECT CONTRACTOR % TRUCK SAMPLED J_ TRUCK TICKET NO. 6 6 70 7 MIX NO. TIME SLUMP ASTM C-143 %AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR TEMP. ASTM C-1064 GONG I AIR /5zv)0 n(.T• AIR TEST METHOD: ❑ PRESSURE ASTM C-231 OR ❑ VOLUME ASTM C-173 EQUIPMENT USED I.D. �� SLUMP CONE CSLCOO� THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH earcH ATAFOR cU.YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT / / FLY ASH C.A. L{ C.A. C.A. FINE AGG. �p WATER 3 TOTAL 3G 0zz _a7. iV C A•C,CL- CYLINDER NUMBER DATE MADE DATE T//ESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK (p/ — // ,I� t94— 6 6 X 7 Z OV Z 7-0 .. I oV 349 -720 6-4)�3 OZ. 6.1,b 330 CONCRETE COMPRESSION MACHINE I.D. #UUUL:UUU SAMPLE P/U DATE TEST METHOD SUPPLIER �� OM �� CEMENTTYPE AEA t�ADMIX. CAC12 PLACEMENT AREA& NOTES /�% NQ,4' 7-14, v CA-, 4-4 -e -5 ❑ ASTM C-1231 SAMPLING IN ACCORDANCE WITH ❑ ASTM C-617 APPLICABLE CODES & SPECS. CU. YARDS PLACED % DESIGN STRENGTH DSO C.6)7--"- --)- TEST RESULTS APPLY ONLY TO THE ITEMS C HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAMEJ S) PRINTED IJJ��/'7 .../// BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. INSPECTOR SIGNATURE - REVISED 1/02 1 SIGNED BY ,I CASCADE TESTING LABORATORY, INC. f ` TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 1425) 823-980C EVERETT (4251259.0812 COMPRESSION REPORT JllL 0 9 2004 ATTN: REV€60PMENT SERVICES CTF THE FOLLOWING WAS NOTED: CITY OF EDMOND FIELD TEST DATA 'z O 0 o 8 GO xG FIELD REPORT No. l 2 0 7 0 No. 52155 DATE &-//—D�/ CERT. NO. 1 O dos = 42,"7L' PROJECT 6,—Dg,.. 1,55 LOCATION /�3d, 7 BLDG. PERMIT NO. OWNER 1206)4111'-- 0?.Z0 WEATHER TEMP. �� AM OL-1f /LGl96 v— AT PM ENGINEER �/ f� C'N sQ•-G1J � �-�/ ARCHITECT CONTRACTOR TRUCK SAMPLED TRUCK TICKET NO. (O 7o 7 MIX NO. TIME SLUMP ASTM C-143 %AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR TEMP. ASTM C-1064 CONC I AIR 0 N-T AIR TEST METHOD: ❑ PRESSURE ASTM C-231 OR ❑ VOLUME ASTM C-173 EQUIPMENT USED I.D. /� SLUMP CONE CSLCOO� THERMOMETER CCOTHO AMMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar ' COMPRESSIVE STRENGTH a1rcH ATAFOR U. YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT C/ FLY ASH C.A. Lf C.A. C.A. FINE AGG. �D WATER Q 3 TOTAL 3 cTz CA 3c az CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ.IN) TOTAL LOAD STRENGTH PSI TYPE BREAK -�� al- 7 x (z •OV z .2I 6 CONCRETE COMPRESSION MACHINE I.D. #UUUL:000 SAMPLE P/U DATE TEST METHOD SUPPLIER ` DAq OM ,41,1 CEMENTTYPE ❑ ASTM C-1231 ❑ ASTM C-617 SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS. — CU. YARDS PLACED 0 AEA ADMIX. CAC12 % DESIGN STRENGTH PLACEMENT AREA & NOTES TlU.v Ct_/ 4-e_ S 3 4 .4) 7le — TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATU «L/' REVISED 1/02 COPIES TO: L SIGNED BY CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 14251 823.980C EVERETT (425)259.0817 COMPRESSION REPORT ATTN- THE FOLLOWING WAS NOTED: FIELD TEST DATA FIELD REPORT No. 1/ gU[ , No. 44823 DATE CERT. NO. 6 - 1 PROJEC yj ijewe6-10;�-Iccw LOCATION cn — e. BLDG. PERMIT NO. OWNER -D314? 41� 3 z2) 'VVr=ATHF.13 TEMP. AT AM G AT PM EER E210 ARCHITECT CON RACTO TRUCK SAMPLED J;FtTRUCK TICKET NO. Ti C/la'f' MIX NO. TIME SLUMP ASTM C-143 °% AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR TEMP. ASTM C-1064 CONC I AIR AIR TEST METHOD: ❑ PRESSURE ASTM C-231 OR ❑ VOLUME ASTM C-173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH , CYLINDER DATE DATE AGE AREA TOTAL STRENGTH TYPE NUMBER MADE 7 /�TNESTED DAYS SIZE t `(SO. IN) LOAD PSI BREAK V z%!a e / �'//� /' •Lr� �� ✓ �� / 14 &6 15 �715 6-36 719 3195V 5 d - � ✓ � 3° 3�iD CONCRETE COMPRESSION MACHINE I.D. #GCOG000 ElASTM C-1231 SAMPLE P/U DATE /TEST METHOD ElASTM C-617 SUPPLIER CEMENT TYPE AEA- 3 �f)Ti . ADMI�/ C C12 °% PLACEMENTAREA& NOTES l ✓ GEC I>C l� SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS. CU. YARDS PLACED ✓V STRENGTH it/ COPIES 720 I'15 CONCRETE COMPRESSION MACHINE I.D. #GCOG000 ElASTM C-1231 SAMPLE P/U DATE /TEST METHOD ElASTM C-617 SUPPLIER CEMENT TYPE AEA- 3 �f)Ti . ADMI�/ C C12 °% PLACEMENTAREA& NOTES l ✓ GEC I>C l� SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS. CU. YARDS PLACED ✓V STRENGTH it/ COPIES 720 I'15 fiEC V EIVED DAILY FIELD REPORT GO T E C TRAVEL/PREP TIM JOB NUMBER CONSULTANTS, INC. MAY 19 2004 /ham 6> z TIME ON SITE GA-z -UtVtLU ♦ TE PMENT SERVICES CTR. /S- 61-71611/o D 13256 NE 20th Street, Suite 16 CITY OF EDMONDS TIME OFF SITE DAY OF WEEIf Bellevue, WA 98005 /do0 D 425-747-5618 FAX 425-747-8561 HOURS CHARGED WEATHER YO 3, s ol,/Ls . S JOB LOCATION CLIENT/OWNER J2 �n s -7?r/sl unW ua _ ->� . 1C;4 r>r GEN RAL ONTRACTOR GENERAL CONTRACTOR'S SUPERINTENDENT MIL PERMIT UMBER iV!// 7 e l/? r , 447�{5 2oo1/ o3 � Zoa 03Za GRADING �� RACTOR GRADING SUPERI,NTENDENT VIS S PAGE , OF .Z ONs / le 4 m . e ; x✓NC n,dli a v TI[rtl " 110A � 7 � 5 P Y � .Qi(CG v4Ti ow� a� A o^/ d—ffdZ A, -52 SS I''7 ��fll? d u Z�CjgoJ�c Ac th AAf4 N/ �/ oo II / K �6 •{� Bind (6 a5 10 MeIA if G/ Ir P/J At d! ! . a va fi rlKdq tj �j �C1a Ces C q ( <A C J• IA)/E 12 iff6 t1 5 G SI o'S %l 4q11+'in Q afn t.' i✓C /✓ ofS 7/cf ' /S G'OhIGCT� i &( T , J S• J,// I o / 4J/1Mo I N / P G+S� 12N U �i 5t o 5 /////n 1 Yl' • �fPNq A & ioN H /S < Q I/ft [ 1 � /T q ^/ f.lioN JD G/• r1/itt 7 uD7/!1 C(CGl I f l(!U ff : e,,, d . R s A cle W Le 5 lsk of it " wm4 " ' kyt� yr l l C'/Pr �l al ti l2 r,G a f 4 -f /a /J LWAM5 146 Al/tt�� H S /G� /? qy� J//ll I A S siI iJ U� f w 1/•C C/ QININ ��` • � • � s. e of s�U / 1 tt t7a s t ej, lU lSaAj 64 A / bA bob NEXT SITE VISIT: /V ee� COPY TO: ( SIGNATURE: �, J GEOTECH CONSULTANTS, INC. 13256 NE 20th Street, Suite 16 Bellevue, WA 98005 425-747-5618 FAX 425-747-8561 DAILY FIELD REPORT TRAVEL/PREP TIME JOB NUMBER d 3ZZ TIME ON SITE DATE TIME OFF SIf� DAY OF K rr HOU CHARGED WEATHER -^ JOB LOCATION• t� f CLIENT/OWN R o £ 23 — 4 72 - t/ J/ S 611 a Af w I G GENERAL CONTRACTOR GENERAL CONTRACTOR'S SUPERINTENDENT MILES PERMIT NUMBER (f 4 /03 ?_o z a GRAbINGCONTRACTOR GRADING �SUPERINTENDENT VISITORS PAGE Z F % t o„l 4 - lao 5><�� soi)s aoj so1,Q d-�t/�l, b J s�oL e mar ao Nc S /oil D eo�C �a 7 4 .4, J l J -5,kele.,o„/ p 1 Ks 11 Aezlo& We_ . Js -{ a v / /5. /! 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Edmonds, WA 98020 Client: Alan Jackson Overview: The lots being developed at 1230 7 h Ave. S. in Edmonds are positioned with an exiting wetland running along the west end of the properties, As such the primary emphasis of the development will occur at the far east end of the priorities. The current development plans include a 50-foot buffer zone immediately west of the actual footprints of the houses going in. There are approximately 1881 square feet of mitigation area and 956 square feet of impacted area. These are the proposed re -vegetation areas of concern in this report. [See attachment] Current property conditions: The lots on this property run east and west and are sloped up to the east. The lower two-thirds of the property are serves as a watershed for the entire hillside a is wet nearly 12 months a year. The upper third of the lots are fairly typical Northwest urban forest in their vegetation make-up. The predominant trees are Douglas Fir, Western Red Cedar, Big -Leaf Maple, Red Alder and some native cherry. Understory growth is mainly blackberry, Elderberry, Ocean Spray, Salal and Sword Fern with a great deal of perennial and annual weed growth (Nettles, grasses and broadleaf weeds). Plant material recommendations: The plants recommended for re -vegetation of the areas that will be disturbed are not specifically wetland plants due to the conditions they will be planted in. They will not be required to withstand standing water for any great length of time, as a true wetlands plant would need to do. Rather, these native plants were chosen for their ability to survive in a Northwest urban forest. PLANT SIZE OTY APPROX. $ Vine Maple (Acer circinatum) 6-7 feet 9 $30.00 ea. Douglas Fir (Pseudotsuga menzeseii) 6-7 feet 4 $30.00 ea. Red Elderberry (Sambucus racemosa) 5 gal. 12 $13.00 ea. Ocean Spray (Holodiscus discolor) 5 gal 12 $13.00 ea. Red Flowering Currant (Ribes sanguinium) 2 gal 12 $7.00 Salmonberry (Rubus spectabilis) 2 gal 12 $7.00 Swordfern (Polystichum munitum) 1 gal 50 $3.00 Approximate cost for all plant material is $1020.00 All plants should be healthy nursery grown stock. Spacing should allow for the growth of the plant and should not crowd each other. The Maple and Fir should be evenly planted in the area allowing for the mature height. Plants of similar species should be planted in groups of three with a minimum. spacing of 5 feet and a maximum of 10 feet. The Elders will spread out so spacing should be the maximum for them. The Salmonberry should have the minimum spacing. The Swordfern should also be planted in groups with a spacing of 18 inches. The ultimate survival of the plant material will be the care they get immediately after they are planted. It is essential that their water requirements be met for the next full growing season. Ideally the planting should take place in the fall of the year, if possible, for the plants to get a really good start. Generally this will fulfill the watering needs for establishing the plant material unless we have a really dry fall and winter. Continued watering in the spring and summer will insure the survival of the plants. y ..QEOTECH C044SULTANTS, INC. CITE ®y Alan Jackson 16401 Highway 99 Lynnwood, Washington 99037 Subject: Review of Dispersion System Plans Proposed Residences -- Lots 1, 2, and 3 1230 — 7th Avenue South Edmonds, Washington Dear Mr. Jackson: Q3z AvtS 13256 Northeast 2M Street, Suite 16 Bellevue. Washington 98005 (425) 747-5618 FAX (425) 747-8561 April 16, 2004 JN 03322 RECEIVED APR 19.2004 PERMIT COUNTER via facsimile- (425) 787-9112 We have completed a general review of the geotechnical aspects of the plans for the proposed stormwater dispersion trenches to be constructed on the northern three lots (Lots 1, 2, and 3) of the subplat. The plans we reviewed included Sheets C-1 through C-6. The plans were prepared by CSP Engineering and are dated October .13, 2003. We completed a geotechnical, study of this site on September 3, 2003. The proposed dispersion trenches are to be located along the western edge of the development area. The natural grades on the land to the west of the proposed dispersion trenches are inclined at approximately 20 to 30 percent and the slope is fully vegetated with mature- trees and undergrowth. The grading plan and drainage plans indicate that the new dispersion systems will be located at existing grades with no fill added to the existing grades above or below the system. A vegetated filter strip will be installed along the downslope side of the dispersion trenches to create a level'discharge area and•to reduce potential erosion. Given the relatively gentle inclination of the slope below the proposed dispersion system and the soil conditions observed in our test pits, it is our opinion, provided that the recommendations provided in the geotechnical study are followed, that the installation of the planned dispersion system will not result in slope instability at the subject site. GEOTECH CONSULTANTS, INC. Aran Jackson April 16, 2004 •� r i •o We trust this letter fulfills your needs at this time further assist you. JN 03322 Page 2 Please contact us with any questions or if we can Respectfully submitted, EOTECH CONSULTANTS, INC. 6 A'1 James H. Strange, Jr., P.E. Geotechnical Project Manager cc, Graham Northwest, Inc. — Kris Stott or Dave Stafford via facsimile: (425) 984-0120 Lisa Bride via facsimile: (425) 672-9182 Mountain Shadow Construction — Jerry, Dawes via facsimile: (425) 745-5805 JHS. jhs GEOTECH CONSULTANTS, INC. -►A) %=U i cq'n rauc of D3-S6y GE TECH CONS TANTS, INC. I i Ala i Jackson 16d 01 Highway 99 Lyr nwood, Washington 99037 • 84 13256 Nwth ut 20th Sued Shire 16 . Bdlcvua, Washington 98005 (425) 747-5618 FAX (42S) 747-.8561 RECEIVE SOject: Geotechnical Engineering Study Proposed Wilderness Bluff Short Plat 1230 — 7th Avenue South Edmonds, Washington Dear Mr. Jackson: 24 SEP 0 8 210303 September 3, 2003 JN 03322 DEVELOPMENT SERVICES BUILDING VZ5CE,1V 5RF` 2 2 2003 SEC � 2 2003 i pERM11 �tJUN1ER via facsimile: (425) 787-9112 are pleased to present this geotechnical engineering report for the proposed single-family lences to be constructed in Edmonds, Washington. The scope of our work consisted of )ring site surface and subsurface conditions, and then developing this report to provide mmendations for general earthwork and design criteria for foundations and retaining walls. work was authorized by your acceptance of our Contract for Professional Services dated July W I were provided with a preliminary site plan that includes some topographic information. APM Ind sines, Inc. developed this plan, which is dated September 14, 2002. Based on this plan and on onversations with Alan Jackson, we anticipate that the development will consist of dividing the ap oximatey 1.8-acre site into four lots and constructing one single-family residence on each lot. Th� houses will be accessed via driveways off of 7th Avenue South and will be set back 25 feet fro the street. Each house will consist of one floor of living space and a garage over a daylight ba ement. Some cuts and fills will be necessary to achieve the proposed finish floor elevation of ap roximately 8 to 10 feet below existing street grade, and a small backyard will be filled at finish floor elevation. No development is proposed on the western side of the site, as this area is a deslionated wetland. If t e scope of the project changes from what we have described above, we should be provided wit revised plans in order to determine if modifications to the recommendations and conclusions of thi , report are warranted. SITE CONDITIONS SURFACE Th fI Vicinity Map, Plate 1, illustrates the general location of the site. The undeveloped, wooded site is Ibcated on the western side of 7th Avenue South in Edmonds. The site slopes from east to west, wit elevations varying from approximately 246 feet at the southeastern comer to .approximately . 2 feet at the southwestern comer_ Most of the western part of the site is a relatively flat destignated wetland, and there is a creek that winds along the western property line. The proposed development area is located on the sloped, eastern portion of the site. The slopes are inclined at approximately 30 percent and are covered with tall deciduous and evergreen trees_ The ground is GEOTECM CONSULTANTS, INC 1s./ r •� r uJV• Jackson amber 3, 2003 ;X' MUM VAL& 03 JN 03 322 Page 2 covered'with blackberry and morning glory vines near the street and with ferns and other low growth vegetation elsewhere. There is an area on the southern part of the site where app oximately 10 feet of yard waste and construction debris have been dumped to form a locally steeper slope. Dumped garbage, yard waste, and construction debris were observed scattered thro .hoot the site. The adjoining properties are developed with single-family residences. subsurface conditions were explored by excavating seven test pits at the approximate ons shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the >sed construction, anticipated subsurface conditions and those encountered during ration, and the scope of work outlined in our proposal. Th test pits were excavated on July 24, 2003 with a small, rubber -tracked trackhoe provided and op ted by Alan Jackson. A geotechnical engineer from • our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" sapies of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are Provided in Plates 3 and 4 of this report. ie test pits encountered a 6- to 24-inch layer of topsoil and 2 to 3 feet of weathered sand d gravel with abundant roots overlying dense to very dense sand and gravel with' cobbles d occasional boulders. One to 2 feet of sand and gravel fill was encountered overlying 3 topsoil in Test Pits 1, 4, and 7. The dense to very dense sand and gravel was countered to the maximum explored depth of 9 feet below existing grade. The depths of it layers, including topsoil, that are indicated on the logs are approximate. More exact finition of soil unit thicknesses would require more explorations. rge amounts of yard waste, garbage, and construction debris were observed scattered -oughout the site and were encountered in the topsoil and in the fill. This debris will need be removed during site clearing. Groundwater seepage was observed at depths of 6 to 6.5 feet in Test Pits. 3 and 5; however, the test pits were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. The final logs represent our interpretations of the field logs. The stratification lines on the logs re resent the approximate boundaries between soil types at the exploration locations. The actual iral�sition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. Th relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in he area of the test pits. If this presents a problem, the• backfill will need to be removed and re laced with structural fill during construction. GEOTECH CONSULTANTS. INC. u�rbor sw� a r . 00 14L7J r M Oa ur-u i to.n � rw= ny Ale n Jackson JN 03322 Se 3tember 3, 2003 Page 3 CONCLUSIONS AND RECOMMENDATIONS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A :RAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE AINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD THE ENTIRE DOCUMENT. proposed development will consist of dividing the site into four roughly equal lots and ructing one single-family residence on each lot. The recommendations presented in this . t are based on the assumption that the earthwork for all of the houses can be completed at If the development plans change, we should be notified so that we may update our emendations accordingly. Th4 test pits conducted for this study encountered loose fill, topsoil, and highly weathered sand and gravel overlying dense to very dense sand and gravel. Competent, native soils were encountered between 1. and 4 feet below existing grade, with the thicker loose, .surficial .layer encountered near th top of the slope on the eastern side of the site. The native sand and gravel soils encountered be w the root line are competent to support the four proposer) single-family residences. on co ventional foundations. These soils are also suitable for reuse as structural fill throughout the sit . The topsoil and weathered sand may be reused as fill in non-structural areas such as landscaping beds. Dumped construction debris, yard waste, and garbage were observed throughout the site. This material is not suitable for -reuse as fill and should be removed during site sed on the topographic Information provided to us, and on our understanding of the project. no cuts and fills will be required to achieve the proposed finish floor elevation of 8 to 10 feet ow existing street grade. Because the proposed houses will be set back at least 25 feet from edge of the street, cut slopes inclined no steeper than 1:1 (Horizontal:Vertical) can be made din the eastern property line. Please note that this inclination applies only to the native sand and vel; the fill and debris encountered near the surface on most of the site should be removed ing site clearing. Also, groundwater was encountered in two of the downslope test pits during ioration. If groundwater is encountered during the excavation on the upslope side of the site, pat slopes below the groundwater table will likely experience some sloughing or caving. To gate the potential for instability of the cut slopes below the groundwater table, the cuts may e to be backfilled with rock ballast. We should be contacted at once if groundwater is ountered during the excavation of the cut slopes. All cut slopes should be protected iediately with plastic sheeting and should be monitored daily by the superintendent for cations of instability. Soil stockpiles and debris from site clearing should not be stored at the of any cut slope. foundation walls between the adjacent residences are approximately 10 feet apart as shown the site plan. The soil between the foundation walls of the proposed residences should be loved as part of the mass excavation .where it cannot be inclined at 1:1 (H.V). Taking into . cunt a space allowance of 2 feet on each side for footings, drains, and forms, cuts cannot eed 3 feet between the foundation walls. GEOTECH CONSULTANTS. INC. 07/ 0J/ L00J 1 f : 00 #A'J f 1441 %=U 1 L611 f'I4lt 03 Alai i Jackson. • • JN 03 322 . Se 1 ember 3, 2003 Page 4 Based on the site plan, it appears as though cuts on the order of 6 to 8 feet will be necessary to ach eve finish . floor elevations of the northernmost houses and southemmost. The plan shows eac i of these houses set back 5 feet from the northern and southern property lines, respectively. Bec ause the site soils may be inclined no steeper than 1:1 (H:V) shoring will be required to make the proposed cuts unless the finished floor elevations of these structures are revised. We can ma a recommendations for the design of these temporary shoring walls if they are required. Bas ed on the topographic information provided to us, fill on the order of 6 to 8 feet will be required to evel the finish floor of. each house at its proposed finish floor elevation. However, we recommend that footings be placed on no more than 5 _feet of structural fill. Finished fill slopes sho uld not be inclined steeper than 2.5:1 (H:V). Depending on the desired back yard layout and the location of the wetland buffer, it may prove more economical to overexcavate, place the do nslope foundations on native. dense send and gravel and leave a tall. crawl space, or to step the buildings down the slope. Alternatively, a reinforced fill rockery could be constructed new the we tern edge of the development area to level the site. Regardless of which method is chosen, we rec mmend that the downslope foundation wall be designed as a retaining wall to retain the soil within the crawl space or beneath the slab down to the footing level. Fill rockeries taller than 4 feet will Irequire geogrid reinforcement; *we can provide a design if necessary. We should review the grading plans once the house layouts are finalized. The site sand and gravel below the root line is suitable for reuse as structural fill. The earthwork con ractor should prepare the fill areas by removing the topsoil and highly weathered sand above the root line. The new fill should be benched into the dense native soils by cutting flat benches into the dense native soils. Each horizontal lift of fill should be tested to ensure that adequate paction is being achieved. The foundation walls should be backfilled with free -draining structural fill. The site sand and gravel belt w the root line is acceptable for use as wall backfill. Footing drains should be installed at the bas a of each foundation wall. We recommend that each residence have its own independent fou dation drainage system, so two separate drains would .need to be placed in the back -fill 5e een the adjacent houses. Drainage should also be provided behind all retaining walls and con L�Th erosion control measures needed during site development will depend heavily on the weather IleItions that are encountered during construction. Site clearing will expose a large area of bare soil and the erosion potential on the site is moderate due to the slope of the site. We anticipate the a silt fence will be needed around the downslope sides of any cleared areas and around the wet ands. Straw bales should be placed against the sift fence for added protection during gradhg. Rocked construction access roads should be extended into the site to reduce the amount of mud carded off the property by trucks and equipment. Wherever possible, these roads should follow the alig iment of planned pavements. Soil stockpiles should be covered with plastic during wet we ther. Following rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. :h Consultants, Inc. should be allowed to review the final development plans to verify that the nendations presented in this report are adequately addressed in the design. Such a plan would be additional work beyond the current scope of work for this study, and it may include is to our recommendations to accommodate site, development, and geotechnical lints that become more evident during the review process. GEOTECFI CONSULTANTS. INC. v21uoi LNN.2 a r . vo 444 f Al • Ala Jackson Se tember 3, 2003 ULU1Ct,ft P""= Gb • JN 03322 Page 5 recommend including this report, in its entirety, in the project contract documents. This report Ad also be provided to any future property owners so they will be aware of our findings .and immendations. CONSIDERATIONS site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1997 Uniform ling Code (UBC). In accordance with Table 16-J of the 1997 UBC, the site soil profile within feet of the ground surface is best represented by Soil Profile Type Sc (Very Dense Soil). The soils are not susceptible to seismic liquefaction because of their dense nature. FOUNDATIONS Th proposed residences, can be supported on conventional continuous and spread footings be ring on undisturbed, dense, native sand and gravel, or on up.to 5 feet of properly compacted st aural fill placed above this competent native soil. See the section entitled General Earthwork an Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density tes ng during fill placement. Prior to placing structural fdl beneath foundations, the excavation sh Id be observed by the geotechnical engineer to document that adequate bearing soils have be n exposed.. We recommend that continuous and individual spread footings have minimum wi hs of 16 and 18 inches, respectively. Footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface. The local building codes should be reviewed to det 'rmine if different tooting widths. or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and eq ,ipment constraints, this may require removing the disturbed soil by hand. An lallowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for footings supported on the dense, native sand and gravel found below the root line or on structural fill placed abclve these competent native soils. A o1rWthird increase in this design bearing pressures may be used when considering short-term wi or seismic loads. For the above design criteria, it is anticipated that the total post -construction se ement of footings founded on competent, native soil, or on structural fill up to 5 feet in thi ness, will be about one-half inch, with differential settlements on the order of one -halt inch in a dis nce of 50 feet along a continuous footing with a uniform load. Lat6ral loads due to wind or seismic forces may be resisted by friction between the foundation and the I bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the fou dation. For the latter condition, the foundation must be either poured directly against relatively lev 1, undisturbed soil or be surrounded by level structural fill. We recommend using the following ulti ate values for the foundation's resistance to lateral loading, GEOTECM CONSULTANTS. INC. Jackson • amber 3, 2003 PARAMETER ULTIMATE VALUE Coefficient of Friction OAO Passive Earth Pressure 250 pcf Where: p) pcf is pounds per cubic foot, and (il) passive earth pressure is computed using the equivalent fluid density. rw= ur JN 03322 Page 6 If t�e ground in front of a foundation is loose or sloping, the passive earth pressure given above will no be appropriate and we should be contacted for a revised. recommendation. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when us�g the above ultimate values. FOUNDATION AND RETAINING WALLS R aining walls backfilled on only one side should be designed to resist the lateral earth pressures im ed by the soil they retain. The following recommended parameters are for walls that restrain . le I backfill. AR Active Earth Pressure " 30 pcf Passive Earth pressure 300 pof Coefficient of Friction 0.40 Soil Unit Weight 135 pcf where: (Q pcf is pounds per cubic foot, and (IU active and passive earth pressures are computed using the equivalent fluid pressures. • For a restrained wall that cannot deflect at least 0.002 Nines Its height, a uniform lateral pressure equal to 10 psi times the height of the wall should be added to the above active equivalent fluid pressure• values given above are to be used to design permanent foundation and retaining walls only. passive pressure given is appropriate for the depth of level structural fill placed in front of a ining or foundation wall only. The values for friction and passive resistance are ultimate values do not Include a safety factor. We recommend a safety factor of at least 1.5 for overturning sliding, when using the above values to design the walls. Restrained wall soil parameters .11d be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. is intended to reduce the amount of cracking that can occur where a wall is restrained by a ler. design values given above do not include the effects of any hydrostatic pressures behind the Is and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent ndations will be exerted on the walls. If these conditions exist, those pressures should be added GEOTECM CONSULTANTS. INC. arti,ar&WWj ar.uo ra;rrr�o• ULUIr-Ln . h'iil7t Gt! Ala Jackson JN 03322 Se I mber 3, 2003 Page 7 to till a above lateral soil pressures. Where sloping backfill is desired behind the watts, we will need to t 9 given the wall dimensions and the slope of the backfill in order to provide the appropriate des n earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid . de4ty; a traffic surcharge should be applied to the eastern foundation wall of each residence. Heavy construction equipment should not be operated behind retaining and foundation walls within a di tance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be ccomplished with hand -operated equipment to prevent the walls from being overloaded by the hia r soil forces that occur during compaction. ckfill placed behind retaining or foundation walls should be coarse, fine -draining uctural fill containing no organics. This backfill should contain no more than 5 percent silt clay particles and have no gravel greater than 4 inches in diameter. The percentage of rticles passing the No. 4 sieve should be between 25 and 70 percent. The native sand d gravel encountered below the root line during our explorations is suitable for reuse as ainino wall backfill. purpose of these backfill requirements is to ensure that the design criteria for a ining wall are not exceeded because of a build-up of hydrostatic pressure behind the , The top 12 to 18 inches of the backfill should consist of a compacted, relatively -�rmeable soil or topsoil, or the surface should be paved., The ground surface must also e away from backfilled walls to reduce the potential for surface water to'percolate into backfill. The section entitled General Earthwork and Structural Fill contains immendations regarding the placement and compaction of structural fill behind retaining foundation walls. The above recommendations are not intended to waterproof the below -grade walls. The berformanee of subsurface drainage systems will degrade over time. Therefore, aterproofing should be provided where moist conditions or some seepage through the alls are not acceptable in the future. This typically includes limiting cold -joints and wall netrabons, and using bentonke panels or membranes on the outside of the walls. pplying a thin coat of asphalt emulsion is not considered waterproofing, but will only help {o prevent moisture, generated from water vapor or capillary action, from seeping through, the concrete. With any project, adequate ventilation of basement and crawl space areas is Important to prevent a build up of water vapor that may be transmitted through concrete Calls from the surrounding soil. ON -GRADE building floors may be constructed as slabs -on -grade atop the native sand and gravel, or on tural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab truction or underslab fill placement. Any soft areas encountered should be excavated and ced with select, imported structural fill. GEOTECH CONSULTANTS. INC. Alai i Jackson JN 03322 September 3, 2003 Page 8 All labs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum flinch thickness of coarse, free -draining structural fill with a gradation similar to that discussed in Permanent Foundation and Retaining Walls. As noted by the American Concrete Inst Lute (ACI) in Section 3.23 of the Guides for Concrete Floor and Slab Structures, proper. mot 5ture protection is desirable immediately below any on -grade slab that will be covered by tile, woc d, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI aIsc notes that vapor retarders, such as 6-mil visqueen, are typically used. A vapor retarder is deft led as a material with a permeance of less than 0.3 US perms per square foot (psf) per hour, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, aQugh the manufacturers of the admixtures should be consulted. However, if no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour who tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can me0t this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded conipactable granular material, such as a 5/8 inch minus crushed rock pavement base, should be pia ed over the vapor retarder or barrier for protection of the retarder or barrier and as a'blotter" to aid in the curing of the concrete slab. Send was not recommended by ACI for this purpose. Ho ver, the use of material over the vapor retarder is controversial as noted In current ACI lite tune because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, w4h is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Th refore, if there is a potential that the protection/blotter material will become wet before the slab is i stalled, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that. because there Is a potential for slab cure due to the loss of the blotter material, join spacing in the slab be reduced, a low shrinkage concrete mixture.be used, and ."other me sures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Wa er Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" geerally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these iss yes and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. Our opinion is that with impervious surfaces that all me ns should be undertaken to reduce water vapor transmission. anticipate that rockeries may be used to level the backyards. At least 12 inches of quarry s should be placed behind rockeries to reduce the potential for soil eroding through them. A gated drain pipe surrounded by drain rock should be installed behind the rockeries. recommend limiting fill rockeries to a height of 4 feet and constructing them on only competent ie soil. The lower two-thirds of the rockery should be constructed with 3- to 4-man rocks and fill should be placed and compacted to structural fill requirements. Prior to rockery ;truction, the fill should be placed beyond the planned rockery location and then cut nearly cal so that the soil in back of the rockery is thoroughly compacted. Since grading plans were established at the time of this report, the relationship between the proposed footings and .. - ..:. -. ----- -- -----GEGTECH-C(>NSULTANT-S iNC-_....-------..__. VjIZl Vj 1I:l7tf 4[Ol1 lLU1Ct+P9 rwu= 10 Alai i Jackson • • JN 03322 Se tember 3, 2003 Page 9 proposed osed rockeries could not be determined. Foundations closer to the back of the rockery than two times the height of the rookery would exert a surcharge on the adjacent rockeries; surcharged roclfenes or rockeries taller than 4 feet will require the use of geogrid reinforcement in the backfill. Welcan provide a rockery detail if necessary. IN 1 construction of rockeries is, to a large extent, an art not entirely controllable by engineering me od$ and standards. It is imperative that rockeries, if used, are constructed with care and in a pro r manner by an experienced contractor with proven ability in rockery construction. The roc eries should be constructed with hard, sound, durable rock in accordance with accepted local pra ice and City of Edmonds standards. Soft rock, or rock with a significant number of fractures or 1 clusions, should not be used, in order to limit the amount of maintenance and repair needed ov time. Provisions for maintenance, such as access to the rockery, should be considered in the VA77ONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be ma near property boundaries, or existing utilities and structures. Based upon Washington Ad nistrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Ty B. Therefore, temporary cut slopes greater than 4 feet. in height cannot be excavated at an incl nation steeper then.1.1 (Horizontal:Vertical), extending continuously between the top and the bo om of a cut. As discussed in the General section of this report, groundwater exiting cut slopes carlead to rapid destabilization of the cut. If groundwater is encountered in any of the. cuts at the sit , the excavation should be immediately backfilled to above the line of seepage and the ge technical engineer should be called to the site to evaluate the need for remedial measures. The above -recommended temporary slope. inclination Is based on what has been successful at oth Br sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a rek Lively short duration to allow for the construction of foundations, retaining walls, or utilities. Tel cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that gravel can cave suddenly and without waming. Excavation, foundation. and utility cogtractors should be made especially aware of this potential danger. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2.5:1 (H:V). To reduce the potential for shallow slo ighing, fill must be keyed and benched into the existing slopes. Adequate compaction of the slo a face is important for longterm stability and is necessary to prevent excessive settlement of pa los, slabs, foundations, or other improvements that may be placed near the edge of the slope. Th can be accomplished by overbuilding the compacted fill and then trimming it back to its final inc ination. Water should not be allowed to flow uncontrolled over the top of any temporary or pe anent slope. Also, all permanently exposed slopes should be seeded with an appropriate saecies of vegetation to reduce erosion and improve the stability of the surficial layer of soil. An� disturbance to the existing slope outside of the building limits may reduce the stability of the slope. Damage to the existing vegetation and ground should be minimized, and any disturbed areas should be revegetated as soon as possible. Soil from the excavation should not be placed onIthe slope, and this may require the off -site disposal of any surplus soil. GEO'fECN CONSULTAN'f$:1NC.i 777/ 03/ kv.Uzi 1 /: ots 4L7IOb1 • k*_UIhUH PAGE 11 Naf i Jackson JN 03322 September 3, 2003 Page 10 anticipate that cuts on the order of 6 to 8 feet will be required to achieve the proposed finish elevations. Based on the setbacks indicated on the site plans, the only locations where there be insufficient room within the property lines to make the proposed cuts are on the northern of the northernmost house and the southern side of the'southernmost house. If the house Lions or elevations cannot be adjusted to maintain the recommended cut slope inclinations, ing will be required to make the proposed cuts. We can provide design recommendations for ing d it is necessary. CONSIDERATIONS Fodndation drains should be installed around the perimeter of each of the residences. We recommend that each residence have its own independent foundation drainage system. Drains should also be placed at the base of all earth -retaining walls. -These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven, geotextile. fitter fabric (Mirafi 140N, Supac 4NP, ' or similar material). At its highest point, a perforated pipe invert sh uld be at least 6 inches below the bottom of a slab floor or the level of a crawl space, and It sh uld be sloped for drainage. All roof and surface water drains must be kept separate from the fou dation drain system. A typical drain detail is attached to this report as Plate 3. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. In Jeneral, an outlet drain is recommended for all crawl spaces to prevent a build up of any water that may bypass the footing drains. We can provide recommendations for interior drains. should th4 become necessary, during excavation and foundation construction. Gr undwater was observed during excavation of the test pits. If seepage is encountered in an exc avation, it should be drained from the site by directing it through drainage ditches, perforated pip.-, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at I ie bottom of the excavation. 1 excavation and site should be graded so that surface water is directed off the site and away n the tops of slopes. Water should not be allowed to stand in any area where foundations, )s, or pavements. are to be constructed. Final site grading in areas adjacent to the residences uld slope away at least 2 percent, except where the area .is paved. Surface drains should be vided where necessary to prevent ponding of water behind foundation or retaining walls. litionally, a drainage Swale should be provided upslope of each residence to intercept surface . -off and direct it into the storm drains. We recommend that catchbasins be placed in each. of driveways to capture surface water and direct it into the storm water system. Water from roof, m water, and foundation drains should not be discharged onto slopes; it should be tightlined to Iitable outfall located away from any slopes. I h EARTHWORK AND STRUCTURAL PILL Iding and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and deleterious material. A large amount of dumped garbage and yard waste were observed shout the site; these materials will need to be removed during site clearing. The stripped or ed sand and gravel above the root line should not be mixed with any materials to be used as Iral fill, but they could be used in non-structural areas, such as landscape beds. GEOTECH CONSULTANTS, INC. eel nji lnnj 1 I : nts ago ,v 1 t-U I ECM PAGE 12 l 2 Alan Jackson JN 03322 Sep ember 3, 2003 Page I I Stru tural fill is defined as any f0, Including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls. or in other areas where the underlying soil needs to s pport loads. All structural fill should be placed in horizontal lifts with a moisture content at, or nea , the optimum moisture content. The optimum moisture content is that moisture content that res Its in the greatest compacted dry density. The moisture content of fill is very important and mu be closely controlled during the filling and compaction process. As discussed in the General sec on, the on -site gravel below the root line is suitable for reuse as structural fill. However, we re -mmend that footings be placed on no more than 5 feet of structural fill. allowable thickness of the fill lift will depend on the material type selected, the compaction pment used, and the number of passes made to compact the lift. The loose lift thickness j1d not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not ciently compacted, it can be recompacted before another lift is placed. This eliminates the d to remove the fill to achieve the required compaction. The following table presents immended relative compactions for structural fill: Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximwn dry density, as determined in accordance with ASTM Test Designation D 1557.91 (Modified Proctor?. General section should be reviewed for considerations related to the reuse of on -site soils; the rel below the root line is suitable for reuse as structural fill. Structural fill that will be placed in weather should consist of a coarse, granular soil with a sift or day content of no more than 5 :ent. The percentage of particles passing the No. 200 sieve should be measured from that Ion of soil passing the three -quarter -inch sieve. LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site co ditions as they existed at the time of our exploration and assume that the soil and groundwater co ditions encountered in the test pits are representative of subsurface conditions on the ske. If thi subsurface conditions encountered during construction are significantly different from those ob erved in our explorations, we should be advised at once so that we can review these conditions A reconsider our recommendations where necessary. Unanticipated soil conditions are. cor�t monly encountered on construction sites and cannot be fully anticipated by merely taking soil sa�nWes in test pits. GEOTECH CONSULTANTS,-INC.-- 1x7/ OJr [17oJ t r : Go ltU I t1.71 PAGE 13 Ala Jackson JN 03322 Sep ember 3, 2003 Page 12 ce conditions can also vary between exploration locations. Such unexpected conditions V require making additional expenditures .to attain a properly constructed project: It is inded that the owner consider providing a contingency fund to accommodate such extra costs and risks. This is a standard recommendation for all projects. report has been prepared for the exclusive use of Alan Jackson and his representatives for fic, application to this project and site. Our recommendations and conclusions are based on rved site materials, and selective engineering analyses. Our conclusions and nmendations are professional opinions derived in accordance with current standards of Ice within the scope of our services and within budget and time constraints. No warranty is !seed or implied. The scope of our services does not include services related to construction y precautions, and our recommendations are not intended to direct the contractor's methods, iiques, sequences, or procedures, except as specifically described in our report for deration in design. ADDITIONAL SERVICES In Jddition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide ge echnical consultation. testing, and observation services during construction. This is to confirm tha subsurface conditions are consistent with those indicated by our exploration, to evaluate w ther earthwork and foundation construction activities comply with the general intent of the rec mmendations presented in this report, and to provide suggestions for design changes in the eve t subsurface conditions differ from those anticipated prior to the start of construction. H ver, our work would not include the supervision or direction of the actual . work of the co ractor and its employees or agents. Also, job and site safety, and dimensional measurements, will the responsibility of the contractor. Subsequent consultation and testing services during the design and construction phase would be ed on a time -and -materials basis in accordance with terms and conditions of our attached sch dule of fees and general conditions. This work often includes a review of the geotechnical as of the.plans and interaction with the architect, civil engineer, and structural engineer. Also, it ay involve geotechnical observation and testing services during the construction phase, which would also be charged on a time -and -materials basis. Unless otherwise notified by the owner, we world assume that your acceptance of this proposal is also authorization to consult with the design tea�m�m as required on a time -and -materials basis. Dulling the construction phase, we will provide geotechnical observation and testing services only when requested by you or your representatives. We can only document site work that we actually o erve. it is still the responsibility of your contractor or on -site construction team to verify that our re emendations are being followed, whether we are present at the site or not. - . GEOTECH CONSULTANTS._ iNC. - -- -- VJ/VJ/}.VVJ Lf. VV 16Jf OL LNmu ICUI rPA14 Aian Jackson JN 03322 September 3, 2003 Page 13 The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plate 3 - 4 Test Pit Logs' Plate 5 Typical Footing Drain We appreciate the opportunity to be of service on this project. If you have any questions, or if we ma be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS. INC. Erin M. Toland Geotechnical Engineer esm EXPIRES 01-31- CJ James H. Strange, Jr., P.E. Geotechnical Project Manager GEOTECH CONSULTANTS, INC. • VJI.V.JI'LVV..I ......, ...... .,• �vic�w+ 1'AL7(: 1J • •• ` • ;� SNAVOM I COMY AW O� VIEtiI :; OiERf.00K ' IMC e ; S ylo, � A r' e i A, NJTT `Y 46 �I Ilai? 1 1RHt11 !i 91 491W SW PIS Me wz = 1MTBRY5wISOM 4q,13 AWN s� ; �'k 14 o�ti� rolpr1;' z s ia ir 1>im 96fH STMEUM IX Rq Int M. .VtDOW.��1 LL..►A t<: Anm"I y wj t SPEEtS ST:r ! --- —' �' r a ttAd%aLIP• ! Iq0 1°n.0 r �� Wo ST Stt s 1 OL i wares 17 ', �• •�.• _ wn . ' �ir � ilavw°.ra `� f>, ri ID ISPIiAC.II • i �^ q �� G i; MW •• , H"' �a V rAlDr Ow IN w 1 •' I `� '^I �I YTDNI il° a —A .qwl Jftk K . _ t M�CI.0 • _ 91 r � .23 rC T a ... I r•.: I¢y� �Ic/ST �j IS p (2t2M OIL _ • CELAN ST c uJ It/1 1A . rlo 'Kj a smu -e si�tm. , N f ° s. .�' ST 0!• mom�p v \ :.A au�i s ti �' t ; tr it wY w sip r ' 4 �a�. a 2111M s" - �' -Rim irk . r�E a a k % a n 's ^_ Ipm� �l >at .; i177M o>..a�grr E'• ! CI �� I r• z6 je �- not ~il� � y - 210 S: SIP 1BE ACOOU 1200 ! ( I Elh -' .�� ' Ztajlt 1'• " �i1 �T I al � ?ll Vi � � I I 1 qq I w t+ •' Q ltTl • .71.ej rrl .'jrl� /l QL Pl ., Y . �� I • .. � r= Rai- .. °or� , Qo, I sJa�sij: of _ :r: _ i b�I � i •:i o of Y+ 19l �IR 1 .-N_. • VICINITY MAP(;ONSliL7AMIN(. GEOTECH 1230 - 7th Avenue South 'S. Edmonds, Washington Job MO: Vale, Sca/e: P/ate 03322 July 2003 Not to Scale 1 • • YJ/ VJ/ iVVJ t I . VV 1LJ f 17 YiJ01 N ' 1 �a ' approximate wetland boundary proposed plat lines Ur_u 1 «In VAL& 16 • TP-5 •• TP- TP-4 proposed SFRs C� :• ;` 0 TP-6 •, c m > TP- a i i i 1 TP-1 ;• 230 240 SITE EXPLORATION PLAN GEOTECH 1230 - 7th Avenue South CONSULTANTS, M &- Washington dmonds, -- _ Job Ab. •Data Scala 03322 July 2003 Not to Scale 2 — -. i VJI VJ/ I.VV-I � f . VV %W-u 1 Q%on • r-w= t r 0 Test Pit 1 with 0 - 1.0 TOPSOIL Dark brown silty TOPSOIL with abundant roots, dry, loose 1.0 - 5.0 Sw Brown SAND with gravel and cobbles, slightly 5.0 - 6.0 moist, medium -dense -becomes dense to very dense 'No groundwater encountered, some caving from 0 - 3.0 feet during excavation Test Pit 2 a-. 0 - 1.0 �- FILL Brown sand and gravel FILL, with yard waste, loose .1.0 - 2.0 TOPSOIL Old, black TOPSOIL with abundant roots, dry, loose 2.0 - 4.0 Sw Brown SAND with gravel and cobbles, highly weathered, with abundant roots, slightly moist; 4.0 - 9.0 medium -dense Brown, gravelly SAND with cobbles, very moist, dense 'No groundwater encountered, some caving from 0-2.0 feet during excavation Test Pit 3 WT.1110M 0- 1 ,0 TOPSOIL Dark brown silty TOPSOIL abundant roots, dry, loose, mixed with construction debris Incl. 12- inch concrete rubble 1.0 - 6.0 Sw Gray -brown SAND with gravel and cobbles, medium -grained, slightly moist, dense 6.0 -7.0 -with more cobbles, becomes very.wet 'Groundwater encountered at 6.5 feet, some caving from 4.0 - 6.0 feet during excavation Test Pit 4 0- 0.5 TOPSOIL Dark brown silty TOPSOIL with abundant roots, dry. loose 0.5 - 2.0 FILL and TOPSOIL Gray -brown sand FILL.with gravel and occasional cobbles, medium -grained, slightly moist, loose to medium -dense, mixed with old TOPSOIL at 1.5 2.0 - 6.0 2.0 feet Sw Gray -brown SAND with gravel and cobbles, medium -to coarse -grained, very moist, dense 6.0-7.0 -becomes wet 'No groundwater encountered, some caving from 4.0 - 6.0 feet during excavation , TEST PIT LOGS GEOTECH 1230 - 7th Avenue South cotvsurr,�l+r�s,>a�G Edmonds. Washington 7 Jeb 03M2 DAauq dogglldpTl: Plaft • 3 gust Z003 tcIVI ' li'JI VJILVVJ � I • VV 1Lu1. A Test Pit 5 vur I LVI I rra%s 10 Depth. . D- . . 0- 2.0 TOPSOIL Brown silty TOPSOIL with abundant toots, dry, loose 2.0 - 4.0 SW Gray SAND with gravel and cobbles, moist, medium -dense 4.0 - 7.0 SP -becomes gray -brown, medium -grained, wet, dense *Groundwater. encountered at 6.0 feet some cavina from 6.0 - 7.0 feet durine excavation Test Pit 6 710- 1.0 .0 - 3.0 3.0 - 6.5 'No groundwater ..Test Pit 7 0- 2.0 2.0 - 4.0 4.0 - 7.5 'No groundwater i )PSOIL Dark brown silty TOPSOIL with abundant roots, dry, loose SIN Gray -brown SAND with gravel and cobbles, moist, medium -dense Sp -becomes medium -grained, very moist, dense tered, some caving from 3.0 - 5.0 feet during excavation FILL Gray -brown. sand and gravel FILL, dry, loose and Old TOPSOIL SW Gray -brown, highly weathered SAND with gravel and cobbles, with occasional roots, slightly moist; medium -dense - -dense, wet.at 7.0 fleet tiered, some caving from 6.0 - 7.0 feet during excavation GEO'TECH CONSULTANTS, INC- TEST PIT LOGS 1230 - 7th Avenue South Edmonds, Washington Job No. Darer At4 03322 August 20031 EMT IWashed (7/8" min. 6" min backfill away from ition.. Provide surface where necessary. Backfill (See text for requirements) Nonwoven Geotextile . Filter Fabric v O vo0 e OOO OO Ov�OOv r� u•�� e :5V A O•••Oo• 0r+:�?e 1 ightline Roof Drain (Do not connect to footing drain) SLAB 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) °•ep�•eCe•e�:OCw� •:0"tee. O �.�aOif�.i00.��1 e•O Free -Draining Gravel (if appropriate) . NOTES: (1) In crai A spaces, provide an outlet drain to prevent buildup of water that bypa ses the perimeter footing drains. (2) Refer o report text for additional drainage and waterproofing considerations. TWICAI, DRAIN DETAIL GEOTECH 1230 - 7th Avenue South corrssuta',vMMr- Edmonds, Washington ✓ab No. DatC Scal{o; plater 03322 August 2003 Not to Scale 5 'r kog KLEINFELDER An employee owned company October 15, 2003 Kleinfelder Project Number: 36170 Ms. Jeannine Graf City of Edmonds 121 Fifth Avenue .North Edmonds, Washington 98020 Subject: Third -Party Geotechnical Review Wilderness Bluff Short Plat 1230 - 7th Avenue South Edmonds, Washington Dear Ms. Graf - RECEIVED BUILDING DEPT. AVt This letter presents Kleinfelder, Inc.'s (Kleinfelder's) third -party independent review comments regarding geotechnical aspects for the Proposed Wilderness Bluff Short Plat located at 1230 — 7th Avenue South in Edmonds, Washington. Kleinfelder's services were performed in accordance with The City of Edmonds Task Order Number 2, dated September 26, 2003. SITE DESCRIPTION The short plat will consist of dividing an approximately 1.8-acre site into four lots and constructing one single-family residence on each lot. The site is bounded by 7th Avenue South to the east, residential homes and lawn space to the north and west, and single-family residences to the south. The east portion of the site is fairly level and consists of mowed grass and forbs. The middle portion of the site slopes down steeply (up to 30 percent) to the west. Vegetation in the middle portion of the site consists of deciduous and conifer trees and shrubs. The west portion of the site is relatively flat and comprises a forested wetland. Willow Creek flows along the west edge of the site. The local neighbors have reported that up to approximately 10 feet of yard waste and construction debris has been dumped along the southern half of the site and extends approximately halfway down the steeply sloping portion of the site. Vehicles dumping yard waste and construction debris have become stuck. and required assistance for removal. The neighbors have also reported that historic construction in this area has exposed springs within the slope. 36170/SEA31280.doc Page 1 of 4 Copyright 2003 Kleinfelder, Inc. K L E I N F E L D E R 2405 140th Avenue, NE, Suite A101, Bellevue, WA 98005 (425) 5 62-4 200 (425) 5 62-4 201 fax k'q KLEINFELDER r PROJECT DESCRIPTION One single-family residence will be located only on the, easternmost quarter of each lot, while the larger remaining portion will be a critical areas tract. Each home will consist of one floor of living space and a garage over a daylight basement. The homes will also be set back approximately 25 feet from 7`h Avenue South. Cuts and fills on the order of 8 to 10 feet will be required to achieve the proposed finish floor elevation. Some filling in the home backyards will be necessary to create a lawn area. PURPOSE AND SCOPE The purpose of our geotechnical engineering services was to provide third -party independent review of available geotechnical documents for. the site and preparation of this report. THIRD -PARTY INDEPENDENT REVIEW Our third -party review consisted of reviewing the following documents that were provided by the City of Edmonds: Five letters of complaint from local neighbors. Critical Areas Report 1230 7th Avenue South, Edmonds, Washington, prepared by Landau Associates for the City of Edmonds, Dated May 8, 2003. Geotechnical Engineering Study, Proposed Wilderness Bluff Short Plat, 1230 — 7`h Avenue South, Edmonds, Washington, prepared by Geotech Consultants, Inc. for Alan Jackson, dated September 3, 2003. Letter of Interest, prepared by the City of Edmonds to Mr. Alan Jackson. SUBSURFACE CONDITIONS Soil Geotech Consultants, Inc. (Geotech) explored subsurface conditions at the site by excavating seven backhoe test pits in August 2003. The test pits were located in the east portion of the* site where the residential homes will be located and extended to a maximum depth of about 9 feet below ground surface. Subsurface conditions encountered by Geotech consist of up to 24 inches of topsoil overlying up to 3 feet of weathered sand and gravel with abundant roots. This layer overlies dense to very dense sand and gravel with cobbles. Up to 2 feet of fill was encountered in three test pits. Geotech stated that large amounts of yard waste, garbage, and construction debris were observed scattered throughout the site and were encountered in the topsoil and fill. The site soils are classified as "Everett Series" according to the Soil Survey of Snohomish County Area Washington prepared by the United States Department of Agriculture. 36170/SEA3L.280.doc Page 2 of 4 Copyright 2003 Kleinfelder, Inc. f kTI KLEINFELDER r. r Groundwater Groundwater seepage was observed at depths of 6 to 6.5 feet below ground surface in two test pits. Because the test pits were open only for a short time period, the static water level was not confirmed. The Landau Associates (Landau) critical areas report encountered drain tiles on the west portion of the property. The drain tiles reportedly collect water from the east side of 7`h Avenue and deliver it to the project site as a point source approximately 6 inches below the ground surface. REVIEW COMMENTS As previously stated, the purpose of our services was to provide third -party independent review of available geotechnical documents for the site. Based on our review of the _referenced project, we offer the following review comments. Review Comment No. 1: Geotech's geotechnical report, Landau's critical areas, report, and information provided by the local neighbors all identify the presence of yard waste on the site. However, the lateral and vertical extent and the material type and chemical make up of the yard waste has not been investigated. Consequently, the potential for impact to the development cannot at this time be determined. We suggest that the developer identify the lateral and vertical extent of the yard waste. The yard waste limits should be shown on a map with respect to the proposed home locations. The documents reviewed do not address the potential for chemical contamination of the soil and groundwater below the yard waste. Because the yard waste has been placed on this slope over several years, we believe that there is a potential that chemicals (such as total petroleum hydrocarbons) may have also been dumped along with the yard waste. We suggest that the developer prepare a sampling and analysis plan for evaluating soil and groundwater conditions beneath the yard waste. Site cleanup, if required, should be performed in accordance with Washington State and City of Edmonds regulations. Review Comment No. 2: The documents reviewed do not indicate whether the yard waste that might be located outside the residential home footprint will remain. We suggest that a slope stability study be performed to assess the potential for slope instability following site development if yard waste is to remain on the property. 36170/SEA3L280.doc Page 3 of 4 Copyright 2003 Kleinfelder, Inc. .� I. k4 KLEINFELDER CLOSURE We will be pleased to discuss the above comments witl you and representatives from the design team at your convenience. Should you have any questions or wish to arrange a meeting to discuss this letter, please call us at (425) 5624200. Sincerely, KLEINFELDER, INC. James M. Schmidt, P.E. Senior Geotechnical Engineer 36170/SEA3L280.doc Copyright 2003 Kleinfelder, Inc. Pape 4 of 4 tZ�2 -7tAvt S 03-S6� k4 KLEINFELDER RECEIVED An employee owned company DEC 12 2003 October 28, 2003 Kleinfelder Project Number: 36170 PERMIT COUNTER Ms. Jeannine Graf City of Edmonds 121 Fifth Avenue North° Edmonds, WA 98020 OCT 3 0 `. Subject: Third -Party Geotechnical Review BUILDIPaG DEPT. Wilderness Bluff Short Plat 1230 - 7ch Avenue South Edmonds, Washington Dear Ms. Graf - This letter presents Kleinfelder, Inc. (Kleinfelder's) responses to the October 24, 2003 letter prepared by Mr. Alan Jackson (site developer). Kleinfelder performed a third -party independent geotechnical review for this site. Kleinfelder's review comments are presented in our October 15, 2003 letter. Mr. Jackson's October 24, 2003 letter addresses Kleinfelder's review comments presented in our October 15, 2003 letter. Kleinfelder has no additional geotechnical issues associated with this site at this time. Please call us at (425) 562-4200 if you have any questions regarding this letter or other geotechnical issues with this site. .Sincerely, KLEINFELDER, INC. e4—/l"4 James M. Schmidt Senior Geotechnical Engineer G K' James A. McElroy Manager, Geotechnical Engineering . 36170/SEML295.doc Copyright 2003 Kleinfelder, Inc. - Page I of I KLEIN F E L D E R 2405 140th Avenue, NE,. Suite A101, Bellevue, WA 98005 (425) 562-4200 (425) 562-4201 fax T / Frozen Fund Posted I� Fund Expires �} b Fund Number N76DAGOD 1 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering • emu_; ► �I' - ► �LJ_�I Edmonds Building Permit No. `AAv, Project Address 1 `a-1 o �23 i " �U K- s,5,AL, 127 ,- With reference to the above identified project, this will certify that this institution has a savings account (or loan) for the above -referenced developer/owner for the project so identified. In consideration of the permitted development of the property, and in lieu of a performance bond, this institution hereby agrees that it will freeze the sums of money for the indicated site improvements pending written authorization for release of said funds by the City of Edmonds in the amount of $ �, 0000 The total sum indicated will be withheld by this institution from any disbursements of any kind until written authorization has been received by the institution from the City of Edmonds to release the sum of money indicated by the written authorization from the City. The design, location, materials and other specifications for the indicated site improvements are those required by the City of Edmonds and appear in the above -referenced Edmonds building permit file and are in compliance with the Edmonds Community Development Code of said City. In th pvent the owner/developer fails to complete the indicated improvements within weeks/months, (not to exceed .24 months) the City of Edmonds may demand, and the institution shall make, payment to the City of said funds so that the improvements can be installed or completed immediately to City standards. The institution shall not be liable to the owner for any disbursement of said funds to the City of Edmonds. It is hereby specifically agreed by and between the parties hereto that in the event that any legal action must be taken to enforce the provisions of this agreement or to collect said frozen fund, that the prevailing party shall be entitled to collect its cost and reasonable attorneys' fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues, prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorneys' fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the proceeds of this frozen fund account, but also over and above said body as a part of any recovery in any judicial proceeding, in addition to recovery of the funds. L:temp:b1dg:formsj1g2/99 City of Edmonds Performance Frozen Fund Account Page Two Frontier Bank Lake Stevens F'W 1 titution U& Dacm Puller New Accounts Officer/Title PO Box 527 Lake Stevens Wa 98258 Mailing Address 18100450u1 Account Number Cedar Hills -- Owner/Developer Title 219 140 AVE NE Lake Stevens Wa 98258 Mailing Address 425-422-0877 Telephone :2-4 MANAM by Development Service Technician bate ` FINANCIAL INSTITUTION ACKNOWLEDGEMENT STATE OF WASHINGTON) . . ) ss COUNTY OF )'tc;Yiamiy� On this a9 day of DY'i ao©( before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared bAiur, Mtj jer , to me knownn to be the k)tL AcLcxi n;]s of 5nmfly y- Aign the corporation that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that was authorized to execute said instrument and that the seal affixed is the corporate seal of said corporation. WITNESS my hand and official seal hereto affixed the day and year first above written. A ONN ION U NoTARV o+ PUBUG 2 4.9-2008 t0 9�F OF W (.C., L41" NOTARY PUBLIC in and for the State of Washington, residing at L:temp:b1dg:formsj1g2/99 City of Edmonds Performance Frozen Fund Account Page Three 41AMWIVAM-91-DI-Q04 OM STATE OF WASHINGTON ) ss. COUNTY .OF 5ho6m trkv ) On this a 9 . day of ho -n ( , .200'-/, before me, the under -signed, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared lu�ti'J i �' �o c r to me known to be they i a�en 1' of �Y'-rJQI'Q�iUY1 edthe goa@W- pa-f-ership that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of .said partnership, for the uses and purposes therein mentioned, and on oath stated that e was authorized to execute said instrument. WITNESS my hand and official seal hereto affixed the day and year first above written. C' o 0 to% EXp�9F/� State of 4 Fs NOTARY PUBLIC in and for the S g Q �,o� Aar W o ing at z PUBtIG /O .� s ,.00ps O qTF OF \N L:temp:b1dg:formsj192/99 BONE SETBACKS: FRONT SIDE r 101 --► --z r 10VED BY ENGINEERING fit• ALL OPOSED SURFACES TO BE COVERED WITHIN 2 DAYS WATER & SEWER lNspFQTIQNS EQ'D. 425- 1-0220 EXT. 1 V MAXIMUM UHIVEWAY ALC9WED 140% N I 9 0, 741 I h�Pls,G-i" /1 NGv� kl(o A t30F f= LII.IE. - PROVI br_ St T F=emc - HERE Ot! !o GOo $Z'K1/Gje- 1 N 1 Ttoy 1 L ST21 P ►o' ��SIb1,l J IrJFI Tt�ba.1� T{�)= c r /I Tom( P. TYo , CAL A 1 GOI.II.IEGTIOA) /I PoI(A-r I It . yT0-tP M F=o `� W E 7-7D3 ZS"Ob 3 D 1 1 O O PALT O v J �- 0-►- �? r S F-1 O R_ i PI-A-T - I2.1% SQ.f=I. I/�PErc�louS sv�.FacE: (�• � � C�U1t_Dr..1(o iZ00� = Z3Fot7 S,t=. U EJC _ ► 8 S S • F. S7-1YE W.�u�= FoSZ_- S•�. TDTA L - _3Z00 5. 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C PtLt_: L.(o0 bISYOSE OF ,=xGESS HT m AI• r mov C t) S t TE EXPOSED Solt -m j5E coVEFt6O W/ 1-1,b.Y oP 1�1►L�SGA:PE.Ia 4t/1,l i4Noulzs P m w n v m cc M F-- hCHANNEL TRENCH DRAIN I + I r TOP ELEV. = 191.5 > I 6" ROOF/AREA DRAIN 0 1.0% MIN. POLYDRAIN SYSTEM I "a U DAYLIGHT TO EX. DITCH (TYP.) 500 SERIES OR EQUAL. N 89' 9'08" E 135.01' ,� I — I �) s ?-------------�----- - - - - - _ ....... I /2% V.= 188.50 .` . x IDE SEWER I X I s I / / I� _0h 31 II IN. I I o - - ��S Ui t6% 2% L I I ; / PLAN 3452 ,{; It v x I I MAIN F.F. = 192.5 o / I GARAGE F.F. = 192.0 I ' J I / L ¢ — WA SERVICE x 7 WM co . Of 0 1 I /� \ w w 0 � (n a- N i BUILDING HEIGHT DATA: % 5.00 , c, N Q ^ I b+'G#4.MEAN=191.06 � . . w MAX=216.06 ! I N I �/ W W 3 w r, —..—.... ..——/-\. 190.72 192.7I • wr �' of uj ~ _ 2 / ^ O ��li N Q N II Y I SHEET FLOW r 00 w u I �z �O / o , o �" I APPROVED BY PLANNING / � 5.00 � z I - � i , 1 3 EXTEND 5' CONCRVE W N I / SIDEWALK / 16' � e Lo a / / a N 89'58'40" E 134.97' I FX. C. R. 8"SD ENGINEERING DRAINAGE REPORT for Strauss Residence 11xx- 7" Avenue S. Edmonds, Washington Tax Parcel No. 006194-008-002-00 City of Edmonds File No. S-03- December 2003 WAS L 38508 �L EXPIRES 8/17/0 Prepared By: Robert L. Long, PE ■ C�l() E NO IN E E B B 1 BUR V E Y 0 N B 7 _-- - z Lovell-Sauerland & Associates 19400 33rd Avenue W. Suite 200 Lynnwood, Washington 98036 LSA FILE NO: 4578 INTRODUCTION This report was prepared to support the building permit application submission to City of Edmonds forthe construction of a single family resident. The property is located atthe end of 7th Avenue S. just north of Elm Street in Edmonds, Washington. The primary issues of concern are to address stormwater detention and grading calculations. TABLE OF CONTENTS NUMBER OF SECTION CONTENTS PAGES A. Project Description ........................................ 1 B. Vicinity Map, Existing Conditions Map, Site Plan, and House Plan .... 4 C. Detention Summary & Calculations and Basin Map ............... 5 D. Grading and Erosion Control Summary, Calculations and Soil Map ... 3 Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 PROJECT DESCRIPTION: ' Site location. The site is located in the NW 1/4 of section 25, Township 27, Range 3, W.M. No site address has been assigned site, but it is expected to be 11xx 7" Avenue S. (Tax Parcel Number 006194-008-002-00). Site description. The site consists of a rectangled shaped a lot, with an approximate depth of about 135 feet and 120 feet wide. The area of the site is about 0.37 acres. ' Access to the site will be provided off of 71h Avenue S., adjacent to the site's easterly boundary. ' Currently there are no existing structures on -site. Topographically the site generally slopes from east to west. The highest high point of the property is located near the front southeast corner, with the lowest point being located at the back, northwest corner. There is about 10 feet of total drop between the high and low points of the site. From the SCS ' soils survey for Snohomish County, the designated soil is Everett gravelly sandy loam. Proposed project. The current proposal is to construct a single-family resident along the north portion of the site. Sometime in the future the owner may short plat the lot and build another single family residence on the south portion of the site, however this is not being ' proposed at this time. The existing street end of 7th Ave S. is proposed to be extended another ±120 feet. A new turnaround tee will be constructed at the end of 7" Ave S. The new resident will access of the extended portion of 7th Ave S. The sidewalk system will be ' extended along the westerly side of the street and will extend to the north to Fir Street via a existing City Easement. it An underground detention pipe is proposed to be installed within the 7th Ave S. right-of-way near the southeast corner of site. Due to the topography constraints on the site, the proposed drainage for the site and the extended section of 7th Ave S. will sheet flow un- detained to the east and west in there current direction. To mitigate the increase in drainage run-off the detention system will collect and detain the westerly half of 7th Ave S. south of the site (up -hill). The oil/water separator tee (flow control tee) is proposed to provide water quality for the collected run-off. The discharge from the detention system will be the existing catch basin and pipe system along the east side of 7" Ave S. This system discharges to the stream east of the site. The following list summarizes the proposed detention system, the actual input/output data is attached. Detention System = 47 LF of 36" CMP Pipe Required (minimum) Storage Volume = 361 cf Design Storage Volume = 370 cf ' Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 QUARTER __I_TOWNSlHlPNWELC__ RANGE -EWM NW 25 Off- 27 3 44w, §W-24-27-3 ST ' 1'O^rJ r - I - i3VE8 nEO(Y9WOI1iO1Opa �" ` n:mC 4-135 2' 912 1 3-i i:-, 1-00126 25 ;z >Rf -7 2 2-076,' � I - ' ! - , - 2 068 4vRC 2 3: • 2-03 2-033 2-034 Ab 3 2-030; 5 �2-0811:2-011�.i2_-' -182* 2.038 ----CEDAR ST- ---------- .2 7 2089 2 - C, ...... 12-036' 2-035 2-0392W7�- 2 2-082 -084 2-086'; 2-0887 I : C: 1 2 - 2-6�0 VI W� -080 � - .- : . i I s, ! i , : I 2-091 3 EAW s F 0 3 F I " 03MT 1 -1 . 2 laslx 2 j - ( 40) ,02 is 14 13 12 A . 4 10 1-008 1 18 17,1 TES VD rfrN 7 _. 5 qA14 2 16 2 9 ' 1µ009 I- ? - R 2-044: -,',0 -048 -SPRUCE -OR S?)- 2- 04 7 ...... 1-029 -2-049 1,'� Ol 2-09555a 1-044 110; 11 2.032 3 2 5 6`4 103 2 2- 1.147 12 4 2-052 24 7 1 097 HO E' N ADDITION 717 Lps�-. 2-050 __z C H Ad LAND 12. -7. S N STIW 12� 2.153 6,52 7 a DDITIO S 2 009 t2.111! - r3 2 3 i ---HEMtOCK- - -,ST -44) 4 -------- r - 4 Nb2� 2 2-18 ..... Cd 2-057 tG NVILLA - - - - - - 2 16 Ol 9 BELLA 02 2-010 COOLA 2-105 5 8 -.2-101 2 CONDO 2455 CONDO 2-106; 6 t—.1 WAY — — — — — — 8 IND SONC 2-107 6 ...... 7 2 LtA-20024 9 IT10 1 6 s LA tAUREV --ST -- ------ -j ' 11 2-058 ""C",-1- - r 4558 IACONW) 2-126 8 �' A : C 2 2-16 --------- 2m 1.054�1- i7� d 1-014 2061 2-015 7 2.063 1 -02 IA �. 5 2-724 f W. I f - 22 F13 �'j �2 2,W4 it; 2-023'4 2-0 2 -2 18 2 1 Ot A 11 -PINE -ST SP, NDS YO T'S D 01 2-128 4, fP S_ 02- 1 1 1 9 1-146 Ol 00 1 2-12 9 2 9 ALK 50 002 02 2 02 AIDS -4.- 02 � ci� )(7672, '--'--'FORSYT 1-097 ED 3 01 -1 9 F 2.140 1-098 01 21. in H7 VINE Ew ri01 i•00 4 I 1 ) c"oYm J 2 01 w 6 SP AFN DO) L YUPIC L 5 3 2 A 1--FIR - ST > j SHAMROCK SPS FIR PL.. 1102 01 PLAZA (6800) 5 011 02 --fd-CONDO )T 53 -144 19 Z SPS ,A 3 1-114 DO) 2 302 01 a 01 12) HIGHLAND 8 Do! s ---- 3" _0 ... .. ON ,f 5 2 01 q00 02 i 2 7 2-148Or a -4 - - -1, 02— is ' 9 , c r, 77� RESERVOI ERVE 16 7 PH 2 00 PAR ERvoll RES 7 !I : Ol 10 CONDOMINIUM 2.149 H 01,i:0 11 Pt --- PH 1 6 5 1 *3 '2 15 .4' , 02 : : 111.16- 1 2 64, (8363) PAR:; 71 1' 1 12 9 01 -ST- - 22(YTH - ST-SW d�: 3-01 9 IV WA D P/Vf 6 3 4 1 5 2 63W9 2 2 t3 2. PbWELIL 2 e9, 712 r 1 1 Strauss Residence Lovell-Sauerland & Associates ParcQJ A Vicinit _y) M-a.p_____ December 2003 LSA File No. 4578 -- — — — — — — — — — — — — - — — — — — — — — — — — — — — — — — — — — — — — - 8" SANITARY SEWER(APPROX. LOCATION) • • T• N 00'00'09' E / 120.18' 1 --------------� 8\\ + 4� y� ..... + -------------- H �L .... 92\ .... ............... ........ ..... ......... �......-. _.... \ 2 � \ CO \ \ + 00 -0 \ + \ o m > \ 1 � \ 1 \\ N 1 \ to 1 II 1 \ \ Z0 m v x 1 1 \ ?g \ V 0 t 1\ ......... l ...................\ : ......... CO \.\ ........ �p \ e\ \ N QO'01'12" E \ \ 1 \ 45.17' \ o A� 0 45 00' ' 1f „' ... "' "• 'n CONC. WALK / 1 1 CONC. WALK =PA EEE� m u m c� NNLn CO 1. 10— • m ZIN- C 022 C G / / 120. r-N\--- o 1+00 N 00'01 t2" E 120.16' 0� 0B_ _ / A2 .• 7th AVENUE S. 2 y----- a' PP -- -- �-------- 1 m , m 1 "=30' I I Existing Conditions Map Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 EXISTING DITCH I CHANNEL TRENCH DRAIN-",, TOP ELEV. = 191.5 6- ROOF/AREA DRAIN 0 1.0% MIN POLYDRAIN SYSTEM 500 SERIES OR EQUAL. DAYLIGHT TO EX. DITCH (TYP.) ---\ N 89-59-08" E 135.01' CC) -------- ---- -*** ....... IT I 7 --- ............ ............. —Z ........... %N: 189.26 191.4 2- + 0 c % \1 STORM INV.- 188.50 (D 6" PVC SIDE SEWER b PROPOSED ASPHALT li (b 0 2.0X MIN. WALKWAY AT GRADE ±�l f2% 0 PLAN 3452 (TYP)- Q) C/) MAIN F.F. = 192.5 GARAGE F.F. = 192.0 WA SERVICEWM 16'.-- PLANT GRASS FILTER cr. 0 CO STRIP, 8' WIDE MIN. 0. BUILDING HEIGHT DATA: 5.00' a.V I MEAN=191.06 Lij Ii MAX=216.06 Tr 0)• z: INSTALL FILTER ---- - - - - - - - - - - / FABRIC FENCE(TYP.) >- 190*. *72 192.76 Lli W 27 < lz 2 CC < I SHEET cc FLOW p Z o II 5.00 p ENSTING CREEK I C ONI 8 EXTEND 5' CONCRPE- SIDEWALK 16' II 198- cn - - ---- ---- 1. a \ -- N 89*58'40" E 134' =7 EX. C.B. 8**SD T- EMO PROVIDE CO PROTECTION TOP= 198 64 EX, C.B. CONSTRUCTION INV=197,17-8"E TOP=198.51 REPLACE EX. 8" I :NV= NV-195.28-95.91-8"W,,ININ PROVIDE CB PROTECTION 12"S DURING CONSTRUCTION INV=195,28-12"N, OUT Q) 16'4" CMP REPLACE EX. 8" 0 . ox INV=195.28-8"W, IN (NEW) co C.B.- fl CMP cf) 0 1.0% TOP=200.00 IE = 195.50, 8" OUT IE = 197 00, 8" IN CONTROL STRUCTURE I 6 I EX. S.S.M.H. Q) z z SEE DETAIL 0 C) TOP=199.24 Q) INV=189.84 Q) co DETENTION PIPE 0� aj 47'-36" CMP 0 0.5% (SEE DETAIL) I co ZI TOP ACCESS TOP= SEE DETAIFIELD SETL c/) --I SAW CUT AND REMOVE EX. ASPHALT. REPLACE I + t WITH EXISTING PAVEMENT SECTION OR MINIMUM SECTION'. SHOWN ON PAVEMENT DETAIL, WHI IS GRift min - - - - - - - - - - 13 ........... 6.2 MAIN FLOOR FLAN House Plan Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 19-1 DETENTION SUMMARY AND CALCULATIONS: Stormwater detention is proposed to be designed to the City of Edmonds standards. Developments which are under one acer and discharge directly or indirectly to a stream are required to maintain the predeveloped condition peak runoff rate for the 2- year, 10- year, and 100-year, 24 hour design storms (with a minimum control orifice size of 5/8"). WaterWorksT" Release 4.13 was the software used to model the detention calculations. The SCS method was the type of analysis used for the calculations. The SCS curve number calculations represent the pre -developed and post -developed conditions and are attached. The existing site cover is assumed to be meadow, forested (around stream area) and impervious for the existing 71h Ave S. improvements. Due to the relatively small size of the project area, a conservative estimate of ten (10) minutes for the developed time of concentration has been assumed. Additionally, the soil type are assumed to be a type C soil (not type A as listed for typical Everett soils) based on observed site conditions, this again is a conservative assumption. Three different basins descriptions have be setup to design the system: "Basin K- the site, "Base B% the extended portion of 7th Ave S., and "Basin C% the westerly half of 71h Ave S. south of the site (see attached basin map). As discussed with Don Fiene, City of Edmonds Drainage Engineer, the following parameters/requirements will be applied: Assume predeveloped condition of Meadow for the new areas. Run a model of the predeveloped condition onsite and the existing condition for the area offsite that is being considered for the bypass. Although not a perfect assumption, I could allow a simple AddHyd of these two hydrographs. Then run the after Development scenario for onsite undetained and offsite detained. Add these 2 Hydrographs and compare to the Predeveloped. Ensure that the applicable Storm Events (2, 10 and 100 Year) result in a smaller flow rate for post development at the AddHyd than they do for the Predeveloped condition. W«InwII van.uiauv11 %".1ununarv. Recurrence interval: 2-Year 10-Year 100-Year Existing Basin A and B runoff i 0.03 cfs 0.07 cfs l 0.18 cfs Existing Basin C runoff 0.11 cfs __ 0.16 cfs 0.26 cfs Existing Basin A, B and C runoff 0.14 cfs _ 0.23 cfs 0.44 cfs Developed Basin A and B runoff_ _ Allowable runoff for Basin C 0.08 cfs _ 0.06 cfs 0.13 cfs_ 0.10 cfs 0.24 cfs 0.20 cfs Design discharge for Basin C 0.06 cfs cfs cfs Developed Basin A, B and C runoff i _ 0.14 cfs _0.10 0.23 cfs _0.20 0.44 cfs Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 �l 1 I I J 1 LEVEL POOL TABLE SUMMARY: MATCH INFLOW -STO- -DIS- -PEAK- OUTFLOW STORAGE < ---DESCRIPTION-------> (cfs) (cfs) -id- -id- < STAGE> id (cfs) VOL (ct) 2 YEAR ..... 0 06 011 P1 01 196.89 1 0 06 147.06 cf 10 YEAR 010 0.16 P7 01 197.50 2 0.10 240.89 cf 100 YEAR .................... 0.20 0 26 P1 01 198.53 3 0.20 361.58 cf OUTFLOW AFTER DETENTION: FLOW RATE 2 YEAR -----STAGE -- 19689 ---- 0 06 cfs 10 YEAR .... 19750 0 10 cfs 100 YEAR ... 19853 0.20 cfs Basin Areas A and B BASIN ID: ASE002 NAME: EXISTING 2 YEAR SCS METHODOLOGY TOTAL AREA .. 0.54 Acres BASEFLOWS. 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 1.50 inches AREA... 0.54 Acres 0.00 Acres TIME INTERVAL 10.00 min CN 84.40 000 TC....: 14.76 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 180.00 ns:0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.03 cfs VOL: 0.02 Ac-ft TIME: 510 min BASIN ID: ABE010 NAME: EXISTING 10 YEAR / SCS METHODOLOGY TOTAL AREA... : 0 54 Acres BASEFLOWS: 0.00 cfs RAINFALLTYPE. TYPEIA PERV IMP PRECIPITATION.. 2 00 inches AREA.: 0.54 Acres 0 00 Acres TIME INTERVAL....: 10.00 min CN. • 8440 0.00 TC....: 14.76 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L 180 00 ns 01500 p2yr 1.50 s 0 0600 PEAK RATE: 0.07 cfs VOL: 0.03 Ac-ft TIME: 510 min BASIN ID: ABE100 NAME: EXISTING 100 YEAR SCS METHODOLOGY TOTALAREA.......: 0.54Acres BASEFLOWS. 0.00cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 3.00 inches AREA..: 0.54 Acres 0.00 Acres TIME INTERVAL ..: 10.00 min CN....: 84.40 0-00 TC....: 14.76 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L:180.00 ns:0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.18 cfs VOL: 0.07 Ac-ft TIME: 510 min Basin Areas C BASIN ID: CE002 NAME: EXISTING 2 YEAR AREA C SCS METHODOLOGY TOTAL AREA.. 0 43 Acres BASEFLOWS 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 1.50 inches AREA..: 0.09 Acres 0.34 Acres TIME INTERVAL....: 10.00 min CN 86.00 98.00 TC - 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 / TcReach - Sheet L: 180.00 ns:0.1500 p2yr: 1.50 s:0.0M PEAK RATE: 0.11 cfs VOL: 0.04 Ac-ft TIME. 500 min BASIN ID: CE010 NAME: EXISTING 10 YEAR AREA C SCS METHODOLOGY TOTAL AREA ......: 0.43 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP v PRECIPITATION....: 2.00 inches AREA 0 09 Acres 0 34 Acres TIME INTERVAL 10 00 min CN 8600 9800 1 TC 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 / TcReach - Sheet L: 180.00 ns:0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.16 cfs VOL: 0.06 Ac-ft TIME: 500 min Strauss Residence Lovell-Sauerland & Associates BASIN ID: ABDO02 NAME: DEVELOPED 2 YEAR AREA A&B SCS METHODOLOGY TOTAL AREA......: 0.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION 1.50 inches AREA. 0.37 Acres 0 17 Acres TIME INTERVAL 10 00 min CN 8560 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach -Sheet L:180.00 ns:0.1500 p2yr: 1.50 s:0.0600 PEAK RATE: 0.08 cfs VOL: 0.03 Ac-ft TIME: 500 min BASIN ID: ABD010 NAME: DEVELOPED 10 YEAR AREA A&B SCS METHODOLOGY TOTAL AREA.......: 0.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEtA PERV IMP PRECIPITATION. 2 00 inches AREA.- 0.37 Acres 0.17 Acres TIME INTERVAL....: 10.00 min CN....: 85.60 98.00 TC. • 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 180.00 ns•01500 p2yr 150 s•0 0600 PEAK RATE: 0.13 cfs VOL: 0.05 Ac-ft TIME: 500 min BASIN ID: ABD100 NAME: DEVELOPED 100 YEAR AREA A&B SCS METHODOLOGY TOTAL AREA ..: 0.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 3.00 inches AREA 0 37 Acres 0.17 Acres TIME INTERVAL.. 10.00 min CN 8560 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 180 00 ns-0.1500 p2yr- 150 s 0.0600 PEAK RATE: 0.24 cfs VOL: 0.09 Ac-ft TIME: 500 min BASIN ID: CE100 NAME: EXISTING 100 YEAR AREA C SCS METHODOLOGY TOTAL AREA.. 0.43 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION. 3 00 inches AREA : 0.09 Acres 0.34 Acres TIME INTERVAL....: 10.00 min CN....: 86.00 98.00 / TC....: 10.00 min 10.00 min J ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 180 00 ns-01500 p2yr- 150 s-0.0600 PEAK RATE: 0.26 cfs VOL: 0.09 Ac-ft TIME: 500 min December 2003 LSA File No. 4578 1 z cow al STRAUSS RESIDENCE LSA No. 4578 Nov. 2003 SCS Weighted average curve number calculations SCS Hydrologic Soils type:--> C Total s.f Ac. Total Site Area (Area A) 16,073 0.369 Frontage R/W Area (Area B) 7,360 0.169 Area A + Area B 23,433 0.538 Up -Stream Basin R/W Area (Area C) 18,700 0.429 Area A + Area B + Area C 42,133 0.967 Existing conditions (areas in square feet) Area A + B Area C Assumptions: Undisturbed forest land CN: 76 - - Second growth forest 81 3,680 - Meadow or pasture 85 19,753 - Grass, > 75% coverage 86 - 4240--' Grass, > 50% coverage 90 Impervious 98 - 14,960 Total Weighted CN for each basin: 84.4 95.6 Pervious: Area, acres: Percent pervious area: 0.538 100.0% 0.086 20.0% Weighted CN: 84.4 86.0 Impervious: Area, acres: 0.343 Percent impervious area: 80.0% ' Future conditions Area A + B Area C Total AC: 0.538 0.429 Total sf: 23,433 18,700 Assumptions: CN: Undisturbed forest land 76 - - Second growth forest 81 1,430 - Meadow or pasture 85 - - Grass, > 75% coverage 86 14,743 3,740 Grass, > 50% coverage 90 - �. Impervious Calculation 98 Total = 7,260 14,960 House, Deck, Patio, Walk and Garage 3,470 — _---- Driveway 530 7th Ave. S. R/W Improvements 3,260 Total Weighted CN: 89.4 95.6 , Pervious: Area, acres: 0.371 0.086 Percent pervious area: 69.0% 20.0% Weighted CN: 85.6 86.0 Impervious: Area, acres: 0.167 0.343 Percent impervious area: 31.0% 80.0% Weighted CN: 98.0 98.0 Strauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 1 7� 1 1 STAGE STORAGE TABLE: UNDERGROUND PIPE ID No. P1 Description: DETENTION PIPE Diameter. 3.00 fL Length: 52.00 ft. Slope...: 0.0050fA upstr: dnstr: STAGE <-STORAGE-> STAGE -STORAGE- STAGE -STORAGE- STAGE <-STORAGE-> (ft) -cf--Ac-Ft- (ft) -cf--Ac-Ft- (ft) -cf--Ac-Ft- (fl) -cf--Ac-Ft- 195.50 0.0000 0.0000 196.40 75.065 0.0017 197.30 210.15 0.0048 198.20 334.30 0.0077 195.60 0.7230 0.0000 196.50 88.883 0.0020 197.40 225.51 0.0052 198.30 344.46 0.0079 195.70 4.0476 0.0001 196.60 103.19 0.0024 19750 240-69 0.0055 198.40 353.19 0.0081 195.80 10.043 0.0002 196.70 117-90 0-0027 197.60 255.59 00059 198.50 359.82 0.0083 195.90 17.668 00004 19680 132.92 00031 197.70 27015 00062 198-60 365.25 0.0084 196.00 27.022 0.0006 196.90 148-18 00034 197.80 294.28 00065 19870 367.37 0.0084 196.10 37.658 0.0009 197.00 163.60 0.0038 197.90 297.87 0.0068 198.80 367.57 0.0084 196.20 49.323 0.0011 197.10 179.12 0.0041 198.00 310.83 0.0071 196.30 61.840 0.0014 197.20 194.66 0.0045 198.10 323.02 0.0074 Calculated Pipe = 52 ft. of 3.0 ft. diameter pipe. Additional Storage provided in CB Manholes: 1- Type 2 CB Manholes (48 inch) Volume in active 3.0 ft. = [ (3.14) x (2)2 x (3)] Volume = 37.7 c.f. Equivalent Length of 3.0 ft. diameter pipe I 37.7) / [(3.14) x (1.5)2 ] Length = 5.33 feet. Net Required pipe = 47 feet of 3.0 ft. diame er pipe Lq,x-7,o-_) 331 G� STAGE DISCHARGE TABLE: .1 MULTIPLE ORIFICE ID No. 01 \ Description: CONTROL ORIFICE Outlet Elev: 195.50 Elev: 195.50 ft Orifice Diameter: 1.3330 in. Elev: 197.40 ft Orifice 2 Diameter: 2.0000 in. STAGE <-DISCHARGE-> STAGE <--DISCHARGE-> STAGE <-DISCHARGE-> STAGE -DISCHARGE --- > (ft) ---cfs-- -- (ft) ---cfs- --- (ft) --cfs- - (ft) -cfs- -- 195.50 0.0000 196.70 0.0528 197.90 0.1515 199.10 0.2330 195.60 0.0152 196.80 0.0550 198.00 0.1603 199.20 0.2384 195.70 0.0216 19690 0.0571 198-10 0.1686 199.30 0.2436 195.80 0.0264 197.00 0.0591 198.20 0.1763 199.40 0.2487 195.90 0.0305 197.10 0.0610 198.30 0.1837 199.50 0.2537 .196.00 0-0341 19720 00629 198.40 01907 199-60 0.2586 196.10 0.0374 197.30 0.0647 198.50 0.1974 199.70 0.2634 196.20 0.0403 197.40 0.0665 198.60 0.2038 199.80 0.2682 196.30 0.0431 197.50 0.1025 198.70 0.2100 199.90 0.2728 196.40 0.0457 197.60 0.1184 198.80 0.2160 200.00 0.2773 196.50 0.0482 197.70 0.1310 198.90 0.2219 196.60 0.0506 197.80 0.1418 199.00 0.2275 Strauss Residence Lovell-Sauerland & Associates December 2003 LSA File No. 4578 1 GRADING AND EROSION CONTROL SUMMARY AND CALCULATIONS: This project will require grading to construct the proposed street, driveway, building pad and utilities. Standard erosion control measures are proposed to be used during construction. The primary erosion and sediment control BMP during construction will be proper soil stabilization methods. Exposed soils shall be stabilized by application of effective bmp's that protect the soil from the erosive forces of raindrops, flowing water, and wind. Applicable practices include, but not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics, matting, soil application of polyacrylamide (pam) , the early application of gravel base on areas to be paved, and dust control. The contractor shall select a soil stabilization method best suited for the particular situation. Stock piles must be stabilized and protected with sediment trapping measures. In addition, site containment of exposed soils shall be sustained by using silt fence barriers along the down -slope boundaries of the site's disturbance areas. See the site development plan for details. Estimated grading calculations: The following grading quantity estimations were calculated using a computer modeling program within the AutoCAD computer drawing. The calculations are approximate. The quantities listed are for the permitting process only and should not be considered precise amounts for bidding purposes. The estimated grading quantities are: Cut: 460 CY Fill: 300 CY Conclusion: Included in the site development construction plans are detail grading and drainage improvement details. With proper installation, maintenance and inspections of the proposed construction the project should have minimal impact to the environment. Strauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 D• 1 Grading Quantity Calculation: The following grading quantity estimations were calculated .using a computer modeling program within the AutoCAD computer drawing. Site: 4578 Stratum: ex to fg ex fg Site Volume Table: Unadjusted Cut Fill Net yards yards yards Method 239 113 126 (C) Composite 233 109 124 (C) End area Estimated Site Grading Quantity: Cut: 250 CY Fill: 250 CY Strauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 V D_2 I Soil Map Strauss Residence December 2003 Lovell-Sauerland & Associates LSA File No. 4578 0.3 000 r z -- $$pp! >s�>sts fit N.� PLAN 329$ o GRAHAM NORTHWEST. INC Dacca C .� (.�>, . , N 2,010 NE ,OSTH ST. WOMDMLLE. WA 00072 Kvsf& '� iWLDW�i' OEXTtf� (2oe)]OD-7000 ,in,, ",J)l N ST. . v oom vJ fF ia3a �� Ao c- �IPLM. btn�, J� .� Jc4 rre 5 5 S . L o4 --ck3 -se- ke 0,4-�P c— IA15 boo y � �q-- 030 CITY COPY HVId /w C� 4 N �-�.� s s ��a j ► Nj so� uoo--"A. omR1vjA-jLVM Gist.' 1iYlc-o OOE) Yittlio "ww • mewr UM vM •sn MON a . Qom® uao-coc cQt+) rx w. j to-at-e dwha . 12 the Z � Q j - J ' j r----- ---------------- � __-------_ 000 n r 1� CITY OF EDEV ONDS BUILDING, DEPARTMENT ADDRESS/_ _ _ . _ _ OWNER O APPROVED DATE: BLDG. OFFICIAL 4' PERMIT NUMBER -CA � LCIM-11- .; r tit ;ii. , d ,i tc°,,lY ♦'7 .{3 i y.d .V •-'1 54,".. f.2G`,',v.�4��ti:•.. �' A , "!' xa .. WW ` City lot Edmonds. Permit No: RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: A. Address or. V.icinitty of Construction: f 1 % \ % C1 ,./c S B. Type of Work (be specific): I'Ca 1 \1 S t �� ,` � YG>C 7 0 I 0 6x S } ILI L) a. 0-1 L.21 G S _ 11 \ r.: z , .-V e 1 v-, cA c,)GI l r/ a•A C. ic_ tl 4 F,1 S, S , 1`.Q V.A� cl a C. o- 7 Ci L G .S --h, I d(s, W I I oa, "M—1 r. a C. Contractor:�c^, Mailing Address: 13f)7 State License #: !1 1 L. C o ..T 10 1 n VA City Business License #: �' ~ t D. Building Permit # (if applicable). ( t v ` Contact: Su s t C3 t c.t (_ 1 Rzt, 1.1 e S 5 ,.Phone: 3c) G . -1 35,1 4 t� - 4"- 3$ Liability Insurance Bond: $ Side Sewer Permit # (if applicable): E. ❑ Commercial ❑ Subdivision ❑ City Project ❑ EUC (PUD, VERIZON, PSE, COMCAST, OVWSD) ❑ Multi -Family - Single Family ❑ Other INSPECTOR: F. PAVEMENT CUT: YES ❑ NO G.` SIZE' OF CUT a_ X CONCRETE,CUT: LJ YES ❑ NO G. ❑ Mail Approved Permit ❑ Call for Pickup INDEMNITY: Applicant understands by his/her signature to this application he/she holds the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or emplovees, including but not limited to the defense of anv legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. 76 ♦ 'Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion, of the required training in their possession. ♦ Restoration is, to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City- app-roved material prior to the end of the workday — NO EXCEPTIONS. ♦ Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORD I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLE.DGE THAT I MUST MAKE ,THE PINK COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS } Signature: SL.J� �>;uL' ,C�SL�.L.' Date: (Contractor or Agent) ORS'CITYUSE ONLY Approved by: Right of way Fee /fi°f'IL /!R49 Time Authorized- : Void A`Ae' r Disruption" Fee/Fund l hl Special Conditions: REs t?�tz f- . 140 1lV rO A NO/OR,Inspection. Fee:_ Ir6 F T T9 ,Z Comi ► rin�A , �c�= Al- A r r= F-e TF0 A 51,06 rvtslbtal Fee:: � Z Z Aral to ,- A i N :�' M ► tv _ S F r 13A r K, F-aOM At r_ Ur"v r> F- Receipt Issued byc;�' / ) 0 f ► ntAtr l20+nt` I�E�;�-U2�a rill) r NSDFr•tt'nni CS REQUIRED INSPECTIONS: N AL g E: S 7-IoQ A r► n r,% Call 425-771-0220, Ext. 1326 for a 24-hour voice -recorded inspection request line. r� FINAL APPROVAL OF PERMITTED WORK: - DATE: Inspector's Signatur CADocuments and Settings\CurtisNy Documents\Forts\Engnmg\ROWpennit_ m Revised 10/01/03 N FIR S T I 26' 26' R/W R/W I r� I t u t4v t4a co L 4'14 Qr4 W R/W 2s' 1 5' 5' 16' S/WI SOIL I ASPHALT .. 6 A M �3 cnm ELM ST 52' E R/W 26' _I 16' ASPHALT 5' I SOIL IS/W I I I 1 PROP. 2" MPE 14'W C\L G O CROSS SECTION OF A -A 7TH AVE S SCALE: 1" = 10' EOM 2" PE CAP 474'N CL & 14'W CL (---')N CL (---')W CL PROPOSED 70'" 2" PE IP MAIN 14,W CL (---')W CL 2" TRANSITION FITTING & TEST LEADS 403'N CL & 14'W (---')N CL (---')W CL TIE—IN AND EOM INSTALL 2" PE SHORT STOP 401'N CL & 14'W CL (--- ')N CL ') W CL 1 /2", 518" 312' N 2001 1112" 312'N 1971 STANDARD GAS CONSTRUCTION NOTES: 1. FIELD LOCATE ALL UNDERGROUND UTILITIES. CALL "ONE —CALL" TWO WORKING DAYS PRIOR TO CONSTRUCTION, IN WESTERN WASHINGTON CALL.• 1-800-424-5555. IN KITTITAS COUNTY CALL- 1-800-553-4344 2. ALL CONSTRUCTION IS TO CONFORM TO PSE GAS OPERATING STANDARDS AND GAS FIELD PROCEDURES. 3. EROSION AND SEDIMENT CONTROL SHALL BE PER PSE STANDARD PRACTICE 0150.3200 TECHNIQUES FOR TEMPORARY EROSION AND SEDIMENT CONTROL AND ANY ADDITIONAL LOCAL JURISDICTION REQUIREMENTS. 4. NOTIFY PROPERTY OWNERS ADJACENT TO PROPOSED CONSTRUCTION ACTIVITIES A MINIMUM OF TWO WORKING DAYS PRIOR TO BEGINNING CONSTRUCTION. USE iSi TO DISTRIBUTE FLYERS IF JOB IS LARGE, OTHERWISE HAND DELIVER FLYERS BE SURE TO INCLUDE THE LIST OF FREQUENTLYASKED QUESTIONS AND INFORMATION ABOUT THE OPPORTUNITY TO PURCHASE AN EXCESS FLOW VALVE WHEN,' THEIR SERVICE IS INSTALLED OR REPLACED PER GAS OPERATING STANDARD 2550.1600. ALLOW ADEQUATE TIME FOR CUSTOMER DECISION AND RESPONSE. 5. ANY CHANGE IN ROUTE, TIE—IN METHOD OR ADDITIONAL MAIN FOOTAGE MUST BE APPROVED BY PSE GAS ENGINEERING SERVICES. 6. COMPLETE "PIPE CONDITION REPORT" ON ALL EXPOSED EXISTING PSE FACILITIES. CHECK BOX ON REPORT FOR WIRE BOX (TEST LEAD) INSTALLATION. 7. ACTIVE SERVICES DENOTED BY. XXXX 8. PIPELINE MARKERS AND WARNING SIGNS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS OPERATING STANDARD 2525.2500. 9. VALVE MARKERS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS OPERATING STANDARD 2525.2600 FOR ALL HP VALVES IF THE LOCATION IS NOT REDILY ACCESSIBLE, AND FOR ALL VALVES WHERE PERSISTANT SNOWFALL MAY OBSCURE THE VALVE BOX . 10. TO PREVENT ACCIDENTAL OVERPRESSURE OF ADJOINING SYSTEMS, NO TWO MAINS SHALL BE CONNECTED EXCEPT AS SHOWN ON THIS DESIGN UNLESS APPROVED BY PSE GAS ENGINEERING SERVICES. 11. SYSTEM MAOP DENOTED BY: ISYSTEM MAOP = —5 PSIG 12. RESTORE ALL DRIVEWAYS SUBJECT TO OPEN CUT TO ORIGINAL OR BETTER CONDITION. 13. GAUGE AND MONITOR USE OF ALL STOPPERS AND SQUEEZES TO. ENSURE ADEQUATE FEED. (USE MANOMETER FOR LP SYSTEMS) ! 14. PURGE POINTS AND PRESSURE TAPS TO BE INSTALLED PER PSE GAS OPERATING STANDARDS 2525.3400, AND 2525.1200. 15. COORDINATE INSTALLATION WITH CORROSION CONTROL: RICHARD POLKINGHORN PHONE 206-396-0421 GAS MAIN INSTALLATIONIRETIREMENT Type/Work Pipe Size Type Estimated Length Actual Length Manufacturer INSTALL 2" PE 70' ------------- GAS MAIN PRESSURE & TESTING _ TYPE TEST PRESSURE T ESTL=D t3Y - DATE ON TIME ON DATE OFF TIME OFF TYPE TEST PRESSURE TESTED BY DATE ON TIME ON DATE OFF I TIME OFF Design Press 60 1 SYS MAOP 45 PROJECT PHASE NOTIF# ORDER# a SAP Superior Service/Meter Service/Meter Service/Meter Service/Meter Ind. Service Ind. MSA Dis. Reg. / FT HP Svc/MSA Relocate Retirement X995106510 107019970 X560284227 106129122 Contractor. CONSTRUCTION COST CODES: 041-103-1 Vicinity Map WORK SITE Q i" �� LN.itEL Li ��- LHIREL N �" ,� 1'LNE ST -- JAE 5: I 2 � UJ FORS_YTH FIR _ Q p K Q p~j PL z FI R PL. �— — ST � . c 2 ST V 'irr EL a ELM Ll' s ,P k` I� BIRCH. �:r 3i<l rI PL 3 n ?p m S {� E—T^—' ^' o' " . f ►1,:n:,y �fl 4,tk,f 11 Yi s�. SY 'SFCh a SY 141N ST SL= VN � ` � F,'h] 'nED ONDS _' ` n o Owner / Developer Contact Info LEIF HELLEREN P.O. BOX 1764 EDMONDS, WA 98020 ATTN: LEIF HELLEREN 206-533-8200 office CALL (800) 424-5555 Project Manager Contact Information: I 9 2 BUSINESS DAYS BEFORE YOU'DIG PATTI NESS THIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF FACILITIES CELL: 425.327-2783 EMAIL: patti.ness@pse.com REAL ESTATE/EASEMENT PERMIT NIA EDMONDS REV# DATE BY DESCRIPTION FUNCTION CONTACT PHONE DATE 3 PROJECT MGR PATTI NESS 206.418.4237 4/22104 2 ENGR-GAS 1 DRAWN BY M. JOHNSON 206.418-4257 4122/04 FITTER (CHECK BOX IF COMPLETE) CHECKED BY PATTI NESS 206-418-4237 4/22/04 COUNTY EMER SECT GAS WK CTR APPROVED BY PATTI NESS 206-418-4237 4/22/04 Work area left in Clean & Safe condition ❑ SNOHOMISH 5 MCNSEG CP APPROVAL R. POLKINGHORN 206.396-0421 Complete all Pipe Tables and Gas Pressure Stamp ❑ 1/4 SEC OP MAP PLAT MAP Field changes Red —Lined on as —built ❑ NW-25-27.03 164.062 164.066 MAPPING Material verified and Changes noted on paperwork ❑ JOINT FACILITIES ARRANGEMENTS All Valve & Tie—in Locations noted on as —built ❑ UTILITIES Note beginning of Main, EOM & Line of Main locations ❑ CONTACT Show Rope Locations & Cul—de—sac Radius ❑ PHONE# ' SAP Superior Order. PUGET LEIF HELLEREN 107019970 Foreman's signature SOUND "''�' `�' ENERGY 2" PE IP MAIN EXTENSION Drawing Number, N/A Company Date`` 1132 7TH AVE S EDMONDS, WA 98020 SCALE: PAGE: DESIGNED BY PILCHUCK CONTRACTORS INC. 1" = 50' 1 1/1 IN SE1/4, NW1/4, SECTION 25, T.27 N.2 R.3 E., W.M. 6,01 EX. GROUND X BUBBLE -UP INLET BASIN W/ GRATE CN00fiLdvV To (*Uftv-q EX. TRAIL SURFACE- 4* (MIN.) DEPTH I TOP=193.0 (FIELD SET) MEDIUM BARK CHIPS. CONTACT CITYS PARKS MAINTENANCE TO INSTALLATION. WOOD FENCE IE = 189.20, 8- OUT INSTALL FILTER WOOD CHIP MANAGER PRIOR TRAIL FABRIC FENCE(TIrp.) 4 FT. WOOD CHIP TRAIL, 4 CONTACT CITY'S PARKS MAINTENANCE Ln HYDROSEED EXPOSED APPROVED AS NOTED BY ENGINEERING Date: ' ^ .IL- / DP_/hNfAG, SCALE 1~=20' | [� �\ 07-8.PC 0 0 10 0 30 | ^^^ °� ' LIMIT CLEARING TO CONSTRUCTION AREA, MAINTAIN EXISTING \EGETAT10N 0 20 | | �"'"'"`° DITCH / AS MUCH AS POSSIBLE. (T\P) CHANNEL TRENCH DRAIN ' | ' TOP ELEV. = 191.5 | | � 8~ 10� �|N P{%-YDRA]N SYSTEM \ . | �vw, �ncn u"°"" 0. / DAYLIGHT TO EX DITCH �TYP'� �� 500 SERIES DR EQUAL ___ ` ' ^^ __. ' __________ m�7M��U U��K�U�| SEQUENCE - ��v�� v"v�� v"��"� ~��~w��~"��u� � | 1. ATTEND PRE -CONSTRUCTION MEETING. CALL ENGINEERING / INSPECTOR (771-0220) TO SET UP MEETING. STORM |NK= OUTLET '~~~~ ' / 2. CALL FOR UTILITY LOCATIONS (1-800-424-5555). |PROPOSED ASPHALT G~ PVC SIDE SEWER 3. CONTRACTOR TO REVIEWAND READ ESC NOTES AND PLAN. WALKWAYAT GRADE 0 2.0% MIN. / ^- _ | | 4. FLAG CLEARING LIMITS. PLAN| | |3452 5. INSTALL AND MAINTAIN CATCH BASIN PROTECTION (AS NEEDED) GARAGE 92.0 ` 8. CLEAR SITE PER THIS PLAN ( ROUGH GRADING). WA SERVICE- | | '' 7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA | | �� ~~ REQUIREMENTS. �[ - ~^ �vu > � � ~^ 8. INSTALL UTILITIES (SEWER. STORM, 0NTER, POWER, ETC.). ry .^u ' /x.0. FINAL GRADE/PAVE, MAINTAIN MINIMAL CB PROTECTION . ==`= u'� / '192.76^ | 6c 10. HYDROSEED AND MULCH ALL EXPOSED AREAS. - � p� 11. REMOVE BC DEVICES ONCE PERMANENT SITE STABILIZAT10N SHEET FLOW MEASURES ARE INSTALLED.m THICKENED EDGE. /~ |0* w - / | | ' '� ��K�A�� A��K�*�" ' , /' - ��vv��vv�� ww��r�v� "v nv�~��. | | ' ' TOTAL CUT = �0 C.Y. o | � ,' �5^ - TOTAL FILL = 250 C.Y. | | / / �"'E""' CONCRETE.� . oxDcWAp` ~- ~_ ' ) �[ OU�� OF EXCAVATION AND FILL ARE APPROXIMATE. -- �-'--`' '' ` AND ARE SH0Y0u ONLY FOR THE PURPOSE OF OBTAINING A GRADING PERMIT AND SHALL NOT BE USED FOR CONTRACTUAL ui \ `~ | / . | NOTES: —200 1. E��C U�� A� �(� P� /�BU|� �D <�� -- - - --------- - - - RECOLLECTION. CONTRACTOR TO VERIFY U�UTY LOCATIONS PRIOR TO CONSTRUCTION. IF ANY CONFLICTS ARE |DEN�REC | | | \9^ �� -'- C.B. � CONTACT ENGINEER IMMEDIATELY. \ | /vr /9864 | .` /xoun�m / | ' ��U �� U F��^ 1_��_��_5�� CALL BEFORE '� YOU ~`~^ ' ^~�~ ^~- ^ ��~~~^ ------ - | PROVIDECI32 ADDITIONAL UTILITY EASEMENTS MAYBE REQUIRED DEPENDING ON | | | DURING CONSTRUCTION ' '' � | | | ' T EXISTING UTILITY LOCATIONS. | | | '~-~ ~~^ � � (NEW) �l CONNECT ROOF DRAINS AND DRIVEWAY INLETS TO DRAINAGE SYSTEM. | | | � �� 0Wp 4. ALLOWABLE IMPERVIOUS ��A�� | | | C.B. | Ky 10% HOUSE f� GARAGE = 4.000 SF | | | | TOP=200.00 ' | | | |E = 19�5O 8~ OUT| z� 5. CALL ENGINEERING Q|NS0N (771-O22O) FOR A INSPECTION BEFORE ' | |E = 1Q7.OD� 8° IN / � | �� | 8ACK�LUNG AND FOR FINAL INSPECTIONS. CONTROL STRUCTURE EX. S.S.M.H. SEE DETAIL DETEN11ON PIPE 0�5� (SEE DETAIL) TOP ACCESS TOP= FIELD SET SEE DETAIL SAW CUT AND REMOVE EX. ASPHALT. REPLACE ~"". EXISTING",",=M".. � � SECTION OR MINIMUM SECTION � SHOWN ON PAVEMENT DETAIL, | WHICHEVER IS GREATER. v :z TOP ACCESS FIELD SET 50' VC 200 -nON: PIPE Ow z 2.0 tb OD :To a. REPLACE EX. 8" � + = TYPE 2 CURD RAMP 6' LONG RAMP MIN. 1211 RAMP CLOPE.^, CONCRETE SIDEWALK o 20' � ASPHALT SIDEWALK l \PLAC[ 1' WIDE TACTILE \ r oc*zwo START OF o*mp CONCRETE CURB AND GUTTER T0P=199.24 |Nv=18S.84 ASPHALT TURN -AROUND TURN -AROUND DETAIL O. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRAINAGE SYSTEM ON PRIVATE PROPERTY IS THE RESPONSIBILITY OF THE PROPERTY OWNER. MATERIAL ACCUMULATED IN THE STORM PIPES MUST BE FLUSHED OUT AND REMOVED FROM THE CATCH BASINS TO ALLOW PROPER OPERATION. 2" MIN. COMP'T. DEPTH CL^8^ ASPHALT u' w/w. cnwpT DEPTH o/O' CS.T.C. v' MIN. COwP'T DEPTH 1-1/4~ C3BC `-----------APPn0vED suBGnxDE TYPICAL ROAD PAVING SECTION CONCRETE SHALL BE CLASS 3- 300OPSl CURB AND GUTTER SHALL BE POURED SEPARATELY FROM THE SlDEVALK, CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR, � VICINITY MAP NO SCALE w ��m��|�� ^�vv/n�'^� �� v��^�/ �`^ HELLEREN DEVELOPMENT COMPANY P.O. BOX 374 EDMONDS. WA. 98020 PH.: 425-778-3762 ENGINEER /SURVEYOR LOYELL-SAUERLAND & ASSOCIATES, INC. 19400-33RD AVENUE VK, SUITE 200 LYNNWO0D, WA. 98036 CONTACT: ROBERT LONC, P.E. PH.: 425-775-1591 FAX: 425-072-7990 ��'��~�| ��8TUK� v�_'x/,^�r�^- ��r�,^�/`n LEGAL M��y^��|��Tl�� -��r��_ DESCRIPTION /n*| puxxON OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, YKM., DESCRIBED AS FOLOWS: BEGINNING AT THE SOUTHEAST CORNER OF 3m�NORTHWEST QUARTER � THENCE N 88'52'27^ 0\ JO FEET-- THENCE N 0*35'56^ E. 146 FEET TO THE TRUE POINT OF BEGINNING; THENCE N 88^52'27^ W, 297.15 FEET; THENCE N 0^34'55" [. 146 FEET; THENCE S 88`52'27^ E. 297.21 FEET; THENCE S 0'35'56~ w' 148 FEET TO THE TRUE POINT OF BEGINNING. (BEING KNOWN AS TRACT J. 0NAVU PARK DIVISION 1, ACCORDING TO THE UNRECORDED PLAT THEREOF.) SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOH0M|SH, STATE OF WASH|NGTON. �|�� `^� rv��^^�� 11XX 7TH AVENUE S. [Dw0ND3 WA. 98020 TA #006194-008-002-00 APPRO8�� ~��N�~'�� VED /^��_�� FOR ��/n~�//��//��/� CITY��fT� /�� /�hJF�� / ��/ �_��/n/��/��~� | DATE: / BY: CITY ENGINEER �N||�|�� [��|T � ��M� ��1 ��|�W|�� PERMIT |��. ��W��—��0| ��|-�[� DEVELOPMENT PLAN ��l �L ��`�r��|� [ ��[� � ��i� /1:31 -71t4�/ES STRAUSS 1�J �[� �� T7��J �� T �� ] �� W.M.� ��- } � ~�» |� Vw | � �r» SECTION ��Y� ��» | .�� i�.� |�.�� L_.» VV\�m CITY��|l�� E� ��F�� _��Y��|��~� ' ��U��|�� U�T�� U��j��T�� ~�!��| ;��)�i�� ! COUNTY, � » ��; nxi�� V / U K REV. 01 ADD OFF -SITE PATH AND STORM SYSTEM 07-04x L- IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. GENERAL NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO W.S.D.O.T. 2002 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE & MUNICIPAL CONSTRUCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS, AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS PLAN (W.S.D.O.T. 2002). 2. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND THE CONTRACTOR SHALL NOTIFY THE CITY OF THEIR SCHEDULE IN SUFFICIENT TIME TO PERMIT INSPECTION PRIOR TO AND DURING THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF SIDE SEWERS (LATERALS & TEES) AND THE PLACING OF 2 X 4 MARKERS WITH THE LENGTH AND DEPTH OF THE LATERALS AND TEES INSCRIBED ON THE MARKERS, AND PRIOR TO BACKFILLING. 4. THE CONTRACTOR SHALL CALL THE ENGINEERING DIVISION (425-771-0220, EXT 1326) 24 HOURS IN ADVANCE FOR ALL INSPECTIONS OF THE SIDE SEWERS AND WATER SERVICES. 5. UPON COMPLETION OF THE SITE IMPROVEMENTS AND UNDERGROUND UTILITIES, THE CONTRACTOR THROUGH HIS CONSULTING ENGINEER SHALL FURNISH AN AS -BUILT PLAN TO THE CITY OF EDMONDS WHICH INDICATED THE LOCATION OF ALL SITE IMPROVEMENTS INCLUDING SIDE SEWER LATERALS OR TEES, WATER LINES OR OTHER PERTINENT INFORMATION. 6. UNDERGROUND WIRING REQUIRED WITH STREET LIGHTING (PRIVATE). 7. WATER SERVICE WITH METER BOX AND CURB STOP REQUIRED FOR EACH LOT. 8. THE CONTRACTOR SHALL ARRANGE FOR AND MAKE AIR TESTS OF SANITARY SEWER AND SEWER CONNECTIONS UNDER THE SUPERVISION OF THE CITY ENGINEER OR HIS DESIGNATED REPRESENTATIVE. LATERALS TO BE 6" CONCRETE PIPE, OR P.V.C. CONFORMING TO SDR 3034 STANDARDS. 9. EXISTING UNDERGROUND FACILITIES HAVE BEEN SHOWN ON THIS DRAWING FOR THE PURPOSE OF ASSISTING THE CONTRACTOR IN LOCATING SAID FACILITIES IN THE FIELD. THE HA CONTRACTOR S LL BE RESPONSIBLE FOR CHECKING ACTUAL LOCATIONS IN THE FIELD AND CHECKING WITH APPROPRIATE AGENCIES THAT MAY HAVE UNDERGROUND FACILITIES WITHIN THE PROJECT LIMITS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY DAMAGE TO UNDERGROUND FACILITIES RESULTING FROM HIS OPERATIONS. 10. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 11. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CLEAN, FLUSH, DISINFECT WHERE APPLICABLE AND OBTAIN SATISFACTORY APPROVAL FROM THE CITY OF EDMONDS REGARDING THE QUALITY AND INTEGRITY OF EXISTING WATER LINES, SANITARY SEWER LINE, STORM LINE, RETENTION SYSTEM, ETC. WRITTEN ACCEPTANCE BY THE CITY OF THESE PROCEDURES MUST BE TRANSMITTED TO THE DESIGN ENGINEER. 12. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH W.S.D.O.T. 2002/A.P.W.A. STANDARD SPECIFICATIONS OR AS DIRECTED BY THE CITY OF EDMONDS. 13. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXACT LOCATIONS TO AVOID DAMAGE OR DISTURBANCE. 14. ALL INLET AND CATCH BASIN FRAME AND GRATES SHALL . NOT BE ADJUSTED UNTIL IMMEDIATELY PRIOR TO PAVING. 15. THE TEMPORARY EROSION/SEDIMENTATION CONTROL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION/SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR IN SITE EROSION HAS PASSED. 16. ALL REQUIRED STORM WATER RETENTION/DETENTION FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO ANY PAVING UNLESS OTHERWISE APPROVED BY THE ENGINEERING DIVISION. 17. ALL DRAINAGE STRUCTURES SHALL HAVE LOCKING LIDS, REGARDLESS OF LOCATION. 18. ALL DISTURBED SURFACES SHALL BE SEEDED WITH TOUGH, HARDY, FAST GROWING GRASS UNLESS LANDSCAPING/EROSION CONTROL MEASURES ARE EMPLOYED. 19. UNLESS OTHERWISE NOTED ALL STORM DRAINAGE PIPING 8", 12", 18", 24" & 36" INCLUDING DETENTION PIPE WILL BE 16 GAUGE GALVANIZED STEEL AND SHALL USE TREATMENT 1. 20. GRASS SEEDING WILL BE DONE USING AN APPROVED TYPE HYDRO - SEEDER, OR AS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. THE PERFORMANCE BOND WILL NOT BE RELEASED UNTIL THE GRASS IS ESTABLISHED UNLESS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. 21. PIPING SPECIFICATIONS AS NOTED. 22. ALL STEEL PARTS WILL BE GALVANIZED AND WITH TREATMENT #1 (ASPHALT COATED). 23. ALL WORK AND MATERIALS FOR INSTALLATION AND CONSTRUCTION OF SEWER, WATER, AND UNDERGROUND POWER SHALL CONFORM TO STANDARD SPECIFICATIONS FOR SUCH WORK IN ACCORDANCE WITH THE CITY OF EDMONDS AND SNOHOMISH COUNTY P.U.D. STANDARDS. EROSION AND SEDIMENT CONTROL (ESC) NOTES 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. 5. ESC MINIMUM REQUIREMENT - OTHER BMPS AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AGGREGATE: 4" - 8" QUARRY SPALLS ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE 8-12 INCHES THICK. IT MUST EXTEND THE FULL, WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONAL MATERIAL. THE GRAVEL SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. TOP ELEV. 200.00 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE N.T.S. I. , LOCKING FRAME AND GRATE OFFSET WHERE OPENING IS DIRECTLY OVER LADDER AND RESTRICTOR IS VISIBLE AT ONE EDGE OF GRATE ' STD. GALV. STEPS 6" MIN. (1 � e r� �vu�>� ► oc�uv� �t N I 15' MIN. -I 10 2 1�0 0 4" - 8" QUARRY SPALLS ELEV. 198.54 ADAPTOR SKIRT TRIM TO WITHIN RETRIEVAL STRAP 3" - 5" OF GRATE OVERFLOW 0.5' MIN. SHEAR GATE STAND FL, RE _6" CMP ELBOW (TYP.) ELEV. 197.40 OVERFLOW BYPASS FOR PEAK STORM VOLUMES "-SEDIMENT ACCUMULATION NOTES 1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMES HALF FULL . 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING, AND RE-INSERTING IT INTO THE CATCH BASIN. 20" 1 CATCH BASIN PROTECTION NO SCALE � LOCKING FRAME & GRATE FINISHED GRADE I IrC G 1111 Iun OMJIIN 48" DIA. MIN. ELEVATION MEW N. T. S. SOLID ROUND LOCKING LID ONCRETE TYPE S 6 XTENSION UNIT :ONCRETE TYPE "N" 8" :EDUCING FLAT SLAB UNIT "OR 54" DIA. MANHOLE INSTALL PER CITY STD. DETAIL E1.1 2"X 4" DOUGLAS FIR SUPPORT POST \ I NEWLY GRADED OR FILTER FABRIC DISTURBED SLOPE \ ' EX. GROUND )npo 8" to 10" SECTION 8„ ATTACH FILTER FABRIC TO POSTS WITH WIRE RINGS OR STAPLES X 4"DOUGLAS FIR EXTEND BOTTOM OF 18"MAX. 15"MIN. B"MIN. MIRAFI 140 OR EQUAL FILTER FABRIC 6" 18"MAX. 15"MIN. 8"MIN. 2" POSTS ®3 O.C. MIN. FILTER FABRIC INTO ELEVATION 4"WIDE X 4"DEEP TRENCH FILTER BARRIER - THIS SEDIMENT BARRIER MAY BE CONSTRUCTED USING BURLAP OR STANDARD STRENGTH SYNTHETIC FILTER FABRIC. IT IS DESIGNED FOR LOW OR MODERATE FLOWS NOT EXCEEDING 1 C.F.S. 1. THE HEIGHT OF A FILTER BARRIER SHALL BE A MINIMUM OF 15 INCHES AND SHALL NOT EXCEED 18 INCHES. 2. BURLAP OR STANDARD STRENGTH FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE LENGHT OF THE BARRIER TO AVOID THE USE OF JOINTS (AND THUS IMPROVE THE STRENGTH AND EFFICIENCY OF THE BARRIER). 3. THE STAKES SHALL BE SPACED A MAXIMUM OF 3 FEET APART AT THE BARRIER LOCATION AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 8 INCHES). 4. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 4 INCHES WIDE AND 4 INCHES DEEP ALONG THE LINE OF STAKES AND UPSLOPE FROM THE BARRIER. 5. THE FILTER MATERIAL SHALL BE STAPLED TO THE WOODEN STAKES AND 8 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. HEAVY DUTY WIRE STAPLES AT LEAST 1/2 INCH LONG SHALL BE USED. FILTER MATERIAL SHALL NOT BE STAPLED TO EXISTING TREES. 6. THE TRENCH SHALL BE BACKFILLED AND THE SOIL COMPACTED OVER THE FILTER MATERIAL. 7. IF A FILTER BARRIER IS TO BE CONSTRUCTED ACROSS A DITCH LINE OR SWALE, THE BARRIER SHALL BE OF SUFFICIENT LENGTH TO ELIMINATE END FLOW, AND THE PLAN CONFIGURATION SHALL RESEMBLE AND ARC OR HORSESHOE WITH THE ENDS ORIENTED UPSLOPE. 8. FILTER BARRIERS SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. FILTER BARRIER N.T.S. PIPE SUPPORT ` ' w z" DIA. ORIFICE APPROVED FOR CONSTRUCTION _ 36" CMP, 10 GA., 3" X 1" CORR. ALUMINUM ROD CLEANOUT%SHEAR GATE a CITY OF EDMONDS --.A ,� ELEV. 195.50 47'-36"DIA. CMP ui N e : 03 ® 0.50% STANDARD GALVANIZED DATE: DETENTION PIPE LADDER STEPS 8" CMP BY: - FLOW 3" MIN CLEARANCE -3" MIN. INV. 195,50 - FLOW CITY ENGINEER 1-1/3" DIA. ORIFICE SHOP WELD 36" CMP TO 1 00• IN 12 GA. PLATE AND WELD TO CMP CROSS. HOLE TO BE DETENTION PIPE END. I SHARP -EDGED, SHOP DRILLED. 1. 0, \ -TYPE II CATCH BASIN 48-INCH DIAMETER (JOINT LOCATION VARIES) P CATCH BASIN 48" DIA., TYPE 2 CATCH BASIN #1 N.T.S. RESTRICTOR N.T.S. NOTE ALL STEEL PARTS AND SURFACES MUST BE GALVANIZED AND COATED WITH ASPHALT (TREATMENT 1) OR BETTER. TOP ACCESS DETAIL N.T.S. t t7� ,�WC36508 9 IS ZONAL j?•" EXPIRES 8/17/04 SITE DEVELOPMENT DETAILS FOR S TRAUSS RESIDENCE IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. � I I. � � 1 I I � i I I I �► � II � I� rl' I I I 0 I I I II I A,C, Y D S7'S r 1F�S7 A D D I r10 JN � II 3 V) Q rT I ILE I i I I a I of N II W iE cc co `�' �� J r I _' RtAL I 5®R 36 I P DNS z 1 f I I 0 on EXISTING DITCH N 40 (TOlBE NT00 f I [#�iENT! � I I I H DRAIN I I 1 f I TOP ELEV. = 191.5POLYDRAIN I I I I f I V) z •�' 6" ROOF/AREA DRAIN 01.0% MIN. I I \ DAYLIGHT TO EX. DITCH (TYP.) SYSTEM 500 SERIES OR EQUAL. I I I N 89' 9'08" E - 135.01' STORM INV.= 188.50 6" PVC SIDE SEWER ® 2.0% MIN. 7 • r 0 1gy� h II `� PROPOSED ASPHALT f I '� U-' -'�--F-- •- I WALKWAY AT GRADE I PLAN 3452 �$6% z% x I (�) ?c I K MAIN F.F.=-192.5 ° v O / GARAGE F.F. - 192.0 I I X : �rG� �" !�Q• -: W SERVICE 16 i0 f PLIANT GRASS FILTER w o I i w �. (%� < I STf IP, 8' WIDE MIN. a N i f BUILDING HEIGHT DATA: / 5.00 0 MEAN=191.06 I - MAX=216.06 CI3' I_1_ILLJ I I ............... - Z I TALL FILTER } 190.72 / 192.76 r. W I� - w \ ABRIC FENCE(TYP.) i Q I' 1 I SHEET FLOW o I~ 04 Q I\ cn IL- / of � �p\� la � � \ I00 W 4�i Z �o. r. �I .�c I 1, i / - \�-EXjSTII�G CREEK z x I ALL EXPOSED StJF F `" ACES TO EXTEND: 5' CONCRETE G 16' SIDEWA4-K \ \ I 00VERED- WITHIN 2 DAYS V _ _ 2 \ x - _ vi .0_. , '#JER/CONTRACTOR IS RESPONSIELE FOS - !- 1 I `. .................. /....-_..._..__........_.-..-.: 0 SCALE : ' 1 "=20' 10 0 30 0 20 N 89'58'40" E 134.97' - - - - - EX. C. B. 8"SD EMOVE/ I EX. C•B. PROVIDE CB PROTECTION TOP=198.64 I / ,� DURING CONSTRUCTION INV=197.17-8 E I TOP=198.51 REPLACE EX. 8" I INV=195.91-8"W, IN ^ PROVIDE CB PROTECTION 3- DURING CONSTRUCTION INV=195.28-12"S, IN N I I I INV=195.28-12"N, OUT 16'-8" CMP - I - -- I REPLACE EX. 8" r ® 1.0% I . INV=195.28-8"W, IN (NEW) C.B. 22'�8" CMP 1 M I Y 0 1.0% TOP=200.00 J ~ IE = 195.50, 8" OUT I Q \ � IE = 197.00, 8" IN 4 CONTROL STRUCTURE I �' (� I EX. S.S.M.H. I SEE DETAIL I o W z TOP=199.24 „� N INV=189.84 DETENTION PIPE. I 47'-36" CMP 0 0.5% U. tnr'' (SEE DETAIL) TOP ACCESS I, TOP= FIELD SET SEE DETAIL - I � I SAW CUT AND REMOVE I EX. ASPHALT. REPLACE I WITH EXISTING PAVEMENT SECTION OR MINIMUM SECTION SHOWN ON PAVEMENT DETAIL, FIREAND AID ADD ESS SIGN REQUIRED I I I - WHICHEVER IS GREATER. I 210:...............................:..............................................................................................•----__-_.__._.._.._...___......_____.__..._..._......_.__._._ ............................... :............................... :.................... z TOP ACCESS W FIELD SET w TOP=t204.3 .......................... ........................... ...... 50' ................ ........................... VC - ...................... h ........................ _cn: a A.. .......................... :............................... ............................................. PVI STA = 002 r- co JPVI ELEV = 19417 0) �* N { o A.D. = .- K = 7.24 : 6.91 o O�i + II: O �% rrrrr � � z �• = r Li Z U w U Gi U t;i U: WX•rr G?, 200 . :......... m m W .. W: _...:.. ; ._.._._.. :.............................:._._......._._......__ I .___...._..._-_._. = ......... p'�i CL 8" CMP Inl o ___--- " 47'-36 CMP ® 0.50% DETENTION: PIPE Q :.. - �..........................- N W ...........................:.........................�� Z --_ J.......... .......................= _ ........___.. ..........._ ESC. C.B.(WEST) _ _ 22,.. . ...__................----_. .....__......._........_.._ _...__..._ --------- ------ - -� 8" CMP -- 2.00% TOP=198.64 INV=197.17-8"E ' REPLACE EX. 8" = C•B• PROPOSED FINISHED GRADE 190 .. r t _ ^. ..................................................... = =...... EX. C. B. (EAST) ---.-_.-----._..._.-_... :TYPE 2-48" Z N w _ TOP=198.51 - ENP=2I70:I70 '• c�°_' �+ Q 7TH AVENUE S. INS?=195.91-8"W, IN INV=195.28-12"S, N:IE :IE = 195.50, 8"` OUT = 197.00, 81 IN II = o a INV=195.28-12"N, :OUT :CONTROL STRUCTURE > a w o SCALE: 1" = 20' H012. REPLACE EX. 8 " = :SEE DETAIL N Wiz 1" = 5' VERT I0=195.288"W, IN (NEW) I.......................................... 0+00 0+50 1 +00 . 1 +50 TYPE 2 CURB RAMP 6' LONG RAMP MIN, 1211 RAMP SLOPE, 20' CONCRETE j H J<_>12,1_ j S PHALT SIDEWALK Z�7 \ \ PLACE V WIDE TACTILE 1' BEHIND START OF RAMP CONCRETE CURB AND GUTTER 12' ASPHALT TURN -AROUND TURN -AROUND DETAIL i1196TH ST SW (, i GASPERS ST r i i Pry MAIN ST 212TH 214TH W PI E > 216th ST SW = FIR F- It 00 ?: 2 OTH ST SW UJI Q $ (00 rn rn VICINITY MAP NO SCALE 196TH ST SW Al CONSTRUCTION SEQUENCE 1. ATTEND PRE -CONSTRUCTION MEETING. CALL ENGINEERING INSPECTOR (771-0220) TO SET UP MEETING. 2. CALL FOR UTILITY LOCATIONS (1-800-424-5555). 3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN. 4. FLAG CLEARING LIMITS. 5. INSTALL AND MAINTAIN CATCH BASIN PROTECTION (AS NEEDED) OWNER/DEVELOPER 6. CLEAR SITE PER THIS PLAN ( ROUGH GRADING). HELLEREN DEVELOPMENT COMPANY P.O. BOX 374 7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA, EDMONDS, WA. 98020 REQUIREMENTS. PH.: 425-776-3762 8. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, ETC.). ENGINEER / SURVEYOR 9. FINAL GRADE/PAVE, MAINTAIN MINIMAL CB PROTECTION. 10. HYDROSEED AND MULCH ALL EXPOSED AREAS. LOVELL-SAUERLAND & ASSOCIATES, INC. 19400-33RD AVENUE W., SUITE 200 LYNNWOOD, WA. 98036 11. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION CONTACT: ROBERT LONG, P.E. MEASURES ARE INSTALLED. PH.: 425-775-1591 FAX: 425-672-7998 GRADING QUANTITIES: _ VERTICAL DATUM TOTAL CUT = 250 C.Y. TOTAL FILL = 250 C.Y. DATUM : CITY OF EDMONDS (M.L.L.W.) THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE, AND ARE SHOWN ONLY FOR THE PURPOSE OF OBTAINING A GRADING PERMIT AND SHALL NOT BE USED FOR CONTRACTUAL LEGAL DESCRIPTION PURPOSES. THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLOWS: NOTES: BEGINNING AT THE SOUTHEAST CORNER_ OF SAID NORTHWEST .QUARTER ; THENCE N 88'52'27" W, 30- FEET; 1_ EXISTING UTILITIES ARE SHOWN PER AS-BUILTS AND OWNER-' RECOLLECTION. CONTRACTOR TO VERIFY UTILITY LOCATIONS THENCE N 0'35'56" E, 146 FEET TO THE TRUE POINT OF BEGINNING; PRIOR TO CONSTRUCTION. IF ANY CONFLICTS ARE IDENTIFIE6 THENCE N 88'52'27" W, 297.15 FEET; CONTACT ENGINEER IMMEDIATELY. THENCE N 0'34'55" E, 146 FEET; THENCE S 88'52'27" E, 297.21 FEET; CALL BEFORE YOU DIG: 1-800-424-5555 THENCE S 0'35'56" W, 146 FEET TO THE TRUE POINT OF BEGINNING. 2. ADDITIONAL UTILITY EASEMENTS MAYBE REQUIRED DEPENDINGIION (BEING KNOWN AS TRACT 3, ONAVU PARK DIVISION 1, ACCORDING TO THE EXISTING UTILITY LOCATIONS. UNRECORDED PLAT THEREOF.) 3. CONNECT ROOF DRAINS AND DRIVEWAY INLETS TO DRAINAGE SYSTEM. SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 4. ALLOWABLE IMPERVIOUS SURFACES: HOUSE & GARAGE = 4,000 SF SITE ADDRESS 5. CALL ENGINEERING DIVISION (771-0220) FOR A INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS. 11 XX 7TH AVENUE S. 6. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRAIDiAGE EDMONDS WA, 98020 SYSTEM ON PRIVATE PROPERTY IS THE RESPONSIBILITY OF TIE ��„ TA #006194-008-002-00 (iU %(!�jJ`„�, & �cJ 075 PROPERTY OWNER. MATERIAL ACCUMULATED IN THE STORM FIPES MUST BE FLUSHED OUT AND REMOVED FROM THE CATCH BA:;INS TO ALLOW PROPER OPERATION. _ 2" MIN. COMP'T. DEPTH CL."B" ASPHALT 2" MIN. COMP'T. DEPTH 5/8" C.S.T.C. 4" MIN. COMP'T. DEPTH 1-1/4" CSBC APPROVED SUBGRADE _ i TYPICAL ROAD PAVING SECTION ASPHALT SIDEWALK CAT GRADE) CONCRETE SHALL BE CLASS 3- 3000PSI CURB AND GUTTER SHALL BE POURED SEPARATELY FROM THE SIDEWALK, CITY INSPECTION REQUIRED ON FORM WORK PRI❑R TO POUR, 36508ftis O� jD1VAL 05 EXPIRES 8/17/04 APPROVED AS NOTED BY ENGINEERING Date' 3 -,Z- APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEER RECEIVED SITE DEVELOPMENT PLAN DEC 2 2 2Q03 FOR PERMIT COUNTER STRAUSS RESIDENCE IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. CITY OF EDMONDS SN OH'OM I SH COUNTY, WASH I N GTON L_ DEC 19 L003 IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. GENERAL NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO W.S.D.O.T. 2002 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE & MUNICIPAL CONSTRUCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS, AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS PLAN (W.S.D.O.T. 2002). 2. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND THE CONTRACTOR SHALL NOTIFY THE CITY OF THEIR SCHEDULE IN SUFFICIENT TIME TO PERMIT INSPECTION PRIOR TO AND DURING THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF SIDE SEWERS (LATERALS & TEES) AND THE PLACING OF 2 X 4 MARKERS WITH THE LENGTH AND DEPTH OF THE LATERALS AND TEES INSCRIBED ON THE MARKERS, AND PRIOR TO BACKFILLING. 4. THE CONTRACTOR SHALL CALL THE ENGINEERING DIVISION (425-771-0220, EXT 1326) 24 HOURS IN ADVANCE FOR ALL INSPECTIONS OF THE SIDE SEWERS AND WATER SERVICES. 5. UPON COMPLETION OF THE SITE IMPROVEMENTS AND UNDERGROUND UTILITIES, THE CONTRACTOR THROUGH HIS CONSULTING ENGINEER SHALL FURNISH AN AS -BUILT PLAN TO THE CITY OF EDMONDS WHICH INDICATED THE LOCATION OF ALL SITE IMPROVEMENTS INCLUDING SIDE SEWER LATERALS OR TEES, WATER LINES OR OTHER PERTINENT INFORMATION. 6. UNDERGROUND WIRING REQUIRED WITH STREET LIGHTING (PRIVATE). 7. WATER SERVICE WITH METER BOX AND CURB STOP REQUIRED FOR EACH LOT. 8. THE CONTRACTOR SHALL ARRANGE FOR AND MAKE AIR TESTS OF SANITARY SEWER AND SEWER CONNECTIONS UNDER THE SUPERVISION OF THE CITY ENGINEER OR HIS DESIGNATED REPRESENTATIVE. LATERALS TO BE 6" CONCRETE PIPE, OR P.V.C. CONFORMING TO SDR 3034 STANDARDS. 9. EXISTING UNDERGROUND FACILITIES HAVE BEEN SHOWN ON THIS DRAWING FOR THE PURPOSE OF ASSISTING THE CONTRACTOR IN LOCATING SAID FACILITIES IN THE FIELD. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING ACTUAL LOCATIONS IN THE FIELD AND CHECKING WITH APPROPRIATE AGENCIES THAT MAY HAVE UNDERGROUND FACILITIES WITHIN THE PROJECT LIMITS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY DAMAGE TO UNDERGROUND FACILITIES RESULTING FROM HIS OPERATIONS. 10. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 11. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CLEAN, FLUSH, DISINFECT WHERE APPLICABLE AND OBTAIN SATISFACTORY APPROVAL FROM THE CITY OF EDMONDS REGARDING THE QUALITY AND INTEGRITY OF EXISTING WATER LINES, SANITARY SEWER LINE, STORM LINE, RETENTION SYSTEM, ETC. WRITTEN ACCEPTANCE BY THE CITY OF THESE PROCEDURES MUST BE TRANSMITTED TO THE DESIGN ENGINEER. 12. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH W.S.D.O.T. 2002/A.P.W.A. STANDARD SPECIFICATIONS OR AS DIRECTED BY THE CITY OF EDMONDS. 13. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXACT LOCATIONS TO AVOID DAMAGE OR DISTURBANCE. 14. ALL INLET AND CATCH BASIN FRAME AND GRATES SHALL NOT BE ADJUSTED UNTIL IMMEDIATELY PRIOR TO PAVING. 15. THE TEMPORARY EROSION/SEDIMENTATION CONTROL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION/SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR IN SITE EROSION HAS PASSED. 16. ALL REQUIRED STORM WATER RETENTION/DETENTION FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO ANY PAVING UNLESS OTHERWISE APPROVED BY THE ENGINEERING DIVISION. 17. ALL DRAINAGE STRUCTURES SHALL HAVE LOCKING LIDS, REGARDLESS OF LOCATION. 18. ALL DISTURBED SURFACES SHALL BE SEEDED WITH TOUGH, HARDY, FAST GROWING GRASS UNLESS LANDSCAPING/EROSION CONTROL MEASURES ARE EMPLOYED. 19. UNLESS OTHERWISE NOTED ALL STORM DRAINAGE PIPING 8", 12", 18", 24" & 36" INCLUDING DETENTION PIPE WILL BE 16 GAUGE GALVANIZED STEEL AND SHALL USE TREATMENT 1. 20. GRASS SEEDING WILL BE DONE USING AN APPROVED TYPE HYDRO - SEEDER, OR AS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. THE PERFORMANCE BOND WILL NOT BE RELEASED UNTIL THE GRASS IS ESTABLISHED UNLESS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. 21. PIPING SPECIFICATIONS AS NOTED. 22. ALL STEEL PARTS WILL BE GALVANIZED AND WITH TREATMENT #1 (ASPHALT COATED). 23. ALL WORK AND MATERIALS FOR INSTALLATION AND CONSTRUCTION OF SEWER, WATER, AND UNDERGROUND POWER SHALL CONFORM TO STANDARD SPECIFICATIONS FOR SUCH WORK IN ACCORDANCE WITH THE CITY OF EDMONDS AND SNOHOMISH COUNTY P.U.D. STANDARDS. EROSION AND SEDIMENT CONTROL (ESC) NOTES 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS, 4. ESC MINIMUM REQUIREMENT - MAINTENANCE ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. 5. ESC MINIMUM REQUIREMENT - OTHER BMPS AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AGGREGATE: 4" - 8" QUARRY SPALLS ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE 8-12 INCHES THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONAL MATERIAL. THE GRAVEL SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE N.T.S. LOCKING FRAME AND GRATE OFFSET WHERE OPENING IS DIRECTLY OVER LADDER AND RESTRICTOR IS VISIBLE AT ONE EDGE OF GRATE TOP ELEV. 200.00 STD. GALV. STEPS 6" MIN. n n PIPE SUPPORT ALUMINUM ROD CLEANOUT SHEAR GATE 8" CMP - FLOW 3" MIN CLEARANCE • W 47'-36"DIA. CMP ® 0.507 DETENTION PIfE INV. 195.50 FLOW 1=4 MIN. , 1.00' TYPE II CATCH BASIN 48-INCH DIAMETER (JOINT LOCATION VARIES) CATCH BASIN 48" DIA., TYPE 2 CATCH BASIN ,1 N. T. S. i 15' MIN. ao 2 1� 0 0 0 4" - 8" QUARRY SPALLS ELEV. 198.54 ADAPTOR SKIRT TRIM TO WITHIN 3" - 5" OF GRATE GEOTEXTILE FABRIC RETRIEVAL STRAP OVERFLOW BYPASS FOR PEAK STORM VOLUMES `SEDIMENT ACCUMULATION NOTES 1. INSERT SHA LL LL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMES HALF FULL . 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING, AND RE-INSERTING IT INTO THE CATCH BASIN. CATCH BASIN PROTECTION NO SCALE OVERFLOW 0.5' MIN. SHEAF GATE STAND FL RE �6" CMP ELBOW (TYP.) 20" ELEV. 197.40 w 2" DIA. ORIFICE -,. ELEV. 195.50 1 1/3' DIA. ORIFICE IN 12 GA. PLATE AND WELD TO CMS CROSS. HOLE TO BE SHARP -EDGED, SHOP DRILLED. RESTRICTOR N.T.S. NOTE ALL STEEL PARTS AND SURFACES MUST BE GALVANIZED AND COATED WITH ASPHALT (TREATMENT 1) OR BETTER. LOCKING FRAME & GRATE FINISHED GRADE 1 IrL G 1.n 1%-r-1 0M 311N 48" DIA. MIN. MEVATION MEW N.T.S. SOLID ROUND LOCKING LID ^,ONCRETE TYPE "S" 6" :XTENSION UNIT ;ONCRETE TYPE "N" 8" 'EDUCING FLAT SLAB UNIT OR 54" DIA. MANHOLE 36" CMP, 10 GA., 3" X 1" CORR. STANDARD GALVANIZED LADDER STEPS TOP ACCESS DETAIL N.T.S. SHOP WELD 36" CMP TO DETENTION PIPE END. INSTALL PER CITY STD. DETAIL E1.1 2"X 4" DOUGLAS FIR SUPPORT POST \ NEWLY GRADED OR FILTER FABRIC 6" DISTURBED SLOPE EX. GROUND 18"MAX. 15"MIN. oo oo . "MIN. 8" to 10"- SECTION 81, ATTACH FILTER FABRIC TO POSTS WITH WIRE MIRAFI 140 OR EQUAL RINGS OR STAPLESFILTER FABRIC 6" 1 15"MIN.8"MAX. / 4„ 8"MIN. 2"X 4"DOUGLAS FIR EXTEND BOTTOM OF POSTS ® 3'0.C. MIN. FILTER FABRIC INTO ELEVATION 4"WIDE X 4"DEEP TRENCH FILTER BARRIER - THIS SEDIMENT BARRIER MAY BE CONSTRUCTED USING BURLAP OR STANDARD STRENGTH SYNTHETIC FILTER FABRIC. IT IS DESIGNED FOR LOW OR MODERATE FLOWS NOT EXCEEDING 1 C.F.S. I. THE HEIGHT OF A FILTER BARRIER SHALL BE A MINIMUM OF 15 INCHES AND SHALL NOT EXCEED 18 INCHES. 2. BURLAP OR STANDARD STRENGTH FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE LENGHT OF THE BARRIER TO AVOID THE USE OF JOINTS (AND THUS IMPROVE THE STRENGTH AND EFFICIENCY OF THE BARRIER). 3. THE STAKES SHALL BE SPACED A MAXIMUM OF 3 FEET APART AT THE BARRIER LOCATION AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 8 INCHES). 4. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 4 INCHES WIDE AND 4 INCHES DEEP ALONG THE LINE OF STAKES AND UPSLOPE FROM THE BARRIER. 5. THE FILTER MATERIAL SHALL BE STAPLED TO THE WOODEN STAKES AND 8 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. HEAVY DUTY WIRE STAPLES AT LEAST 1/2 INCH LONG SHALL BE USED. FILTER MATERIAL SHALL NOT BE STAPLED TO EXISTING TREES. 6. THE TRENCH SHALL BE BACKFILLED AND THE SOIL COMPACTED OVER THE FILTER MATERIAL. 7. IF A FILTER BARRIER IS TO BE CONSTRUCTED ACROSS A DITCH LINE OR SWALE, THE BARRIER SHALL BE OF SUFFICIENT LENGTH TO ELIMINATE END FLOW, AND THE PLAN CONFIGURATION SHALL RESEMBLE AND ARC OR HORSESHOE WITH THE ENDS ORIENTED UPSLOPE. 8. FILTER BARRIERS SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. FILTER BARRIER N.T.S. APPROVED AS NOTED BY ENGINEERING Date: - APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENgNEER SITE DEVELOPMENT DETAILS FOR STRAUSS RESIDENCE IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON RECEIvE DEC 2 2 2003 D EC 1 9 ?00 /J�w��/6,�dwb/s� PERMIT C ,OuNIER % IN SE1 /4, NW1 /4, SECTION 25, T.27 N.$ R.3 E., W.M. STORM INV.= 188.50 6" PVC SIDE SEWER ® 2.0% MIN. A,C, Y 0 IT'S r IJRST r\DDT r101\1 I I 3 �I ACCEPTABLE TIGHTLINE I I Q / �1MATERIAL J z 1 I I I SCALE 1"=20' Q'I 1 V 0 L. 8, P r SDR �J J V) SON 40 Q ` I I I 10 0 30 _ o I 10 I I I rn fi co EXISTING DITCHi2 °' 1 i I I I I I 0 20 n. N' . F810 HANCOR �� CHANNEL TRENCH DRAIN I I 11 j TOP ELEV. = 191.5 6" ROOF/AREA DRAIN ® 1.0% MIN. POLYDRAIN SYSTEM ( J I I I I DAYLIGHT TO EX. DITCH (TYP.) 500 SERIES OR EQUAL. { I I I N 89' 9'08" E 135.01' - - = 1g� � V 189.26..... ...... ............... ..../............. ....... .. 1912% .49 _I pW. FCOttNG DRAIN - OT l i: w a ` I J 0 In : I 1 x s / SYSTEM Is / PROPOSED ASPHALT o I I / / I� _ % I I WALKWAY AT GRADE I , PLAN 3452 ,{° , i x I I (Typ)• u x _ I MAIN F.F. = 192.5 ° U / • . I 0 / GARAGE F.F. = 192.0 I I oI / ��-�"� WAE .Z VICE +� ip I I PLIANT GRASS FILTER o I : i w- w d (n I STRIP, 8' WIDE MIN.. a N i I BUILDING HEIGHT DATA: // 5.00 a I I MEAN=191.06 :ruj :i MAX=216.06 �' p i LliLLJ I I Ij w .. ..-/ .--..---..--. - � ISFILTER ABRIC FENCE(TYP.)190.7-2 -.....192.7L!J Q c° J I / g `� 0 l z 1 2% w >I I '- y o� tk�� 9 SHEET FLOW �+ Q I \\ 3'A lx -DewQ- �o` © 5.00 �96 j� I ^ \ \ o � o ©L J I ��.EX�STIN\G CREEK EXTEND:5' CONCREITE z ALI. MP10SED SURFACES TO sIDEWAI;K BE COVERED -VOM 2 DAYS i� 4MER/COI AP TOR IS RESPONSIBLE FOR EROSION 00 lTI ICt V7 DRAW ►flE N 89'58'40" E 134.97' SD X' C'B' 8"EMOVE I EX.C,B. PROVIDE CB PROTECTION IN v 1978164 8 E I \ \ TOP-198.51 DURING CONSTRUCTION N I I PROVIDE CB PROTECTION( I REPLACE EX. 8" INV=195.91�8"W, IN DURING CONSTRUCTION; INV=195.28�12"S, IN INV=195.28^-12"N, OUT " CMP ( I L X 01.08"W, IN (NEW) 1.0% NV95.28 Li C.B. 1 Y - 0 1.0% CMP V TOP=200.00 I J F-•- Y IE = 195.50, 8" OUT I Q- IE. = 197.00, 8" IN �,R=►L �= CONTROL STRUCTURE ( �"ti!r EX. S.S.M.H. SEE DETAIL ( O s Z. TOP-199.24 U C� o ": I INV=189.84 DETENTION PIPE 47'-36" CMP ® 0.5% I (SEE DETAIL) TOP ACCESS TOP= FIELD SET SEE DETAIL ' I SAW CUT AND REMOVE I EX. ASPHALT. REPLACE WITH EXISTING PAVEMENT I AID ADDR S SIGN. REQUIRED SECTION OR MINIMUM SECTION FIRE AND - SHOWN ON PAVEMENT DETAIL, WHICHEVER IS GREATER. I 210:...---••-•----•-••-••---• ......:...........•-•.................:..........................-••......--•-•-----••--...---•-------:-----•--•••----•-••--....•-•..-:........•-•----••--•-•••----•-•:-••-••---•-•---••••---.........:.••....-------•--•--•------••..:.............----•.......---...:............................... 210 Z TOP ACCESS w = FIELD SET = w TOP=f204.3 •............................... 50' VC ¢ ................................ :.......... .................... ................................ :.......................... ....:... .............. co: A.. _.._................_.--..-.............................................-.....�...._ PVI STA = 0+72 wx 17OVI ELEV = 194 7.24 ,of= N "; +A.D. + IIw++ o Z cN� cwi c�i w w J .............................. 200 ' > > :.:...............................:......................41 > >: w............................... :................... ..,.....:............................... .� ......................... ... ......................... 200 16' M d r'r : ,I 18" CMP o a __-- ZAq,` �i --_ 47'-36 CMP ® 0.50% _ 9 DETENTION:= PIPE ►- Lj ca................................................�! ... ....................................... - ... . ......: 2 EX, C.B.(WEST) .. -� -------- -- -- - = 8" cMP TOP =198.64 2.00% IN:V=197.17-8"E REPLACE EX. 8" = =C.B. fl PROPOSED rINISHED GRADE 190 .......N.......................................C.B.(EAST ........ .-...... E ::TYPE 2-48" Z N w TOP=198.51 ... roP=2rro-lja . ri 190 cv�_ + Q /� I ' 7TH A VE N V E S. INV=195.91-8"W, ICJ INV=195.28-12"S, 3N IE = 195.50, 8H OUT IE = 197.00, 8; IN II = b a INV=195.28-12"N, :OUT :CONTROL STRUCTURE > `• Q w t' SCALC-: 1" = 20' HOF2. - _ " REPLACE EX. 8 : :SEE DETAIL V) w �? 1" = 5' VERTE :........O+I50... = INV=195.28^ 8"W, IN (NEW) 0+00 ......................:. = 1 +I00................................... =--------1-+I50--------=............................... =....................... .... 2+00 TYPE 2 CURB RAMP 6' LONG RAMP MIN. 1211 RAMP SLOPE., CONCRETE ' SIDEWALK In 20' R ASPHALT SIDEWALK \ \ PLACE 1' WIDE TACTILE V BEHIND START OFRAMP CONCRETE CURB AND GUTTER 12' ASPHALT TURN -AROUND TURN -AROUND DETAIL CONSTRUCTION SEQUENCE 1. ATTEND PRE -CONSTRUCTION MEETING. CALL ENGINEERING INSPECTOR (771-0220) TO SET UP MEETING. 2. CALL FOR UTILITY LOCATIONS (1-800-424-5555). 3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN. 4. FLAG CLEARING LIMITS. 5. INSTALL AND MAINTAIN CATCH BASIN PROTECTION (AS NEEDED) 6. CLEAR SITE PER THIS PLAN ( ROUGH GRADING). 7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA REQUIREMENTS. 8. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, ETC.). 9. FINAL GRADE/PAVE, MAINTAIN MINIMAL CB PROTECTION. 10. HYDROSEED AND MULCH ALL EXPOSED AREAS. 11. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION MEASURES ARE INSTALLED. GRADING QUANTITIES: TOTAL CUT = 250 C.Y. TOTAL FILL = 250 C.Y. THE QUANTITIES OF EXCAVATIO, N AND. FILL ARE APPROXIMATE, AND ARE SHOWN ONLY FOR' THE PURPOSE OF OBTAINING A GRADING PERMIT AND SHALL NOT BE USED FOR CONTRACTUAL PURPOSES. NOTES: .� 1. EXISTING UTILITIES ARE SHOWN PER AS-BUILTS AND OWNERS RECOLLECTION. CONTRACTOR TO VERIFY UTILITY LOCATIONS PRIOR TO CONSTRUCTION. IF ANY CONFLICTS ARE IDENTIFIED CONTACT ENGINEER IMMEDIATELY. CALL BEFORE YOU DIG: 1-800-424-5555 2. ADDITIONAL UTILITY EASEMENTS MAYBE REQUIRED DEPENDING ON EXISTING UTILITY LOCATIONS. 3. CONNECT ROOF DRAINS AND DRIVEWAY INLETS TO DRAINAGE SYSTEM. 4. ALLOWABLE IMPERVIOUS SURFACES: HOUSE & GARAGE = 4,000 SF 5. CALL ENGINEERING DIVISION (771-0220) FOR A INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS. 6. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRA14AGE SYSTEM ON PRIVATE PROPERTY IS THE RESPONSIBILITY OF 1HE PROPERTY OWNER. MATERIAL ACCUMULATED IN THE STORM PIPES MUST BE FLUSHED OUT AND REMOVED FROM THE CATCH BASINS TO ALLOW PROPER OPERATION. )MP'T. DEPTH CL."B" ASPHALT )MP'T. DEPTH 5/8" C.S.T.C. )MP'T. DEPTH 1-1/4" CSBC rrrr%WVLU SUBGRADE TYPICAL ROAD PAVING SECTION ASPHALT SIDEWALK (AT GRADE) CONCRETE SHALL BE CLASS 3- 3000PSI CURB AND GUTTER SHALL BE POURED SEPARATELY FROM THE SIDEWALK. CITY INSPECTI❑N REQUIRED ON FORM WORK PRI❑R TO POUR. lzrm "r° ;I l ,r r 196TH ST SW r r � J CASPERS ST r w z > 2 a a pco = 1- � w a 000 / / MAIN ST S Q CD r- 196TH ST SW 212TH DO/ epwN Wy 3:214TH w PI E Ac FIR 216th ST SW = Q co \�Z 2 OTH ST SWLd mac, W 3 > > Q � Q a g ~ 00 co 9� VICINITY MAP NO SCALE OWNER/DEVELOPER HELLEREN DEVELOPMENT COMPANY P.O. BOX 374 EDMONDS, WA. 98020 PH.: 425-776-3762 ENGINEER/SURVEYOR LOVELL-SAUERLAND & ASSOCIATES, INC. 19400-33RD AVENUE W., SUITE 200 LYNNWOOD, WA. 98036 CONTACT: ROBERT LONG, P.E. PH.: 425-775-1591 FAX: 425-672-7998 VERTICAL DATUM DATUM : CITY OF EDMONDS (M.L.L.W.) LEGAL DESCRIPTION THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID NORTHWEST QUARTER ; *1 THENCE N 88'52'27" W, 30 FEET; THENCE N 0'35'56" E, 146 FEET TO THE TRUE POINT OF BEGINNING; THENCE N 88'52'27" W, 297.15 FEET; THENCE N 0'34'55" E, 146 FEET; THENCE S 88'52'27" E, 297.21 FEET; THENCE S 0'35'56" W, 146 FEET TO THE TRUE POINT OF BEGINNING. (BEING KNOWN AS TRACT 3, ONAVU PARK DIVISION 1, ACCORDING TO THE UNRECORDED PLAT THEREOF.) SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. SITE ADDRESS 11XX 7TH AVENUE S. EDMONDS WA, 98020 TA #006194-008-002-00 APPROVED AS NOTED BY ENGINEERING APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: L:l13 CITY ENGINEER SITE DEVELOPMENT PLAN RECEIVF.D FOR DEC 2 2 2003 PERMIT COUNTER STRAUSS RESIDENUL IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. CITY OF EDMONDS SN OH OM I SH COUNTY, WASH I N GTON D UQ � g% 10003 IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. GENERAL NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO W.S.D.O.T. 2002 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE & MUNICIPAL CONSTRUCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS, AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS PLAN (W.S.D.O.T. 2002). 2. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND THE CONTRACTOR SHALL NOTIFY THE CITY OF THEIR SCHEDULE IN SUFFICIENT TIME TO PERMIT INSPECTION PRIOR TO AND DURING THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF SIDE SEWERS (LATERALS & TEES) AND THE PLACING OF 2 X 4 MARKERS WITH THE LENGTH AND DEPTH OF THE LATERALS AND TEES INSCRIBED ON THE MARKERS, AND PRIOR TO BACKFILLING. 4. THE CONTRACTOR SHALL CALL THE ENGINEERING DIVISION (425-771-0220, EXT 1326) 24 HOURS IN ADVANCE FOR ALL INSPECTIONS OF THE SIDE SEWERS AND WATER SERVICES. 5. UPON COMPLETION OF THE SITE IMPROVEMENTS AND UNDERGROUND UTILITIES, THE CONTRACTOR THROUGH HIS CONSULTING ENGINEER SHALL FURNISH AN AS -BUILT PLAN TO THE CITY OF EDMONDS WHICH INDICATED THE LOCATION OF ALL SITE IMPROVEMENTS INCLUDING SIDE SEWER LATERALS OR TEES, WATER LINES OR OTHER PERTINENT INFORMATION. 6. UNDERGROUND WIRING REQUIRED WITH STREET LIGHTING (PRIVATE). 7. WATER SERVICE WITH METER BOX AND CURB STOP REQUIRED FOR EACH LOT. 8. THE CONTRACTOR SHALL ARRANGE FOR AND MAKE AIR TESTS OF SANITARY SEWER AND SEWER CONNECTIONS UNDER THE SUPERVISION OF THE CITY ENGINEER OR HIS DESIGNATED REPRESENTATIVE. LATERALS TO BE 6" CONCRETE PIPE, OR P.V.C. CONFORMING TO SDR 3034 STANDARDS. 9. EXISTING UNDERGROUND FACILITIES HAVE BEEN SHOWN ON THIS DRAWING FOR THE PURPOSE OF ASSISTING THE CONTRACTOR IN LOCATING SAID FACILITIES IN THE FIELD. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING ACTUAL LOCATIONS IN THE FIELD AND CHECKING WITH APPROPRIATE AGENCIES THAT MAY HAVE UNDERGROUND FACILITIES WITHIN THE PROJECT LIMITS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY DAMAGE TO UNDERGROUND FACILITIES RESULTING FROM HIS OPERATIONS. 10. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 11. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CLEAN, FLUSH, DISINFECT WHERE APPLICABLE AND OBTAIN SATISFACTORY APPROVAL FROM THE CITY OF EDMONDS REGARDING THE QUALITY AND INTEGRITY OF EXISTING WATER LINES, SANITARY SEWER LINE, STORM LINE, RETENTION SYSTEM, ETC. WRITTEN ACCEPTANCE BY THE CITY OF THESE PROCEDURES MUST BE TRANSMITTED TO THE DESIGN ENGINEER. 12. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH W.S.D.O.T. 2002/A.P.W.A. STANDARD SPECIFICATIONS OR AS DIRECTED BY THE CITY OF EDMONDS. 13. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXACT LOCATIONS TO AVOID DAMAGE OR DISTURBANCE. 14. ALL INLET AND CATCH BASIN FRAME AND GRATES SHALL NOT BE ADJUSTED UNTIL IMMEDIATELY PRIOR TO PAVING. 15. THE TEMPORARY EROSION/SEDIMENTATION CONTROL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION/SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR IN SITE EROSION HAS PASSED. 16. ALL REQUIRED STORM WATER RETENTION/DETENTION FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO ANY PAVING UNLESS OTHERWISE APPROVED BY THE ENGINEERING DIVISION. 17. ALL DRAINAGE STRUCTURES SHALL HAVE LOCKING LIDS, REGARDLESS OF LOCATION. 18. ALL DISTURBED SURFACES SHALL BE SEEDED WITH TOUGH, HARDY, FAST GROWING GRASS UNLESS LANDSCAPING/EROSION CONTROL MEASURES ARE EMPLOYED. 19. UNLESS OTHERWISE NOTED ALL STORM DRAINAGE PIPING 8", 12", 18", 24" & 36" INCLUDING DETENTION PIPE WILL BE 16 GAUGE GALVANIZED STEEL AND SHALL USE TREATMENT 1. 20. GRASS SEEDING WILL BE DONE USING AN APPROVED TYPE HYDRO - SEEDER, OR AS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. THE PERFORMANCE BOND WILL NOT BE RELEASED UNTIL THE GRASS IS ESTABLISHED UNLESS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. 21. PIPING SPECIFICATIONS AS NOTED. 22. ALL STEEL PARTS WILL BE GALVANIZED AND WITH TREATMENT #1 (ASPHALT COATED). 23. ALL WORK AND MATERIALS FOR INSTALLATION AND CONSTRUCTION OF SEWER, WATER, AND UNDERGROUND POWER SHALL CONFORM TO STANDARD SPECIFICATIONS FOR SUCH WORK IN ACCORDANCE WITH THE CITY OF EDMONDS AND SNOHOMISH COUNTY P.U.D. STANDARDS. EROSION AND SEDIMENT CONTROL (ESC) NOTES 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE `THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. ' 5. ESC MINIMUM REQUIREMENT - OTHER BMPS AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. n TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AGGREGATE: 4" - 8" QUARRY SPALLS ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE 8-12 INCHES THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONAL MATERIAL. THE GRAVEL SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. TOP ELEV. 200.00 a G 6" MIN. PIPE SUPPORT ALUMINUM ROD CLEANOUT SHEAR GATE 8" CMP - FLOW 3" MIN CLEARANCE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE N.T.S. LOCKING FRAME AND GRATE OFFSET WHERE OPENING IS DIRECTLY OVER LADDER AND RESTRICTOR IS VISIBLE AT ONE EDGE OF GRATE STD. GALV. STEPS A a '_ - L 47'^-36"DIA. CMP 4: m ® 0.50% -3" -A DETENTION PIPE p--A INV. 195.50 FLOW 1.00' MIN. s 1.00' \-TYPE II CATCH BASIN 48-INCH DIAMETER (JOINT LOCATION VARIES) CATCH BASIN 48" DIA., TYPE 2 CATCH BASIN 1 N.T.S. i 15' MIN. 00 0 0 0 4" - 8" QUARRY SPALLS ELEV. 198.54 OVERFLOW 0.5' MIN, SHEAR GATE STAND FL RE �6" CMP ELBOW (TYP.) ELEV. 197.40 n �2" DIA. ORIFICE -�� ELEV. 195.50 1-1/3" DIA. ORIFICE IN 12 CA. PLATE AND WELD TO CMP CROSS. HOLE TO BE SHARP -EDGED, SHOP DRILLED. RESTRICTOR N.T.S. MOTE ALL STEEL PARTS AND SURFACES MUST BE GALVANIZED AND COATED WITH ASPHALT (TREATMENT 1) OR BETTER. \-SEDIMENT ACCUMULATION NOTES 1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMES HALF FULL . 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING, AND RE-INSERTING IT INTO THE CATCH BASIN. CATCH BASIN PROTECTION NO SCALE /- LOCKING FRAME & GRATE FINISHED GRADE -\ 1 rG G ,-1m I I-M or+JnV 48" DIA. MIN. ELEVAnON VIEW N. T. S. SOLID ROUND LOCKING LID ONCRETE TYPE "S" 6" XTENSION UNIT ;ONCRETE TYPE "N" 8" 'EDUCING FLAT SLAB UNIT OR 54" DIA. MANHOLE 36" CMP, 10 GA., 3" X 1" CORR TOP ACCESS DETAIL N.T.S. STANDARD GALVANIZED LADDER STEPS SHOP WELD 36" CMP TO DETENTION PIPE END. F a 36508 r� �CIST'a 05 jONAL 11' . EXPIRES 8/17/04 INSTALL PER CITY STD. DETAIL E1.1 2"X 4" DOUGLAS FIR SUPPORT POST \ NEWLY GRADED OR FILTER FABRIC 6" DISTURBED SLOPE EX. GROUND 18"MAX. --� 15"MIN. o� 8"MIN. 8" to 10"-j SECTION 8„ ATTACH FILTER FABRIC TO POSTS WITH WIRE MIRAFI 140 OR EQUAL RINGS OR STAPLES` FILTER FABRIC 6" 18"MAX. 15"MIN. i 4„ 8"MIN. 2"X 4"DOUGLAS FIR EXTEND BOTTOM OF POSTS ® 3'O.C. MIN. FILTER FABRIC INTO ELEVATION 4"WIDE X 4"DEEP TRENCH FILTER BARRIER - THIS SEDIMENT BARRIER MAY BE CONSTRUCTED USING BURLAP OR STANDARD STRENGTH SYNTHETIC FILTER FABRIC. IT IS DESIGNED FOR LOW OR MODERATE FLOWS NO T EXCEEDING 1 C.F.S. 1. THE HEIGHT OF A FILTER BARRIER SHALL BE A MINIMUM OF 15 INCHES AND SHALL NOT EXCEED 18 INCHES. 2. BURLAP OR STANDARD STRENGTH FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE LENGHT OF THE BARRIER TO AVOID THE USE OF JOINTS (AND THUS IMPROVE THE STRENGTH AND EFFICIENCY OF THE BARRIER). 3. THE STAKES SHALL BE SPACED A MAXIMUM OF 3 FEET APART AT THE BARRIER LOCATION AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 8 INCHES). 4. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 4 INCHES WIDE AND 4 INCHES DEEP ALONG THE LINE OF STAKES AND UPSLOPE FROM THE BARRIER. 5. THE FILTER MATERIAL SHALL BE STAPLED TO THE WOODEN STAKES AND 8 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. HEAVY DUTY WIRE STAPLES AT LEAST 1/2 INCH LONG SHALL BE USED. FILTER MATERIAL SHALL NOT BE STAPLED TO EXISTING TREES. 6. THE TRENCH SHALL BE BACKFILLED AND THE SOIL COMPACTED OVER THE FILTER MATERIAL. 7. IF A FILTERi BARRIER IS TO BE CONSTRUCTED ACROSS A DITCH LINE OR SWALE, THE BARRIER SHALL BE OF SUFFICIENT LENGTH TO ELIMINATE END FLOW, AND THE PLAN CONFIGURATION SHALL RESEMBLE AND ARC OR HORSESHOE WITH THE ENDS ORIENTED UPSLOPE. 8. FILTER BARRIERS SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. FILTER BARRIER N.T.S. APPROVED AS NOTED BY ENGINEERING, �� r =- Xd Date: 3 :Z- 412)4 j APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY. CITY ENGINEER SITE DEVELOPMENT DETAILS FOR STRAUS)"',f-S)" RESIDENCE IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON 21E.C1�IVED DEC 2 2 2003 PERMIT COUNTER DEC 19 2003 ff I 32 - -7 t4- i4w 5 s 6& Dlo4l,10,46-e 161AWOC� RSC5 .IVF,D DEC 2 2 2003 KRMIT COUNTER STREET FILE I Y . I 1 EX. GROUND IN SE1 /4, NW1 4, SECTION 2 � / 5, T.27 N., R.3 E., W.M. ___------ \ '•f - '` "i r/j�//�//\/// 16'-8" PVC ® 1.I5x �P �//�\ C.B. EX.I 4' I BUBBLE -UP INLET BASIN W/ GRATE OVp_jz!r dVj WOOD CHIP TRAIL N.T.S. APPROVED AS NOTED BY ENGINEERING Date: - [Ld 1404 •aF -] /tt t_ DF-A-INPAE1 121•V1510NS OWL-Lt. 210: W z naKi vfr tL + On a� N...... .... .... W Z --- --- -- 190 � z.... �._.. C4z i4 LU LU N O +JI Q +Aa I AFl I TOP=191.8 (FIELD SET) �" ---Mil 140 FILTER FABRIC OR EQUAL CHAINLINK �/ �` I IE = 189.00, 8" IN eeALk.OUxTTjqLL-. I ( FENCE L ' C.B. UO NOT S�Fry G6 - TRA L SURFACE- 4" (MIN.) DEPTH I I I MEDIUM BARK CHIPS. EX. 6' I X J I l,''' �Q TYPE 1 CB W/ SOLID LID IN Get= COTACT CITYS PARKS MAINTENANCE I I I WOOD I a5�� e I TOP=193.0 (FIELD SET) MANAGER PRIOR TO INSTALLATION. FENCE i --i-x �' I IE = 189.20, 8 OUT � f �o a INSTALL FILTER �- Mi}'T1iti-5 TO $E I I I J cv/ rn °�t' FABRIC FENCE(TYP.) �0 i n 1;D B� l�Pt•RKS 7� EPT' I I I I 4 FT. WOOD CHIP TRAIL, 4" THICK. M7 I 00 s 1T>✓ R`b Rto 2 I I I l� / I . f CONTACT CITY'S PARKS MAINTENANCE MANAGER PRIOR TO INSTALLATION. I I I I / i if To it vVo�K �'tl9'R-T'. ki po HYDROSEED EXPOSED I A, C. Y 0 S T S R S r A J D I r IEX 6' x` I � �� f AREAS. (TYP) I I I F NCELINK L� I � SCALE 1 "=20' (V 0 L. ;� �. �) I 97'-8` PVC 00.82% x Z A 10 0 30 / \ \\ LIMIT CLEARING TO CONSTRUCTION I -EXISTING DITCH / f 1 AREA, MAINTAIN EXISTING VEGETATION • I / "' \ I \ AS MUCH 20 20 I I - _ AS POSSIBLE. (TYP) CHANNEL TRENCH DRAIN. \ I TOP ELEV. = 191.5 I DAYLIGHT TO,6 EA DRAIN ® 1.0% MIN. POLYDRAIN SYSTEM I J I I I EX. DITCH (TYP.) 500 SERIES OR EQUAL I/ N 89' 9'08" E 135.01' ..... _ .. ► - _ - - - CON p _��_� C.B. 2 - CT10N SEQUENCE 189.26.................................../.....................- - � U / TOP=192.80 1. ATTEND PRE -CONSTRUCTION MEETING. CALL ENGINEERING STORM INV.= 188.50 ---I / 191.49 I / f INSPECTOR - - - - - - - _ _ �• I I IE = 190.00, 8 OUT (771-0220) TO SET UP MEETING. f W/ 90' ELBOW ON OUTLET 6" PVC SIDE SEWER (1-800-424-5555). x I I / i = / `` I „ ,a I f 2. CALL FOR UTILITY LOCATIONS / Ie „ J PROPOSED ASPHALT ® 2.0% MIN. �' '"' \ f WALKWAY AT GRAD 3. E CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN. PLAN 3452 j>°/ y p (TYP) ♦ I MAIN F.F. 192.54. FLAG CLEARING LIMITS. 1+' 1`" ' S. INSTALL AND MAINTAIN o GARAGE F.F. = 192.0 I CATCH BASIN PROTECTION • /,S NEEDED I x oo I - WA SERVICE ( ) x �.'- F. HYDROSEED EXPOSED I oN I , /) �� '. E� AREAS. (TYP) 6• CLEAR SITE PER THIS PLAN (ROUGH GRADING). / BUILDING HEIGHT DATA: / W 5.00 V . (f) ° �� p� p� 7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA \ a' `" MEAN=191.06 � I MAX=216.06 /'' I / r L d �•� J REQUIREMENTS. w I / 8. INSTALL UTILITIES (SEWER, STORM, WATER, POWER,, ETC.). 190.72 / 192.76 w . ` z I 9. FINAL GRADE/PAVE, MAINTAIN MINIMAL CB PROTECTION. 15 f I Cr >t1i TO.. HYDROSEED AND MULCH ALL EXPOSED AREAS. SHEET FLOW / / p r > z 1 " \ n r• 11. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION l `1 ' Q �\ 18" THICKENED EDGE. MEASURES ARE INSTALLED. I`° �� / I �/z ,�� { 5.00 96 tk� GRADING QUANTITIES: I F _ • r ENSTI% CREEK x / "10 p }' TOTAL CUT = 250 C.Y. Z / / EXTEND:5' CONCRETE a. a \ \ SIDEWALK TOTAL FILL = 250 C.Y. INSTALL FILTER xI i L �\• FABRIC �ENCE(rTYP.) THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE, \ AND ARE SHOWN ONLY FOR THE PURPOSE OF OBTAINING A ° 'D / GRADIN ES.ERMIT AND SHALL NOT BE USED FOR CONTRACTUAL I / .i •� 198 r. ,� . . .. J / _- J AFT PURPO •f / - / / I I � � t I 1 y4 I� X I •______________••••--••---••--- - �. '`• 'M ,,.+ I' _ - NOTES: j I �^ ---- N 89;58'40134 97• EXISTING , rY00 " E UTILITIES ARE SHOWN PER AS-BUILTS AND OWNERS � I � ��'� EX. C.B. 8"SD - RECOLLECTION. CONTRACTOR TO VERIFY UTILITY LOCATIONS / EMOVE PRIOR TO CONSTRUCTION. IF ANY CONFLICTS ARE! IDENTIFIED. TOP=198.64 /r / I\ EX. C.B. PROVIDE CO13 NSTRUCTI ECONON CONTACT ENGINEER IMMEDIATELY. OTETI INV=197.17-8"E I O TOP=19e.51 CALL BEFORE YOU DIG: 1-800=424=5555 I I REPLACE EX. 8" �Lo PROVIDE CB PROTECTION INV=195.91-8"W, IN I I I, INV=195.28-12"S I i I DURING CONSTRUCTION N 2 " ( I INV=195.28-12"N, OUT . ADDITIONAL UTILITY EASEMENTS MAYBE 16.'REQUIRED DEPENDING ON i I I 0 CMP REPLACE EX. 8" EXISTING UTILITY LOCATIONS.. I I 11.0% I INV=195.28-8"W, IN (NEW) 3. CONNECT ROOF DRAINS AND DRIVEWAY INLETS TO DRAINAGE SYSTEM. I I I C.B. 1 22'-8" CMP ALLOWABLE IMPERVIOUS SURFACES: TOP=200.00 I ( 01.0% HOUSE & GARAGE = 4,000 SF IE = 195.50, 8" OUT I a Y � IE 197.00, $" IN 3 5. CALL ENGINEERING DIVISION (771-0220) FOR A INSPECTION BEFORE CONTROL STRUCTURE C) BACKFILLING AND FOR FINAL INSPECTIONS. SEE DETAIL I o EX. S.S.M.N. c� zo I TOP=t99.24 6. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF 0 I INV=189.84 SYSTEM ON PRIVATE PROPERTY IS THE RESPONSIBILITY OF THE DETENTION PIPE I PROPERTY OWNER. MATERIAL ACCUMULATED IN THE STORM PIPES 47'-36" CMP A 0.5% I MUST BE FLUSHED OUT AND REMOVED FROM THE CATCH BASINS (SEE DETAIL) I TO ALLOW PROPER OPERATION. TOP ACCESS TOP= FIELD SET I o SEE DETAIL SAW CUT AND REMOVE I o 1 I 18, 6' EX. ASPHALT. REPLACE + I WITH EXISTING PAVEMENT I N SECTION OR MINIMUM SECTION I - SHOWN ON PAVEMENT DETAIL, WHICHEVER IS GREATER. I THICKENED EDGE - - - - - - - - - - - - - - - - - - - - - - --------------•--.....------.............._...._........_._.._._....._.---....__..........._..-...__......_.._._._.__.....__................_.... :W ............................................... _ TOP ACCESS : FIELD SET ° 50' VC ' TOP-i204 3 .....--•.......................:....:..... ............... ._._...__.... ....... = ` 1� ..... ................s � I ._....._............_...._ ......._....._............. TT Iq PVI STA 0+' 2_.._ PVI ELEV = 19417 X !` °' W + o.- A.D. = 7.24; K6.91 N + cc IT: U- orn 00 >Lp a '......m m..._ .La ...' ........................... ..E........................ W ............................... ,,.. ...... .... ......_......._.....__._... _ 8* CMP It) - _ 47'-36"CMP ® 0.50% DETENTION: PIPE. .................................................... ....... ..... _.._................................ _.........._.... ._.... _ _..22r__.- ...__........... EX. C.B.(VIEsr 8_ CMP 2.00% TOP=198.64 IN_V=197.17-8"E ' REPLACE EX. 8" PROPO E ]FINISHED GRADE C.B. ..................._._....._..e..._..._.... - e ' :... E C.B. EAST 2� »c 8- 7TH AVEN E S IN 195.91-8"W, IW INq=195 28-12"S • 31,1 JE = 195.50, 8"• OUT :IE = 197 00 81 IN a. INV=195.28-12"N, BUT 'CONTROL STRUCTURE SCALE 1" :SEE DETAIL o lay 20 Hf v!-i cn w d 1" 5' T; REPLACE EX. 8" I (_�IN -1 5. 8 8 W N (NEW) w) ................................._....................__..........._ .I. _......:_..........._.........._.......... _ .::..... _ ......._...........0+00 +L............+..........._... _.._..=... _05011 00 1+50 210 1200 190 TYPE 2 CURB RAMP 6' LONG RAMP MIN. 1211 RAMP SLOPE, "1-, 20' CONCRETE ASPHALT SIDEWALK t)f m I 12�1 I SIDEWALK / \ \ PLACE 1' WIDE tACTILE V BEHIND START OF RAMP CONCRETE CURB AND GUTTER 12' ASPHALT TURN -AROUND TURN -AROUND DETAIL COMP'T. DEPTH CL."B" ASPHALT COMP'T. DEPTH 5/8" C.S.T.C. 4" MIN. COMP'T. DEPTH 1-1/4" CSBC APPROVED SUBGRADE TYPICAL ROAD PAVING SECTION ASPHALT SIDEWALK CAT GRADE) CONCRETE SHALL BE CLASS 3- 3000PSI CURB AND GUTTER SHALL BE POURED SEPARATELY FROM THE SIDEWALK. CITY INSPECTI❑N REQUIRED ON FORM WORK PRI❑R TO POUR. I r i q � J I CASPERS ST r z MAIN ST 196TH ST SW 196TH sr sw 3 j i� 3 00 2 to 1 h 0? a 0 212 214TH PI E ! v' _ 216th ST SW FIR i i SITE i� � 3::W 2 OTH ST SW co ! 3 Q ! i ap 0)Q1 VICINITY, MAP NO SCALE a OWNER/DEVELOPER HELLEREN DEVELOPMENT COMPANY P.O. BOX 374 EDMONDS, WA. 98020 PH.: 425-776-3762 ENGINEER/SURVEYOR LOVELL-SAUERLAND & ASSOCIATES, INC. 19400-33RD AVENUE W., SUITE 200 LYNNWOOD, WA. 98036 CONTACT: ROBERT LONG, P.E. PH.: 425-775-1591 FAX: 425-672-7998 VERTICAL DATUM UA SUM : GI I T- UI EDMONDS (M.L.L.W.) LEGAL DESCRIPTION "it" r-Ur%nUN Ur IHt NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLOWS: ''BEGINNING AT THE SOUTHEAST CORNER OF SAID NORTHWEST QUARTER THENCE N 88.52'27" W; 30 FEET; THENCE N 0'35'56" E. 146 FEET TO THE TRUE POINT OF BEGINNING; THENCE N 88'52'27" W. 297.15 FEET; THENCE N 0'34'55" E, 146 FEET; THENCE S 88'52'27" E. 297.21 FEET; THENCE S 0'35'56" W, 146 FEET TO THE TRUE POINT OF BEGINNING. (BEING KNOWN AS TRACT 3, ONAVU PARK DIVISION 1, ACCORDING TO THE UNRECORDED PLAT THEREOF.) SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. SITE ADDRESS 11XX 7TH AVENUE S. EDMONDS WA, 98020 TA #006194-008-002-00 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEER Al BUILDING PERMIT No, 2004-0181 SITE DEVELOPMENT PLAN FOR S TRA USS I132 -Vt � S REST ENCE IN SE1 /4, NW1 /4, SECTION • 25, 3,27 N°, R.3 E., W.M, . CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTO � ri-r REV. 01 ADD OFF -SITE PATH AND STORM SYSTEM-0.7-04 Lovell -Sauerland & •Associates, Inc: gx>�r, rlo,`• Engineers/Surveyors/Pl&nners/Development , , Consultants 19400- 33rd Avenue lY,, Suite 200 , Lynnwood, liA 98038 • (425)7i 5-1591. (425)672"7998 FAX OF DRAWN.., •` CHECKED DATE . F.B. SCALE � FU, N0.' ' RLL RLL » . f Q 12-1-03 4' P. 49 1 =. 20., .�, .,.,. GENERAL NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO W.S. .II T. 2002 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE & MUNICIPAL CONSTRUC 0 AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS, AN6 NY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS PLI I (W.S.D.O.T. 2002). 2. ALL CONSTRUCTION IS SUBJECT TO THE INSP C ON BY THE CITY OF EDMONDS AND THE CONTRACTOR SHALL NOT F THE CITY OF THEIR SCHEDULE IN SUFFICIENT TIME TO PERMIT IN P, CTION PRIOR TO AND • � DURING THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FORIL HE INSTALLATION OF SIDE SEWERS (LATERALS & TEES) AND THE �' CING OF 2 X 4 MARKERS WITH THE LENGTH AND DEPTH OF THE LATERALS AND TEES INSCRIBED ON THE MARKERS, AND PRIOR TO BACKFILLI GI� 4. THE CONTRACTOR SHALL CALL THE ENGINEERN( DIVISION (425-771-0220, EXT 1326) 24 HOURS IN ADVANCE FOR ALL N PECTIONS OF THE SIDE SEWERS AND WATER SERVICES. 1 5. UPON COMPLETION OF THE SITE IMPROVEMEN S AND UNDERGROUND UTILITIES, THE CONTRACTOR THROUGH HIS C N ULTING ENGINEER SHALL FURNISH AN AS -BUILT PLAN TO THE CI; Y OF EDMONDS WHICH INDICATED THE LOCATION OF ALL SITE IMPROVE ENTS INCLUDING SIDE SEWER LATERALS OR TEES, WATER LINES OR 0 HER PERTINENT INFORMATION. 6. UNDERGROUND WIRING REQUIRED WITH STREE I LGHTING (PRIVATE). 7. WATER SERVICE WITH METER BOX AND CURB P REQUIRED FOR EACH LOT. 8. THE CONTRACTOR SHALL ARRANGE FOR AND M KE AIR TESTS OF SANITARY SEWER AND SEWER CONNECTIONS UN ER THE SUPERVISION OF THE CITY ENGINEER OR HIS DESIGNATED REP RE ENTATIVE. LATERALS TO BE 6" CONCRETE PIPE, OR P.V.C. CONFO MI G TO SDR 3034 STANDARDS. �I 9. EXISTING UNDERGROUND FACILITIES HAVE BEEN 1 )HOWN ON THIS DRAWING FOR THE PURPOSE OF ASSISTING THE I CONTRACTOR. IN LOCATING SAID FACILITIES IN THE FIELI ONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING ACTUAL LOC t ONS IN THE FIELD AND CHECKING WITH APPROPRIATE AGENCIES THA AY HAVE UNDERGROUND FACILITIES WITHIN THE PROJECT LIMITS, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY DAMAGE TO L N1 1ERGROUND FACILITIES RESULTING FROM HIS OPERATIONS. 10. A COPY OF THESE APPROVED PLANS MUST B 1N THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 11. IT SHALL BE THE RESPONSIBILITY OF THE CO T CTOR TO CLEAN, FLUSH, DISINFECT WHERE APPLICABLE AND 0 , dN SATISFACTORY APPROVAL FROM THE CITY OF EDMONDS REG DING THE QUALITY AND INTEGRITY OF EXISTING WATER LINES, SANITA , SEWER LINE, STORM LINE, RETENTION SYSTEM, ETC. WRITTEN ACC P NCE BY THE CITY OF THESE PROCEDURES MUST BE TRANSMITTED O', i THE DESIGN ENGINEER. 12. ALL WORK AND MATERIALS SHALL BE IN ACC R ANCE WITH W.S.D.O.T. 2002/A.P.W.A. STANDARD SPECIFIC f ONS OR AS DIRECTED BY THE CITY OF EDMONDS. j{ 13. ALL LOCATIONS OF EXISTING UTILITIES SHOWN A, E APPROXIMATE AND IT SHALL BE THE RESPONSIBILITY OF THE CO T ACTOR TO VERIFY THE EXACT LOCATIONS TO AVOID DAMAGE OR DIS I BANCE. 14. ALL INLET AND CATCH BASIN FRAME AND GR TES SHALL . NOT BE ADJUSTED UNTIL IMMEDIATELY PRIOR TO PAVI 0 !I 15. THE TEMPORARY EROSION/SEDIMENTATION CO T OL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR E T ISIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORA YIIEROSION I. /SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE ISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLE E t AND THE POTENTIAL FOR IN SITE EROSION HAS PASSED. 16. ALL REQUIRED STORM WATER RETENTION/DETE ON FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR d, ANY PAVING UNLESS OTHERWISE APPROVED BY THE ENGINEERING DI ION. 17. ALL DRAINAGE STRUCTURES SHALL HAVE LOCI 113 LIDS, REGARDLESS OF LOCATION. 1 18. ALL DISTURBED SURFACES SHALL BE SEEDED I H TOUGH, HARDY, FAST GROWING GRASS UNLESS LANDSCAPING/EROSION CONTROL MEASURES ARE EMPLOYED. 19. UNLESS OTHERWISE NOTED ALL STORM DRAIN Gt PIPING 8", 12", 18", 24" & 36" INCLUDING DETENTION PIPE WILL E 16 GAUGE GALVANIZED STEEL AND SHALL USE TREATMENT 1. 20. GRASS SEEDING WILL BE DONE USING AN APPROVED TYPE HYDRO - SEEDER, OR AS OTHERWISE APPROVED BY TH I.: ITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. THE PERFO q NCE BOND WILL NOT BE RELEASED UNTIL THE GRASS IS ESTABLISHED U LESS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPAR M NT OF PUBLIC WORKS. 21. PIPING SPECIFICATIONS AS NOTED. i) 22. ALL STEEL PARTS WILL BE GALVANIZED AND AT11 TREATMENT #1 (ASPHALT COATED). 23. ALL WORK AND MATERIALS FOR INSTALLATION A D CONSTRUCTION OF SEWER, WATER, AND UNDERGROUND POWERS L CONFORM TO STANDARD SPECIFICATIONS FOR SUCH WORK IN ACCORDANCE WITH THE CITY OF EDMONDS AND SNOHOMISH COUNTY P.U.D. ST N II ARDS. EROSION AND SEDIMENT CONTROL ( SC) NOTES 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACC t II ROUTE CONSTRUCTION VEHICLE ACCESS SHALL BE, MENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WI ! QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBPUBL C ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS f HALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTR LED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE A L WED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. iI 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF E(POSEDI AREAS ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITI S' SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMIT D] TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCf IN . ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH T E MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPRO DI TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DA S FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY ' I ROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES ADJACENT PROPERTIES SHALL BE PROTECTED FROL ! EDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, S DIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THEE MEASURES AND OTHER APPROPRIATE BMPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE ALL EROSION AND SEDIMENT CONTROL BMPS SHAL E REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUE PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL Bt CONDUCTED IN ACCORDANCE WITH THE MANUAL. 5. ESC MINIMUM REQUIREMENT - OTHER BMPS AS REQUIRED BY THE CITY, OTHER APPROPRIATE M� 'S TO MITIGATE THE EFFECTS INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - U DERGROUND UTILITY CONSTRUCTION THE CONSTRUCTION OF UNDERGROUND UTILITY LIN S' HALL SPECIFICALLY ADDRESS THE FOLLOWING: I A. EROSION CONTROL FOR EXCAVATED STOCKPIL D MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL MERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLA ED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARG.E INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MI At S); D. TRACKING AND SPILLING OF MATERIALS ON S VETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. (I L IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AGGREGATE: 4" - 8" QUARRY SPALLS ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE 8-12 INCHES THICK. IT MUST EXTEND THE FULL- WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONAL MATERIAL. THE GRAVEL SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED. ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE N. T. S. PLAN N.T.S. \-SEDIMENT ACCUMULATION NOTES 1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMES HALF FULL . 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING, AND RE-INSERTING IT INTO THE CATCH BASIN. CATCH BASIN PROTECTION NO SCALE OVERFLOW FINISHED GRADE -\ 0.5' MIN. LOCKING FRAME & GRATE SHEAR 2' MIN. GATE PER TOP ACCESS STANDARDS 47'-36"DIA. CMP ® 0.50% W EL. 195.50 DETENTION PIPE U) FLOW -- RESTRICTOR TYPE 2 CATCH BASIN 48" DIA. MIN. ELEVATION MEW N. T. S. LOCKING FRAME AND GRATE OFFSET WHERE OPENING IS DIRECTLY OVER LADDER AND RESTRICTOR IS VISIBLE AT ONE EDGE OF GRATE TOP ELEV. 200.00 ELEV. 198.54 a n , 6" CMP ELBOW (TYP.) T 20" STD. GALV. STEPS ELEV. 197.40 6" MIN. a w 00 3' 2" DIA. ORIFICE PIPE SUPPORT �� _ ALUMINUM ROD -�� a � CLEANOUT/SHEAR GATE � 47'^ 36"DIA. CMP `. ,� ELEV. 195.50 a . ® 0.50% DETENTION PIPE 8" CMP 1 - FLOW INV. 195.50 FLOW - 1 1/3" DIA. ORIFICE 3" MIN CLEARANCE -3" i 00' IN 12 GA. PLATE AND WELD MIN. TO CMP CROSS. HOLE TO BE SHARP -EDGED, SHOP DRILLED. 1.00' TYPE II CATCH BASIN RES I RICTOR 48-INCH DIAMETER P' (JOINT LOCATION VARIES) N.T.S. N9?E ALL STEEL PARTS AND SURFACES MUST BE CATCH BASIN 48 DIA., TYPE 2 GALVANIZED AND COATED WITH ASPHALT (TREATMENT 1) OR BETTER. CATCH BASIN #1 N.T.S. KVUNU LUUKINU LIU ;ONCRETE TYPE "S" 6" XTENSION UNIT ;ONCRETE TYPE "N" 8" 'EDUCING FLAT SLAB UNIT 'OR 54" DIA. MANHOLE 36" CMP, 10 GA., 3" X 1" CORR. STANDARD GALVANIZED LADDER STEPS TOP ACCESS DETAIL N.T.S. SHOP WELD 36" CMP TO DETENTION PIPE END. O�4�oFw �l 36508 r� GIs r� ZONAL '�,•1 EXPIRES 8/17/04 NEWLY GRADED OR DISTURBED SLOPE ATTACH FILTER FABRIC TO POSTS WITH WIRE RINGS OR STAPLES INSTALL PER CITY STD. DETAIL E1.1 2"X 4" DOUGLAS FIR SUPPORT POST \ I FILTER FABRIC I EX. GROUND 8" to 10"--I SECTION 8" MIRAFI 140 OR EQUAL CII TCD CADDirr 18';MAX. 15MIN. 8"MIN. 6" 18"MAX. 4" 8"MIN.. 2"X 4"DOUGLAS FIR EXTEND BOTTOM OF POSTS ® 3'0.C. MIN. FILTER FABRIC INTO ELEVATION 4"WIDE X 4"DEEP TRENCH FILTER BARRIER - THIS SEDIMENT. BARRIER MAY BE CONSTRUCTED USING BURLAP OR STANDARD STRENGTH SYNTHETIC FILTER FABRIC. IT IS DESIGNED FOR LOW OR MODERATE FLOWS NOT EXCEEDING 1 C.F.S. 1. THE HEIGHT OF A FILTER BARRIER SHALL BE A MINIMUM OF 15 INCHES AND SHALL NOT EXCEED 18 INCHES.. 2. BURLAP OR STANDARD STRENGTH FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL AND CUT TO THE LENGHT OF THE BARRIER TO AVOID THE USE OF JOINTS (AND THUS IMPROVE THE STRENGTH AND EFFICIENCY OF THE BARRIER). 3. THE STAKES SHALL BE SPACED A MAXIMUM OF 3 FEET APART AT THE BARRIER LOCATION AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 8 INCHES). 4. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 4 INCHES WIDE AND 4 INCHES DEEP ALONG THE LINE OF STAKES AND UPSLOPE FROM THE BARRIER. 5. THE FILTER MATERIAL SHALL BE STAPLED TO THE WOODEN STAKES AND 8 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. HEAVY DUTY WIRE STAPLES AT LEAST 1/2 INCH LONG SHALL BE USED. FILTER MATERIAL SHALL NOT BE STAPLED TO EXISTING TREES. 6. THE TRENCH SHALL BE BACKFILLED AND THE SOIL COMPACTED OVER THE FILTER MATERIAL, 7. IF A FILTER BARRIER IS TO BE CONSTRUCTED ACROSS A DITCH LINE OR SCALE, THE BARRIER SHALL BE OF SUFFICIENT LENGTH TO ELIMINATE END FLOW, AND THE PLAN CONFIGURATION SHALL RESEMBLE AND ARC OR HORSESHOE WITH THE ENDS ORIENTED UPSLOPE. 8. FILTER BARRIERS SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. FILTER BARRIER N.T.S. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEER SITE DEVELOPMENT DETAILS FOR S TRA USS RESIDENCE IN SE1 /4, NW1 /4, SECTION 25, T.27 N., R.3 E., W.M. ' CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTOfV SHEET NO. Lovell -Sauerland & Associates, Inc. 2 Engineers/Surveyors/Planners/Development Consultants 19400 33rd Avenue W., Suite 200 Lynnwood, WA 98036 • (425)775-1P91 * (425)672-7998 FAX OF DRAWN CHECKED DATE F.B. SCALE FILE N0.. RLL RILL 12-1-03 479, P, 49 1 "= 20' 4'5 J 8-� 0- 03