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15917 74TH PL W.PDF1111111111115950 15917 74TH PL W Jlip 0 ADDRESS: / TAX ACCOUNT/PARCEL NUMBER: Dt!�5:J .. BUILDING PERMIT (NEW STRUCTURE): Cz 7 -ew JrlJ COVENANTS (RECORDED) FOR:_`/�i' CRITICAL AREAS: �� -/� DETERMINATION: ❑ Conditional Waiver g,8/tudy Required ❑ Waiver DISCRETIONARY PERMIT #' DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): Fed/9�i PLANNING DATA CHECKLIST DA' SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: SIDE SEWER AS BUILT DA' SIDE SEWER PERMIT(S) #:, SOILS REPORT DATED: )X STREET USE / ENCROACHMENT PERMIT #: V V D FOR WATER METED TAP CARD DATED: / A OTHER 3 BLOCK: L:\TEMP\DST's\Forms\Street File Checklist.doc 1 PLANNING DATA REDUCED SITE PLAN PROVIDED?: Yes / No) MAP PAGE: CORNER LOT: Yes / No FLAG LOT: Yes No G� 3 ZONING: �?!� CRITICAL AREAS DETERMINATION #: LA - E3 Waiver U U Conditional Waiver SEPA DETERMINATION: Fee Checklist APO list w/ notarized form �( eeeeded for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) Exempt I I -'t) SETBACKS: / Street: Left Side: Right Side: Rear: Street: Left Side:_ Street map chec\ for addition e 13 DETACHED STRUCTURE ROCKERIES: FENCES/TRE ES: BAY DOWS / PROJECTING MODULA' L3 AIRS / DECKS: PARKING: Required: Actual: LOT AREA -- BUILDING HEIGHT: Datum Poir MaAmum lI A.D.U. CREATe6?. right Side: Rear: required? (Yes / No / DNA) Elevation: Height: SUBDIVISION: LEGAL NONCONFORMING LAND USE DETERMINATION Yes / o OTHER: V O(i� 4YG� GI_ _ V G�� , 0 Z — Plan Review NewBPPlanningDataForm.DOC 0 a PLANNING DATA NAME: M.-&"'Zt sn,ua, J>W. DATE: 1 2i7 7rz-I- SITE ADDRESS: 1159 1 7 - r7±, P1• 4/, PLAN CHK#: 04 - ssd PROJECT DESCRIPTION:_ AA( )-: o PC-()q •a5t' h b 11!k"e ,^ ✓- ( S owr. ' :-�lA. b,-n, yea.,- 1 y'' I''+s" * �n � l-,,t c Act ►`� i:-U !,-�ei - 1. it.�...H, /per-. �. `^--^- REDUCED SITE PLAN PROVIDED?: es / o MAP PAGE: '5`07 CORNER LOT: es / No FLAG LOT: Yes / o ZONING: P S - Zo CRITICAL AREAS DETERMINATION #: 9 5 - I b a Study Required: Ste, c+ Ptcwq -fly- Waiver LJ 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) Exempt SETBACKS: Required Setbacks: Street: Z-15 LeftSide: 13 35 Right Side: 1 �� '/3 S ' Rear: 7-5 ' Actual Setbacks: Street: ^-27' Left Side: i o , Right Side: ZS' Rear: A) Street map checked for additional setback required? (Yes / 140 DNA) Ll DETACHED STRUCTURES: ROCKERIES: FENCES/TRELLISES: BAY WINDOWS I PROJECTING MODULATION: n -41, 2r1 STAIRS / DECKS:r PARKING: Required: L Actual: Z- ,h LOT AREA- 2-IT 3& 3 m - T w. LOT COVE 3 S 33. 3 `i / 32-Z 5 • (, 7 l m I rA 34 Calculations: ! 3� 3 I Z, 5 °), Zt�3G3 � BUILDING HEIGHT: N- / Datum Point: Datum Elevation: Maximum Allowed: Actual Height: A.D.U. CREATED?: (4)Yes) SUBDIVISION: LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: Yes / No OTHER: ✓-t11i' 7-4 1~ Z Z S Plan Review NewBPPlanningDataFormDOC 1 - - - 55 \ \ — — — _ _ — / L r / uj 10' �\ T--=__ 25' _ 150- LUJ L \\ -�1146 J IZ C, T UJ II ,ui a) Z�,I;= - - - - - - - - t - - / / In N II <1 < F- L 4' Rb.CKERY . 1 _ 4' RO KERY _ 120 t ui cl12 R. N \--- - - 40 10 1-402 too / .� ••'17 r-.i,i'�' t�-SVidt"gki'�z$' JV 40, •a C OCeRY 3 /� . 10, / WEYE-ANP5 I,1MIT A5 ' - _ _ / � CAC2tQ,j3Y WETLANDS RESOU�KCES(TYP) EASMENT ARE v-- 2600.85 15Q,LU Cl Au / ,G• tn w .— c�, •_• z De w 01 86 LF OF KEY- _ _ N / �� CIS w r STONE WALL ~�. • , p ABOVE 3'. WALL SITE BM ® 3 w IS 2' AWAY FROM 5.5. Cl0 120•q��' N p9v 28' LU PROPERTY LINE ELEV. 93.00' � 43 O �• '� cc VERTICAL DATUM: WE SEWER AS -BUILT �LACE d A INVERT ELEVATION AT 5.5. MH #45=110.61 (v I� / (120' EAST OF 74TH & NORTH p �1 RIGHT -OF -WA r E CITY OF EDMONDS WATERLINE AS -BUILT ADDRESS HOMEOWNER 15917 74th PI W Joel Martin CONTRACTOR SCALE Michel Construction NTS DATE DRAWN WATERLINE 3-17-04 �BY I. Abila NO. 2004-0050 ATE RECEIVEIl.� =� PERMIT EXPIRES . CITY OF EDMONDS ' USE , PERMIT ZONE CONSTRUCTION PERMIT APPLICATION JOB ., SU APT# OWNER NAME/ NRM[:'OF BUSINESS PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. r�• MAILING ADDRESS y�' A�� 4 LID FEE S �� �' f'�r 1 PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Po� eked O /24j Jj Street Use Penntl Req•d CITY ZIP TELEPHONE EXISTING PROPO ED Inspection Required Sidewalk Required p r f (% /� �� REQUIRED DEDICATION FT Wn� 1 l r-'L a L "' 111 Nrequired AME METER SIZE LINE SIZE NO. OF FIXTURES PR REQUIRED 0 r ]­- 4. / YES NO 0 ADDRESS S,(�.� .. 1 REMARKS OWNER/CONTRACTOR RESPONSIBLE FOR EROSION = ¢O a CITY ZIP TELEPHONE ��CONthOUDRRAINAGE hI � A / � p ` � r�( �t G r U 1` .F.. 1W' I `• C i1 `7 lz `.t� 01'1 *.I JJ C F..r� s•' /c4� {r, ly�y� NAME 7 I 1 l�; ENGINEERING REVI /DATE w ��� ADDRESS �/� //Igfl� �'t / �p1E Fi 1 ^1 ��•..� F¢O FIRE REVIEWED BY DATE W CITY ZIP TELEPHONE �� ( 1 L 1 VARIANCE OR CU x 2- h> SHORELINE OR ADS# INSPECTION ,REO'D BOND POSTED STATE LICENSE NU\ ER EXPIRATION DATE C KED BY 4^ / �B I — r, x X b ...•..„ BYES Q NO Ys3 SEPA REVIEW SIGN AREA HEIGHT �({ ` PROPERTY TAX ACCOUNT PARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED EXP'I/d. NEW RESIDENTIAL PLUMBING / MECH LOT COVERAGE ALLOOWED PROPCOMPLIANCE REQUIRED SETBACKS (FT.) FRONTSIDE REAR PROPOSED SETBACKS (FT.) FRONT UR/SIDE REAR ❑ ADDITION ❑ COMMERCIAL OROSED ❑ `� gFRONT j O0' ✓ �o tO/S� 10 Z CHANGE F USE REODARK NG PROVIDED LOT AREA PLANNING REVIEWED BY DATE ❑ REMODEL ❑ APARTMENT ❑ SIGN d r9�7�� i �� REPAIR ❑ I CYDS ❑ FENCE X FTfRREMARKS RKS ❑ DEMOLISH ❑ TANK ❑ OTHER GARAGE ❑ ROCAKERYG WALL CARPORT ❑ RENEWAL• O (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: BTYPE F j!b S UCTION CQ OCCUPA GROUP NUMBER OF NUMBER n OF J DWELLING CRITICAL AREAS C��y .�d �^AL ^+ INSPECTOR AREA OCCUPANT STORIES !llrrr UNITS NUMBER • / �JRED 0YES LOAD DESCRIBE WORK TO BE DONERESS INSPECTIONS PER UBC 108/1FINAL INSPECTION REO'D 9 ". - HI' Ca?- VALUATION $ ' =4 Description FEE Description FEE `� Plan Check I V SOURCE GLAZINGOT3 OPE % AT ; �� f Building (� PLAN CHEC- VESTED DATE Plumbing Mechanical ` �r- THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO . t BE DONE ON PRIVATE PROPERTY ONLX ANY CONSTRUCTION ON THE PUBLIC Grading r Recording Fee 7 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. Engr. Review, City Surcharge pj PERMITAPPLICATION: ISO DAYS n PERMIT UMIS 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection State Surcharge SEE BACK OF PINK PERMIT FOR MORE INFORMATION •... *APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS1iif I 1 I (,i�i C✓ Plan Chk Deposit IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE LA IT OF EDMONDS, WASHINGTON. ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Review Receipt # ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY 2 FROM THE ISSUANCE OF THIS PERMrr. ISSUANCE OF THIS PERMIT SHALL NOT BE 9 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Fire Inspection Total Amount Due . T = NOR LIMIT IN ANY WAY THE CnY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' Landscape Insp. zk S Receipt #/r ON GIVENSBY 8 ACKNOWLEDGE THAT I HAVE READ THIS CORRECT. AND THAT I AM THE Ow ER, OR P ETDU Y AUTHORIZED ION; THAT THE FAGENTTIOF APPLICATION APPROVAL THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This application is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR, -COPE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKME: 'S COMPENSATION I UR/ NCE AND RCW 18.27. SIG TORE (OWN Rr GITIT) DA 3 ED Q OFFICIALS SIGNATURE D TE / 771 -0220 . ,. RgLPA E DATE 1 .. ATT TION EJCT 1333 . ,._19.x. C.i,;^/ IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL 771-0221 A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 ORIGINAL - FILE YELLOW - INS CTO 10/01 FAX PINK - OWNER GOLD - ASSESSOR 'Rn-=a- - -- =O. SITE BM SS C/o XE- 2A ,i : °L� rj N m FLAG 0i cy) e o / � 'FLAG WR6 '/ / \'.' - / j ;WETLANDS 'LI'MIT FLAGGED BY. WETLANDS,'�,, RESOURCES. 'INC.'.(TYP).'.:' MAIL m m m 1PLE m FLAG WR4 FLAG WR5 32 —. z�T 9A CL 3' WIOE(NOMINAL) CREEK cosy "To uecs 7) 1715'CE 6 15, E ll(.PIE 3, 1C IF' A, }AAPLE 4z 3( A W,R '06 LE: FLAG WRI Ap J PIE 14 Fl� 28 M� LE I akL,�: Yo 0,\ MA 0- JI-J y IX MillMAPL� 16 LE 210 7 71 MAPl-E �;O 16 L '' Wlk 7 ILE "IN c dd, Fr/ EDAP 483 .4, 24 MAPE�2 I N Z, �V 12� A c yam. .AIAPLE 22 k PIE 27 co (6) M.PLE 2 77 MA i E Aq,; P 7o 010 A 110 II W 242,41' 1 1 MAPLE 22 APPROVED BY PLANNING LEGAL DESCRIPTION TRACT 34 OF MEAOOWOALE BEACH SUPPLEMENTAL PLAT. ACCOROING TO PLAT RECOROEE IN VOLUME 5 OF PLATS AT PAGE(S) 42. —IN SNOHOMISH COUNTY. WASHINGTON. EXCEPT THE EAST HALF THEREOF. VERTICAL DATUM VERTICAL DATUM - CITY OF EOMOOOS SEWER MAP, SHEET 17 C OF E. FILE 01-82-069. APR 83. CLIE OF SS MH #45 (APPROX 120' EAST OF INT 74TH 6 MEADOWDALE). ELEV a 110.61 L 6W6 C,�E�S R//Y6 7-RE 4 0, 4/ 77-hY (o STREET FILE RECEIVED APR 2 1 2003 PERMIT COUIqT_F:R i N 7S `tiJ'• v+ ✓�- r.I'--v-".�`" .�`S�" � .� � - .. - .. ,i I Y' ,1 _' .'„Y.."-.rm.."'".';..-i'.:!-�"-""�""� Y� �"_� � ���....; "0C. i $y, City of Edmonds PE111 NO: 9827 SIDE SEWER PERMIT HERMIT EXPIRES / 5 Address of Construction: It A. ` LID # Property Tax. Account Parcel No. 0,051 - �3W) - 000 —3(00 Attach copies of all access and utility easementsUMz7" Verified and Approved by Owner and/or Contractor: l?'1 K Nft... nrgST" Contractor License #: M IC N f_C- 10Id l Li 5 Building Permit #:0050 R/Single Family ❑ Multi -Family (No. of Units _) ❑ Commercial (No. of Units ) I ❑ Public Invasion into City *Right -of Way: ❑ Yes X No *RW Construction Permit # Cross other **Private Property: ❑ Yes **Attach legal description and copy of recorded easement. O,wr�ier.& contractor signature and acknowledgement statement: By signing for this permit I certify that I have read the City.'s public handout entitled Oide Sewer Specifications, and shall comply with all City requirements outlined therein. 3r //-(!:H Date 9 CALL DIAL -A -DIG (1-800-42""5555) BEFORE ANY EXCAVATION 9 9 FOR INSPECTION CALL 425-771-0220 extension 'Laa�W 24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REQUESTS _. FOR OFFICE USE ONLY . Per it Fee $ Repair Fee $ Issued By: TKIA rd r Date Issued:_,�a Assessment Fee $ /%/ Receipt No: t 7 (D City Permit Surcharge Fee 0 .00 Total Fees Paid $ 775 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: F rtial Inspection: Date: h Initial: rtial Inspection: Date: Initial:INAL INSPECTION APPROVED: Date: OS Initial: IV \ As -built to Street File: ❑ 1,� PERMIT MUST BE POSTED ON JOB SITE t� White Copy: File Green Copy: Inspector Buff Copy: Applicant C;temp;bldg;forms;sspermitj lg4/00 O m CU L� —❑C.B, ASX /W LINE 62,59' �4,5L/.25 .. •��rop, Pin 2'ABS� i 17� —4.5'\mot 22° BEND 1, o C.O. Z 4' DEEP �- C.O. Z ILES FOR WALL Li x Z_ 2.5' CLEARANCE C.D. 3' � BETWEEN PIPE & WALL 5,5' DEEP a IN D/W CL 159171 �� of ED* CITY OF EDMONDS SIDE SEWER AS— BUILT '.,,,;y d ADDRESS 15917 - 74th Pl W t ace es HOMEOWNER CONTRACTOR SCALE Michel Construction NTS DATE DRAWN PERMIT 3-11-2004 BY K, Haney NO. 9827 Ee I Delineation / Mitigation / Restoration ; Habitat Creation / Permit As Im sistance 9505 19th Avenue S.E. Suite 106 Everett, Washington 98208 (425) 337-3174 Fax (425) 337-3045 Wetland Mitigation Plan for Michel Construction - 74th Place West Lots 15911, 15915 and 15917 Wetland Resources, Inc. Project #03287 Prepared By: Wetland Resources, Inc. 9505 19th Ave. SE Suite 106 Everett, WA 98208 (425) 337-3174 For: Michel Construction Attn. Rob Michel 7907 2121h St. SW #212 Edmonds, WA 98026 October 8, 2003 Revision 1: December 2, 2003 APPROVED BY PLANNING RECEIVE® JAN 2 2 2004 BUILDING DEPT. STREET FILE TABLE OF CONTENTS Site Description 1 Project Description 1 Wetland Functions and Values Assessment 2 Mitigation Procedure 4 Grass Seeding 5 Project and Planting Notes 5 Performance Bond 6 Project Monitoring Program 7 Maintenance 8 Performance Goals 8 Contingency Plan 8 Use of this Wetland Mitigation Plan 9 References 10 Wetland Mitigation Map 1/1 SITE DESCRIPTION Wetland Resources, Inc. conducted a wetland delineation on January 11, 2002 to locate jurisdictional wetlands on three half -acre lots located at 15911, 15915, and 15917, 74th Place West in the city of Edmonds, Washington. The site is located as part of Section 5, Township 27N, Range 4E, W.M. All three lots were investigated for the presence of critical areas. Critical areas are present only on lot 15917 and this is the only property that will be discussed hereafter. This site is located east of the right of way of an unopened portion of 74th Place West. This site is located on a hill that slopes down from the east to the west. It appears that this hill was terraced at some time in the past. Topography of the site slopes up from 741h Place West in the west. A Category 3 wetland is located in the western portion of this property. This wetland drains to a Category 2 stream that flows along the southern property boundary. In the city of Edmonds, Category 3 wetlands and Category 2 streams are given 25 foot protective buffers. Typical vegetation on -site is represented by a canopy of big leaf maple (Acer macrophyllum, FacU) and red alder (Alnus rubra, Fac), with an understory of salmonberry (Rubus spectabilis, Fac+), Himalayan blackberry (Rubus discolor, FacU), and dewberry (Rubus ursinus, FacU). Vegetation in the wetland is represented by Himalayan blackberry (R. discolor, FacU), small fruit bullrush (Scirpus microcarpus, Obl), field horsetail (Equisetum arvense, Fac), and lady fern (Athyrium filix-femina, Fac). PROJECT DESCRIPTION The applicant is proposing to construct one single-family residence on this property. Due to site topography and the location of the on -site wetland, complying with ECDC 20.15B would deny reasonable use of the property, as found by the Hearing Examiner (Case No. V-2002-222, 223, 224, >t 225). To achieve a reasonable use of this property, the applicant is proposing to construct a single- family residence while minimizing impacts to the wetland and on -site stream buffer to the greatest extent possible. As a result of site preparation and placement of the house, 2,445 square feet of the on -site wetland is proposed to be filled. In addition, the 25-foot buffer from the remaining non -impacted portion of the on -site Category 3 wetland is proposed to be graded to provide appropriate side slopes from the development. This will temporarily impact 1,195 square feet of buffer area which will be restored upon completion of grading activities. To accommodate the driveway and required setbacks from the house, a total of 585 square feet of buffer is proposed to be impacted. This buffer is currently dominated by Himalayan blackberry and Japanese knotweed. To replace lost functions and values provided by the filled wetland and to comply with the no net loss of size requirement in the City of Edmonds code, mitigation is offered in the following manner. The on -site portion of the Category 2 stream buffer (560 square feet) is proposed to be enhanced through control of invasive species and planting of native species. To prevent grading or other impacts to the stream buffer, silt fence shall be placed around outer perimeter of this buffer prior to any site disturbance. To ensure that any inadvertent impacts are restored, the proposed buffer enhancement will take place after completion of grading activities and concurrent with buffer restoration (discussed below). Upon completion of grading within the 25-foot buffer from the existing wetland, this 1,195 square foot area will be restored through planting of native trees and shrubs. To comply with the no net loss of size requirement in the City of Edmonds code, the applicant is proposing to replace the 2,445 square feet of impacted wetland with additional buffer at a 2.5 to 1 (additional buffer to wetland impact) ratio. This will amount to 6,113 square feet of additional buffer. As mitigation for the 585 square feet of buffer impacts, the applicant is proposing to designate 585 square feet of additional buffer. This will amount to a total of 6,698 square feet of additional area as buffer. The area to be designated as additional buffer is represented by a canopy of big leaf maple with sword fern in the understory. This is proposed to be enhanced by planting conifers throughout this area on 15-foot centers. To ensure that stream flows are not impacted by this project, a French drain will be placed in the yard of the proposed house. This drain will outflow into the stream buffer via a level spreader trench. WETLAND FUNCTIONS AND VALUES ASSESSMENT Methodology The methodology for this functions and values assessment is based on professional opinion developed through past field analyses and interpretation. This assessment pertains specifically to the on -site wetland system, but is typical for assessments of similar systems common to western Washington. Functions and Values Components Wetlands in western Washington perform a variety of ecosystem functions. Included among the most important functions provided by wetlands are stormwater control, water quality improvement, fish and wildlife habitat, aesthetic value, recreational opportunities, and education. The most commonly assessed functions are Stormwater Storage/ Floodflow Attenuation, Water Quality, and Wildlife Habitat. Assessments of these functions for the project site are provided below. Analysis Stormwater Storage/Floodflow Attenuation Due to the location of this wettand within the landscape, this wetland has the potential to make beneficial contributions to the functions of stormwater storage and foodflow attenuation. The size of the wetland allows it to collect and store water as it drains from the surrounding hillside and slowly release it to the associated stream. Water Quality This wetland has the ability to make moderate contributions to the function of water quality. As water passes through this wetland, the size and presence of emergent vegetation slows the water, allowing suspended sediments to settle. Along with this, the emergent vegetation takes up and traps nutrients, thus preventing downstream eutrophication. Wildlife Habitat Given the small size, lack of vegetative structure, limited species diversity, and proximity to surrounding development, this wetland only has the potential to make minimal contributions to wildlife habitat. The most important benefit is food and cover to birds, amphibians, and small mammals. Proposed Impacts to Functions and Values In order to accommodate a single-family residence and associated infrastructure on this site, the applicant is proposing to fill 2,445 square feet of the on -site Category 3 wetland and to impact 585 square feet of associated buffer. Post Mitigation Functions and Values As mitigation for impacts to the on -site wetland and buffer, the applicant is proposing to designate and enhance a total of 6,698 square feet of area as additional buffer. This 6,698 square feet of additional buffer along with the entire on -site portion of the stream buffer (560 square feet) is proposed to be enhanced through control of invasive species and planting of native species. In addition, the 1,195 square feet of wetland buffer to be graded will be restored using native shrubs. To ensure that stream flows are not impacted by this project, a French drain will be placed in the yard of the proposed house. This drain will outflow in to the stream buffer via a level spreader. Although impacts are proposed to occur in the majority of the on -site wetland and portions of the buffer, the level of functions and values provided by this system will remain approximately equivalent or will improve. Preservation and enhancement of the on -site stream buffer, restoration of the 1,195 square feet of on -site wetland buffer to a better than existing condition, and designation and enhancement of 6,698 square feet of additional buffer area is proposed. This mitigation will help to increase species diversity, improve vegetative structure and control invasive species which are currently dominant in the stream buffer. Other benefits will be an increase in wildlife habitat, including a movement corridor along the southern border of the property. Planting conifer trees throughout the area designated as additional buffer will facilitate the transition from a deciduous to a mixed and eventually a coniferous canopy, and will result in tong term improvements to functions and values of the site. 3 Stormwater storage, floodflow attenuation, and water quality values will be maintained if not improved by collecting stormwater runoff from the site, treating it in a detention system and releasing it downstream. Stream flows will be maintained by collecting water from the yard in a French drain and releasing it into the stream buffer via a level spreader. Given the relatively low initial quality of this wetland and the proposed mitigation measures, this project should result in negligible impacts, or even slight improvements to analyzed functions and values. MITIGATION PROCEDURE As partial mitigation for on -site wetland and buffer impacts, the applicant is proposing to designate 6,698 square feet of area as additional buffer. This area will be enhanced through control of invasive species and planting of native conifer trees. To accommodate existing native vegetation, these trees will be planted throughout this area on 15-foot centers. The 1,195 square feet of on -site wetland buffer will be graded as a part of site preparation. This grading will remove all invasive species. After grading the level spreader should be installed. Upon completion of site work, the buffer restoration area should be seeded with the grass seed mixture recommended in this plan, and planted with the species listed below. No grading will take place in the stream buffer. To ensure this, the edge of this buffer will be marked with silt fence before commencement of any grading activities. Should any inadvertent grading occur, the graded areas should be restored in the same manner as the additional buffer area. In areas not graded, all invasive species (mainly Himalayan blackberry and Japanese knotweed) should be removed by the root. Of the 560 square feet of on -site stream buffer, 215 square feet of this is wetland. This area will remain wetland. Following control of invasive species, the species recommended below should be installed in the appropriate locations. Additional Buffer 6,698 square feet) Common Name Latin Name Size Spacing Quantity 1. Douglas fir Pseudotsuga menziesii 1 gallon 15' 10 2. Western hemlock Tsuga heterophylla 1 gallon 15' 10 3. Western red cedar Thuja plicato 1 gallon 15' 10 Stream Buffer (upland 345 square feet) Common Name Latin Name Size Spacing Quantity 1. Vine maple Acer circinatum 1 gallon 9' 2 2. Sitka mountain ash Sorbus sitchensis 1 gallon 9' 2 3. Snowberry Symphoricarpos albus 1 gallon 4.5' 7 4. Oregon grape Berberis nervosa 1 gallon 4.5' 7 rd • 10 Stream Buffer (wetland 215 square feet) Common Name Latin Name Size Spacing Quantity 1. Red -osier dogwood Cornus sericea 1 gallon 9' 1 2. Black twinberry Lonicera involucrata 1 gallon 9' 1 3. *Slough sedge Carex obnupta plugs 1.5' 20 4. *Small -flowered bulrush5cirpus microcarpos plugs 1.5' 20 *Slough sedge and small -flowered bulrush should be planted in clumps, each covering 20 percent of the wetland area. Wetland Buffer Restoration (1,195 square feet) Common Name Latin Name Size Spacing Quantity 1. Vine maple Acer circinatum 1 gallon 9' 8 2. Sitka mountain ash Sorbus sitchensis 1 gallon 9' 7 3. Snowberry Symphoricarpos albus 1 gallon 4.5' 22 4. Oregon grape Berberis nervosa 1 gallon 4.5' 22 GRASS SEEDING All disturbed soil within critical areas and buffers shalt be seeded to the recommended, certified grass seed mixture below. Fertilizer shall only be used when absolutely necessary due to potential runoff into sensitive stream and wetland systems. If deemed absolutely necessary by the consulting biologist and/or the County Biologist, a fertilizer such as 16-16-16 shall be applied at 100 pounds per acre. Buffer Grass Seed Mixture Common Name Latin Name lbs./1,000 s.f. Colonial bentgrass Agrostis tenuis 0.6 Annual ryegrass Lolium multiflorum 0.3 White clover Trifolium repens 0.2 Wetland Grass Seed Mixture Common Name Latin Name lbs./1,000 s.f. Annual ryegrass Lol ium mul ti f forum 0.4 Redtop bentgrass Agrostis alba 0.4 Meadow foxtail Alopecurus pratensis 0.6 American sloughgrass Beckmannia syzigachne 0.6 PROJECT AND PLANTING NOTES A meeting wilt take place between the consulting biologist and the contracted landscaper prior to commencement of enhancement activities. This will provide an opportunity to clarify any questions that may arise and ensure success of the enhancement project in a timely manner. Siltation fencing shall be placed as shown on the TESC design and be inspected prior to any mitigation site disturbance. These measures will help to ensure that the on -site construction activities will have 5 the minimum impact to on -site critical areas necessary to achieve completion of the project. Mulch: Wood chips, or other appropriate material, shall be used for mulching in the planting area. Any existing vegetation is to be removed from a two -foot diameter area at each planting site. Wood chips are to be placed in this two -foot diameter area at a depth of three to four inches. A four -inch diameter ring around the base of each plant shall be kept free of mulch. Planting holes should be dug to twice the required size and partially backfilled with a high quality compost. Plant in the early spring or late fall. Order plants from a reputable nursery. Care and handling of plant materials is extremely important to the overall success of the project. All plant materials recommended in this plan should be available from local and regional sources, depending on seasonal demand. Some limited species substitution may be allowed, only with the agreement of the consulting wetland professional. Plants shall be arranged with the appropriate numbers, sizes, species, and distribution to achieve the desired vegetation coverage. The actual placement of individual plants shall mimic natural, asymmetric vegetation patterns found on similar undisturbed sites in the area. Lath stakes or similar approved marking system should be placed next to each planted tree and shrub to assist in locating the plants during monitoring and while removing the competing non-native vegetation. This will be done for all installed plants. PERFORMANCE BOND A performance bond shall be provided to the City of Edmonds for the period of three years from the completion of the project, in the amount of 120% of the estimated cost for plant material and labor. Annual monitoring reports and seasonal maintenance will be required to assure the success of this enhancement plan. The City of Edmonds shall release this bond at the end of the three years, upon successful determination for all portions of this mitigation project. The following is an estimate of plant materials and labor only. This does not represent a bid to install: QUANTITY OF ONE GALLON PLANTS @ $8.25 per plant 109 QUANTITY OF PLUGS C $2.00 per plug 40 ESTIMATED COST OF PLANT MATERIAL AND LABOR $979.25 ESTIMATED COST OF MONITORING (3 YEARS@ $500/yr) $1,500.00 ESTIMATED COST OF MAINTENANCE (3 YEARS@ $500/yr) $1,500.00 0 K O(Z£QL.l az' D (O'At'o It 979.2�s TOTAL ESTIMATED COSTS (Plant Material and Labor) $979.25 150b 120% OF TOTAL ESTIMATED COSTS $1,175.10 1zq� 4 3) 9 71, 25- Plant prices are based on a quote from Van den Akker's Landscaping and include 2L/O,- tabor. PROJECT MONITORING PROGRAM Requirements for monitoring project: 1. Initial compliance report 2. Annual site inspections (in the fall) for three years 3. Annual reports (One report submitted in the fall of each monitored year) Purpose of Monitoring: The purpose of monitoring this project is to evaluate the success of the enhancement plantings. Success will be determined if monitoring shows that at the end of three years the performance standards are being met and that habitat values in the enhancement areas are equivalent to similar ecosystems in the immediate area. Inspection Schedule: Upon completion of the mitigation project, an inspection by a qualified wetland biologist will be made to determine plan compliance. A compliance report (as -built) will be supplied to the City of Edmonds regarding the completeness of the project. Condition monitoring of the plantings will be done by a qualified wetland biologist in the fall annually for the three-year monitoring period. A written report describing the monitoring results will be submitted to the City of Edmonds shortly after the fall inspection of each monitored year. Final inspection will occur three years after completion of planting. The contracted wetland professional will prepare a final report as to the success of the project. Definition of Success / Performance Standards: The enhancement areas shall support at least 80% survivorship, and at least 80% areal coverage of the native plants set forth in this plan by the end of three years. The species mix should resemble that proposed by the planting plans, but strict adherence to obtaining all of the species shall not be a criterion for success. Reproduction of volunteer native species may be used to establish areal coverage requirements. If a given area contains more than 10% areal coverage of invasive, non-native species within the planting areas, the enhancement shall not be considered successful for that area. 7 MAINTENANCE The enhancement areas will require periodic maintenance during the monitoring period. These will be maintained at least one time during the spring and fall for each of the three monitored years, or as needed to assure the success of the mitigation project. Maintenance may include, but will not be limited to, removal of invasive vegetation (by hand or chemical means as necessary), thinning of volunteer red alder and black cottonwood to 10-foot centers, replacement of plant mortality, and/or the replacement of mulch for each maintenance period. Chemical control, if necessary, shall be applied by a licensed applicator following all label instructions. The temporary irrigation system will be maintained for at least two years or as necessary to achieve firm establishment of the planted species. PERFORMANCE GOALS The goal of this mitigation plan is to establish a self sustaining natural wetland system with supporting buffers. The mitigation area will become a functioning portion of the larger stream and wetland system to the south and help to support an overall complex natural environment. CONTINGENCY PLAN If more than 20% of the plants are severely stressed during any of the inspections, or it appears more than 20% may not survive, additional plantings of the same species or, if necessary, alternative species may be added to the enhancement areas. If this situation persists into the next inspection, a meeting with a representative for the City of Edmonds, the consulting wetland biologist and the property owner will be scheduled to decide upon contingency plans. Elements of the contingency plan may include, but will not be limited to more aggressive weed control, expansion of the irrigation system, plant mortality replacement, species substitution, fertilization, and/or soil amendments. USE OF THIS WETLAND MITIGATION PLAN This Wetland Mitigation Plan is supplied to Michel Construction as a means of mitigating critical area impacts, as required by the City of Edmonds during the permitting process. This report is based largely on readily observable conditions and to a lesser extent, on readily ascertainable conditions. No attempt has been made to determine hidden or concealed conditions. Reports may be adversely affected due to the physical condition of the site and the difficulty of access which may lead to observation or probing difficulties. The laws applicable to wetlands are subject to varying interpretations and may be changed at any time by the courts or legislative bodies. This report is intended to provide information deemed relevant in the applicant's attempt to comply with the laws now in effect. The work for this report has conformed to the standard of care employed by wetland ecologists. No other representation or warranty is made concerning the work or this report and any implied representation or warranty is disclaimed. Wetland Resources, Inc. rUF L is Emen r Senior Wetland Ecologist I REFERENCES City of Edmonds Code Chapter 20.15B Critical Areas. Classification of Wetlands and Deepwater Habitats of the United States. FWS/OBS- 79/31. December 1979. U.S. Department of the Interior, Fish and Wildlife Service. Washington, D.C. Corps of Engineers Wetlands Delineation Manual, 1987. Technical Report Y-87-1. Environmental Laboratory. U.S. Army Engineer Waterway Experiment Station. Vicksburg, MS. Soil Survey of Snohomish County Area Washington United States Department of Agriculture, Soil Conservation Service (1978). National List of Plant Species that Occur in Wetlands, Northwest Region. 1996. U.S. Department of the Interior, Fish and Wildlife Service. Washington, D.C. Washington State Wetlands Identification and Delineation Manual. Washington State Department of Ecology. Publication #96-94. March 1997. 10 MICHEL CONSTRUCTION - 74TH PLACE WEST WETLAND MITIGATION MAP PORTION OF SECTION 5, TOWNSHIP 27N, RANGE 4E, W.M. WETLAND BUFFER IMPACT 585 SF TOTAL 3 0 0 W Cr I Ln PROPOSED YARD - 25' BUFFER Nve CATEGORY 2 STREAM STREAM BUFFER EXISTING 12" ENHANCEMENT CULVERT 560 SF OUTFALL FROM CURTAIN DRAIN TO LEVEL SPREADER WETLAND BUFFER TO BE GRADED AND RESTORED 1,195 CATEGORY 3 WETLAND 2,445 SF TO BE FILLED PROPOSED HOUSE ADDITIONAL BUFFER 6,698 SF TO BE ENHANCED I W&A)eTR o g=- /#c. _ -Delineation/ A4tigation / Restoration / Habitat Creation / Permit Assistance 9505 19th Avenue S.E. Suite 106 Everett,Washington 98208 Phone: (425)337-3174 Fax: (425) 337-3045 Email: mailbox@wetlandresources.com SCALE 1 " = 20' 0 10 20 30 40 WETLAND WETLAND FILL WETLAND BUFFER TO BE GRADED AND RESTORED STREAM BUFFER (UPLAND) TO BE ENHANCED STREAM BUFFER (WETLAND) TO BE ENHANCED BUFFERIMPACT ADDITIONAL BUFFER ��. TO BE ENHANCED — -- -- STREAM WETLAND MITIGATION MAP MICHEL CONSTRUCTION - 74TH PLACE WEST Sheet 1 /1 Michel Construction Job # 03287 Attn. Rob Michel Drawn by: L. Emenhiser 7907 212th St. SW #212 Date:October 8, 2003 Edmonds, WA 98026 Revision #1: December 2, 2003 M 011 p r GdkkkFILE NO. (49 *Cvftica0 ATeas CheccllQfflu Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: 2. Property Tax Account Number: /.3 3 — 600 — 03 5— 0 a 0 7 3. Approximate Site Size (acres or square. feet): 2 ,Y C &�0 4. Is this site currently developed? yes; no. If yes; how is site developed? 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: /W ; Approx. Depth: 7. Site contains areas of seasonal standing water: / O ; 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? o4& p� Flows are seasonal? (What time of year? ), 10. Site is primarily: forested urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: I meadow ; shrubs ; mixed ; te"oe IM &go .194 _ City of Edmonds Critical 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 a 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: Applicant Representative: Name Name ,25-3 3 MA,1tea, )0/. Street Address G� City, State, ZIP Phone a, Signature Date Street Address • City, State, ZIP Phone • Signature Date • 0 • • 0 City of Edmonds Critical Areas Determination Applicant: Dennis & Nancy Eckman Determination #: CA-9&16 Project Name: �. Permit Number: Site Location: 15911 74th Pl. W. Property Tax Acct #: 5133-000-034-0207 Project Description: non -project specific A site inspection of the property has revealed a steep slope which may be as steep or steeper than 30% and there is more than 20 feet of vertical elevation gain. Additionally, a wetland appears to be directly adjacent to the property. Based on the above findings, it is determined that there is potential for critical areas on or adjacent to the site. A Critical Areas Study is required to delineate the boundaries of the potential critical area, its buffers and setbacks. A wetland biologist must perform a wetland analysis and delineate the wetland boundaries and associated buffers. A licensed surveyor must create a topographic map of the site which indicates all areas which slope 30% or more and have a vertical gain of 20 feet or more within the 30% slopes additionally, the map should indicate the toe of slope. Finally, the map must also show the buffers and setbacks of the steep slope and wetland. 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 Area or its buffers, a conditional waiver may be issued on a project by project basis. Kirk Vinish Name Signature February 1. 1995 Date u • 0 • . FLE NO. Critical Areas Checkl*I V Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: I,SF-U 71/ A Plac.e V/ . 2. Property Tax Account Number: .5/33 Obd 03 Y o -)— 3. Approximate Site Size (acres or square feet): affoc� eA 4. Is this site currently developed? yes; X no. If yes; how is site developed? 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: LA 0 Approx. Depth: 7. Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year? 8. Site is in the floodway_ N d floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? i 4., Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ; shrubs ; mixed urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: o ; c e n i Pr -r4 a s o c;f �, 6/opI ax% S Rc. owe 0 - 0 &90 199- City of Edmonds Critical 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 a determination of the, subsequent steps necessary Ito 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: nn�'S k�'i1n kei Name Street Address City, State, ZIP Phone Signature Date Applicant Representative: Bonn c Name Street Address 0 L` b '7 Z/ -1 v6 / City, State, ZIP Phone • k.l 1 Signature Date M M EO City of Edmonds Critical Areas Determination Applicant: Donna Crawford Determination #: CA-94-109 Project Name: Permit Number: Site Location: 159xx 74th Pl. W. Property Tax AM #: 5133-000-034-02 Project Description non -project specific A site inspection of the property has revealed a lot located on a steep embankment. This slope clearly has slopes greater than 30% with a vertical gain of 20 feet or more. A slope which fits this description is considered a critical area and requires a 50 foot buffer and a 15 foot setback. In addition, sites directly adjacent may contain standing water as well as flowing water. It is possible that the standing water would be considered to be wetlands, and that the flowing water would be considered as stream(s). Wetlands and streams are critical areas and require buffers and setbacks depending on the value of the critical area. Based on the above findings, a Critical Areas Study is required. A wetland and stream biologist must delineate the location and value all streams and wetlands on or within 100 feet of the site. A licensed land surveyor must prepare a map showing the location of all streams and wetlands as identified by the wetland and stream biologist(s). The map must also identify all land which slopes 30% or more, with a vertical gain of 20 feet or more. All buffers and setbacks must also be identified on the map. The licensed land surveyor must also prepare legal descriptions for all critical areas, critical area buffers and critical area setbacks. 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 Name Signature June 23, 1994 Date � O a . i a CC TM EMINEW A LAB MaWK 0OAL Jodo4 C FY 0..o 0 q , C17V off' ""064®o. vaaaalRl�4'Q{V L a. o. DMVM oo ciao A00130omaw No. op1 Racpaoaq gtonnlo �1Ri50� �S1 ANO A®1�1Qa00 9346 14gh soattlQo wa. 9�119 PRfaPaQ[�fZAJDO m( Llg BP -A R SUPP a�i+7MOTAL PLA L.I.O.Me.a �SSMMI�I,Z 000 �0� ij 1/2 TR 34 a f; A 210 Ac3QN MOTICI C>I HU�INA C�NII T H r,i rl tip T acu • 11 NAME: /�l,'Gh� l l�onShrGh�, SITE ADDRESS: 15 J 1 7 - PROJECT DESCRIPTION: New PLANNNG DATA DATE: `)/2 LAN CHK#: 0 3 - „ica, fv�rt^ REDUCED SITE PLAN PROVIDED?: ffe/ No arr"' MAP PAGE: 607 CORNER LOT: Yes / o FLAG LOT: Yes / No) ZONING. R-s- f CRITICAL AREAS DETERMINATION #: 6A 5-(6 aStudv Required: 2- 2 2 -22 s -from( la ✓a y- 4 Waiver Conditional Waiver �'S� 2 y r�a.•5� � 5 �,� . 6�k-•- L CA vzw �,., 4 � - IY �+f Q�'� �( Vtif L EN (t,On ..n iC• G�V�i7 .✓� L R � � �' � �wic�, %+sY _ SEPA DETERMINATION: DrvS f s E3 Fee 13 c.. . 13 Checklist EI APO list w/ notarized form ✓ (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) Exempt SETBACKS: Required Setbacks: Street: 2-5' Left Side: to ' s-' Right Side: ru'/3s ' Rear: Actual Setbacks: * ; ra t--yz , Street: ft Side: I Right Side: 45 ' Rear: �� Street map checked�Le dditional setba required? (Yes / No / DNA) DETACHED STRUCTURES: ;.� ROCKERIES: i ` �,'," sr ^�v 3 �, • cfj IS its !� 1d'ry,,.rr �Y>+ o�y�.�-) .w� �.'va y�-f FENCES/TRELLISES: "+�--F+-�•� �,,.ti„� o< �,-w<-. 5/�v l�re:�tw of h..�c • (��' h rl( •/ u�. •�r� BAY WINDOWS / PROJECTING MODULATION: STAIRS / DECKS: t PARKING: Required: 2 Actual: _ LOT AREA: aza 47 , 3 3 Z- LOT COVERAGEJ 2472,E r 5 L9.+7 r-fS'Q.y5-"-la3,0 : 3s 99 — 3Glr Calculations: BUILDING HEIGHT: w-'^4'' aA -MY o 04, 7 N. Datum Point:_ 5.S • L/A Wvt Datum Elevation: Maximum Allowed: 25' Actual Height: v yN� 'Air A.D.U. CREATED?: o Yes) SUBDIVISION: FA, LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: Yes N -/OTHER: .* E4 I,►. w;ai ,� s,dz 3' - eY_ p.- V- o L • 12z - 2ZS ,.,, 2' j-p- e NewB PP 1anningDataForm. DOC DONNA L. BR ESK E, P.E. 6621 ]Foster Slough Rd. Snohomish, WA 90290 IFAX COVER SHEET PHONE. 425-334-9980 FAX: 425-334-9380 DATE: 4 Zoo 3 PHONE NO. 4ZS -7 7,6 - 22 1 TO: FAX NO.� RE: NUMBER OF PAGES INCLUDXNG THIS COVER SHEET:74t pt w CUTO (-73FILL ",zoo C� D r i Jewex Ca-Tf F1 LL' qq cY 244 C- y Yo r-d area SILL:26'? C-Y TOT-11L, � O � ,' 2-72 C `/ FILE-- 7I3 C`/ DRAINAGE - DETENTION - INSPEMON - GRADING & TESC SEWER & WATER - FEASIBILITY -, SITE DEVELOPMENT �-� �R w 2023 C,T"f TRE T FILE i !f �5 �� • ?A � MAIN= I� �\o LF�s ALIL WALL, WA J ' , l3D _�— S• S Fr RE-MIN144 WAI -L in 111 , I S 9,3 CITY OF EDMONDS "'TREET IDLE GARY HAAKENSON MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771.()220 • FAY (4251 771 .n221 Websitewww ri edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering September 15, 2005 Mr. Rob Michel Michel Construction 7907 2121h Street Southwest Edmonds, Washington 98026 RE: 15917 741h Place West, Building Permit #2004-0050 Earth Subsidence Landslide Ordinance #2661, Rainy Season Construction Provisions Dear Mr. Michel: The purpose of this letter is to reiterate that the referenced residential project is subject to Edmonds Community Code Chapter 19.10 for landslide hazard development. Rainy season regulations require that excavation, drainage, grading and groundwork be completed by September 30th. If groundwork of this nature is not complete and will overlap into the month of October or beyond, the City requires a letter stamped and signed from your geotecluiical engineer of record that states a site inspection has confirmed that the site is stable and work may continue past the ordinance deadline of September 30th. A schedule of work shall be submitted with the letter that establishes a final completion date of any additional work during the rainy season (September 30t1' to May I"). If the City does not receive such notice it is understood that groundwork, as defined by ordinance, shall be stayed until May 1st, 2006. Winterization measures are also required which includes protection of exposed slopes with visqueen or hydroseeding, installation and maintenance of temporary erosion control measures, completion of site stabilization work (i.e., rockeries) and generally securing and safeguarding the site. Regardless of whether work commences or is stayed until May lst, 2006, the geotechnical engineer of record shall make winterization recommendations in a field report and provide a copy to the City. All report recommendations shall be immediately implemented. Installation shall be approved by the geotechnical engineer and a field report submitted to the City. Please be advised, it is possible to start groundwork prior to May 1, 2006 by providing a letter from your geotechnical engineer stating the weather and site conditions are stable and work may start. If you have any questions please feel free to contact me at 425-771-0220 extension 1226 during City business hours. Sincerely,, Gp�Tl Jeannine L. Graf Building Official ° Incorporated August 11, 1890 ° Sister City - Hekinan, Japan 0 /6,J/ V - - ; 7x - fj 14) 0, RETURN ADDRESS: City of Edmonds, City Clerk 121 5th Avenue North Edmonds, WA 98020 200402020405R 5E PGS PY 02-02-2004 01:33pm $23.00 SNOHOMISH COUNTY, WASHINGTON COVENANT OF NOTIFICATION AND INDEMNIFICATION/HOLD HARMLESS Reference #:_j %l91%-QQ Grantor(s): (1) % le-eEL CO/b'1%/el-IC71-f Additional on pg. Grantee(s): City of Edmonds Legal Description (abbreviated): Sec . s Twn a 7 Rng__J�c__Qtr� OR Lot J4 Block Plat Assessor's Tax Parcel ID#(s): (1) Q�s�s'-� DO®D. .? yp (2) Assessor's Tax Parcel ID# not yet assigned CITY OF EDMONDS ' APPROVED FOR RECORDING BY:_k#_ DATE . PAGE _L .OF r Under the review procedures established pursuant to the State Building Code, incorporating amendments promulgated by the City of Edmonds, and as a prerequisite to the issuance of a building permit for the construction of a residential structure and attendant facilities, the undersigned OWNERS of property do hereby covenant, stipulate and promise as follows: '-® PJ 1. Description of Subiect Property. APPR VED OR REC RD G: BY: DATE: G/� PAGE �� OF This covenant of notification and indemnification/hold harmless relates to a tract of land at the street address of /s-gi7 syY w (insert street address), Edmonds Snohomish County, Washington and legally described as: /Ll�oc,��/p B�iA�lt� ,�xr�,�•�� 7 T ���r=�o� ���o��ci �� �'o/vim• e� ,1"- a� 2. Notification and Covenant of Notification. The above referenced site (hereinafter "subject site") lies within an area which has been identified by the City of Edmonds as having a potential for earth subsidence or landslide hazard. The risks associated with development of the site have been evaluated by technical consultants and engineers engaged by the applicant as a part of the process to obtain a building permit for the subject site. The results of the consultant's reports and evaluations of the risks associated with development are contained in building permit file number f1 (insert number) on file with the City of Edmonds Building Department. Conditions, limitations, or prohibitions on development may have been imposed in accordance with the recommendations of y E ED OR_ RECO:DATE PAG OF _ the consultants in the course of permit issuance. The conditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require modifications to the structures and earth stabilization matters in order to address future or anticipated changes in soil or other site conditions. The statements and conditions proposed by the OWNERS' geotechnical engineer, geologist, architect and/or structural engineer are hereby incorporated by reference from the contents of the file as fully as if herein set forth. Any future purchaser, lessee, lender or any other person acquiring or seeking to acquire an interest in the property is put on notice of the existence of the content of the file and the City urges review of its contents. The file maybe reviewed during normal business hours or copies obtained at the Building Department, City of Edmonds, 121 5th Avenue North, Edmonds, Washington 98020. 3. Indemnification and Hold Harmless. The undersigned OWNERS hereby waive any and all liability associated with development, stating that they have fully informed themselves of all risks associated with development of the property and do therefore waive and relinquish any and all causes of action against the City of Edmonds, its officers, agents and employees arising from and out of. such development. In addition, the OWNERS on behalf of themselves, their successors in interest, heirs and assignees, do hereby promise to indemnify and hold harmless the City of Edmonds, its officers, agents and employees from any loss, claim, liability or damage of any kind or nature to persons or property either on or off the site resulting from or out of earth subsidence or landslide hazard, arising from or out of the issuance of any permit(s) authorizing development of the site, or occurring or EAPPR VED FOR RECORDING:BY: DATE: PAGE arising out of any false, misleading, or inaccurate information provided by the OWNERS, their employees, or professional consultants in the course of issuance of the building permit. 4. Insurance Requirement. In addition to any bonding which may be required during the course of development, the Community Services Director has/has not (strike one) specifically required the maintenance of an insurance policy for public. Iiability coverage in the amount and for the time set forth'below in order to provide for the financial responsibilities established through the indemnification and hold harmless agreement above: 5. Covenant to Touch and Concern the Land. This covenant of notification and indemnification/hold harmless touches and concerns the subject tract and shall run with the land, binding, obligating and/or inuring to the benefit of future owners, heirs, successors and interests or any other person or entity acquiring an interest in property, as their interest may appear. This provision shall not be interpreted to require a mortgagor or lender to indemnify the City except to the extent of their loss nor to obligate such persons to maintain the insurance above required. APPRQVEQ F'OR RECO ING: BY:y DATE: f PAGE ;" OF DONE this l day of _ �� P"t OWNER(S BY: By: By STATE OF WASHINGTON ) ss: COUNTY OF6k-Y) i )M 1 5 /4 I certify that I know or have satisfactory evidence that �7k C) Ai /o L0- M G 4 E L- signed this instrument and acknowledged it to be (his/her) free and voluntary act for the purposes mentioned in this instrument. DATED this -1 _ day ofP) C,-e NOTARY PUBLIC My commission expires: :;Z —/C1._6 L:\TEMPIBUILD ING\MEADO VACOVENANT DONNA L. BRESKE, P.E. 6621 Foster Slough Rd Phone: 425-334-9980 Snohomish, WA 98290 Fax: 425-334-7380 DETENTION SYSTEM CALCULATIONS FOR CONCRETE VAULT FOR MICHEL CONSTRUCTION, INC. AND TOM & LIN HILLMAN 'p`uti 0� -oZ 9CC/ �e,�,u. i a o o - 0 E Y2- DATE: DECEMBER 16, 2003 COMBINED SITES: 15915 74TH PLACE W. & 15917 74TH PLACE W. LOTS 33 & 34 EDMONDS, WA b ' O �,,27367 �i�+rJ i'��y i �i 1'.•i low 01 EXPIRES: ��- J - OS OEM 3 i 2003 PERMIT COUNTER DRAINAGE — DETENTION — INSPECTION — GRADING & TESC — SEWER & WATER �I FEASIBILITY — SITE DEVELOPMENT '� 74T" PLACE W. LOTS 33 &34 This report provides calculations for sizing one concrete detention vault to accommodate storm water runoff resulting from the construction of single family homes and associated driving surfaces on lots 33 & 34. The total impervious area of rooftop and pavement used to size the concrete vault is 14,340 square feet. The concrete vault size is 4' deep x 7' wide x 45.5' long. Runoff from a 100-year storm event will fill 3.5 feet, of the 4-foot depth. Hence, the vault is sized to provide 6" of freeboard. The vault release structure is sized to accommodate flows from the 2, 10 and 100-year storm events for the developed sites, and release at the calculated pre -developed rates for the respective storm events. Please refer to the chart below. Pre -Developed cfs Developed cfs Release cfs 2-yr, 24-hr 10-yr, 24 hr .03 .10 .10 .22 03 .10 100-yr, 24 hr .23 .39 .23 The vault will be located near the southwest corner of Lot 34, near the shared access driveway in the area where the driveway takes access to 74`h Place W. There is a catch basin designed to be installed in the driveway, near the interface of the driveway with 74`h Place. Design parameters include determining that the detained volumes of storm water will not back- up and bubble up out of this catch basin. The top of the catch basin is designed at 94.9. The 100-year elevation within the concrete vault is 94.67. Hence, the 100-year elevation is below the top of catch basin. However, in the event of a clogged outlet from the vault, this catch basin provides an emergency overflow path, with flows entering 74`h Place W. and traveling to the conveyance system within the right-of-way. MICPIEL- H I LLMPf JOR,}1 NA6E CA LCULg4T(0M_O 1/2//6/1-3 suB-BA IN AREP ' `t07 3(a0 sF = ,13 Ac SOIL. TYPE - C- JLDERWOOlO - EUE-kETT GRpUE-LL`{ SANDY Lo,4MS I /I INFALL- I/U TEAJ Sl TI ES, t Po goo - 3. 0 EX15T1N6 CoNDl 1011� : ARE4 = . ?3 6 c DEVELoPEO CoNDI T IOu /M ERW O us I�oOFToP S, PV M r: l t,310 5F = .33 lqc, CAv=28 pE9vIOL6 : Undisforbel Wood 19rea easy or hou5t5 S`f /}c CS=70 PERWOU5: Resideni-ral L.andScoPirll .06 4-c C/y = 8� ,4v9. CN f;r Oeve(cpd Perv�oVs: ,6 6 To{al Pervious - 0, 60 A-c � 0 CL Lai w g c> v 12/16/03 page 1 MICHEL/HILLMAN 74TH PLACE W. CONCRETE DETENTION VAULT BASIN SUMMARY BASIN ID: A100X NAME: EXISTING 100 YR 24 HR SBUH METHODOLOGY TOTAL AREA.......: 0.93 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 3.00 inches AREA..: 0.93 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 28.66 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 TcReach - Sheet L: 280.00 ns:0.4000 p2yr: 1.30 s:0.2350 PEAK RATE: 0.23 cfs VOL: 0.12 Ac-ft TIME: 490 min BASIN ID: AlOX NAME: EXISTING 10 YR 24 HR SBUH METHODOLOGY TOTAL AREA.......: 0.93 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 0.93 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 28.66 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 TcReach - Sheet L: 280.00 ns:0.4000 p2yr: 1.30 s:0.2350 PEAK RATE: 0.10 cfs VOL: 0.06 Ac-ft TIME: 490 min BASIN ID: A2X NAME: EXISTING 2 YR 24 HR SCS METHODOLOGY TOTAL AREA.......: 0.93 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 1.30 inches AREA..: 0.93 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 28.66 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 TcReach - Sheet L: 280.00 ns:0.4000 p2yr: 1.30 s:0.2350 PEAK RATE: 0.03 cfs VOL: 0.02 Ac-ft TIME: 520 min 12/16/03 MICHEL/HILLMAN 74TH PLACE W. CONCRETE DETENTION VAULT BASIN ID: B100D SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: BASIN SUMMARY NAME: DEVELOPED 100 YR 24 HR 0.93 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 3.00 inches AREA..: 0.60 Acres 10.00 min CN....: 85.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.33 Acres PEAK RATE: 0.39 cfs VOL: BASIN ID: B10D SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: CN..... 98.00 0.16 Ac-ft TIME: 480 min NAME: DEVELOPED 10YR 24 HR 0.93 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 2.00 inches AREA..: 0.60 Acres 10.00 min CN....: 85.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.33 Acres CN..... 98.00 PEAK RATE: 0.22 cfs VOL: 0.09 Ac-ft TIME: 480 min BASIN ID: B2D SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: DEVELOPED 2 YR 24 HR 0.93 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 1.30 inches AREA..: 0.60 Acres 10.00 min CN....: 85.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.33 Acres PEAK RATE: 0.10 cfs VOL: CN..... 98.00 0.05 Ac-ft TIME: 480 min page 2 O 1 12/17/03 O page MICHEL/HILLMAN 74TH PLACE W. CONCRETE DETENTION VAULT STORAGE STRUCTURE LIST RECTANGULAR VAULT ID No. V1 Description: CONCRETE VAULT Length: 45.50 ft. Width: 7.00 ft. 12/17/03 page 2 MICHEL/HILLMAN 74TH PLACE W. CONCRETE DETENTION VAULT DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. 01 Description: OUTLET ORIFICE Outlet Elev: 90.75 Elev: 90.25 ft Orifice Diameter: 1.0000 in. Elev: 92.25 ft Orifice 2 Diameter: 1.6000 in. Elev: 93.55 ft Orifice 3 Diameter: 1.9000 in. 0 12/17/03 page 3 m_Lutitl,/ HILLMAN 74TH PLACE W. CONCRETE DETENTION VAULT LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE MtkC < ---DESCRIPTION--------- >(cfs)-_(cfs)---id-_ -id--<-STAGE>_id- VOL _(cf) Pj 2 YR 24 HR ................... 0.03 0.10 V1 01 92.05 11 415.28 0.03 10 YR 24 HR .................. 0.10 0.22 V1 01 92.91 12 689.17 O./p 100 YR 24 HR ................. 0.23 0.39 V1 01 94.25 13 1115.13 0.2 3 Dennis M. Dvuc e, P.E. M.S.C.E., M.B.A. Geotechnical/Civil Engineer December 1, 2003 Mr. Rob Michel Michel Construction, Inc. 7907 - 212th Street S.W. #102 Edmonds, Washington 98026 Subject: Grading Season Extension - Geotechnical Proposed Single Family Residence 15917 - 74th Place West, Edmonds, Washington It is understood that the above -referenced property is subject to the ECC chapter for landslide hazard development, and rainy season regulations regarding excavation, drainage, grading and groundwork performed after September 30. This engineer has performed inspections on the property located at 15917 - 74th Place West, Edmonds, Washington, and is familiar with the site. Additionally, the property immediately to the north is currently under development, and evidences no adverse impacts due to this season's winter weather conditions. Based on this engineer's on -site inspections, and subject to installation and maintenance of temporary erosion control measures, it is geotechnical approved for Michel Construction to perform groundwork for the single family residence project at 15917 - 74th Place West, subject to this engineer's on -site inspections, beyond the nominal seasonal grading time table of September 30, 2003. If there are any questions, do not hesitate to call. o� Dennis M. Bruce, P.E. Geotechnical / Civil Engineer STREET FIDE SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 e Shoreline, Washington 98155 0 (206) 546-9217 e FAX 546-8442 11/20/2003 12:58 4258275424 AESI 0 0 Associated Earth Sciences, Inc. November 20, 2003 Project No. KE03537A City of Edmonds Community Services Department 121 5'' Avenue North Edmonds, Washington 98020 Attention: Ms. Jeannine Graf Subject: Geotechnical Corrections Plan Review Michel Residence 15917 74 h Place West Edmonds, Washington References: Geotechnical Plan Review Associated Earth Sciences, Inc., September 8, 2003 Grading Plan Donna L Breske, P.E. , October 28, 2002 2'd Revision September, 2003 Architectural Plans McGrew Michel. July 16, 2003 Revised October 7, 2003 Dear Ms. Graf: PAGE 02/04 1 PERMIT COUNTER As requested, Associated Earth Sciences, Inc. (AESI) has completed a geotechnical review of the above -referenced corrected development plans for the subject Michel residence. These plans have been revised to. include AESI's initial geotechnical review comments, which are contained in our letter of September 8, 2003. Presented below in italics are the previous AESI comment items, and our responses to the corrections shown on the revised plans. Review Comments To mitigare the porenrial for debris flow landsliding, the foundation wall along the east perimeter of the garage should be extended io the full wall height of 9.5 feet. 7771s tivill provide freeboard heights above the ground litre ranging front 2 to 5 feet. Alternatively, some type of debris flow containment ivall could be constructed upslope of the proposed residence site. 911 Fifth Avenue. Suire 100 • K;rkland, WA 98027 -Phone 1125 827.7701 -.Fax 125 827-5424 11/20/2003 12:58 4258275424 AESI PAGE 03/04 a c� a The foundation wall on the east wall of the garage has been raised uniformly to 10 feet, see Sheet A-1.2. This should provide mitigation for the potential risk of debris flow landsliding. No further modification appears necessary. Notes should be added to these sheets calling out that pile bearing should be within the undisturbed soils at a minimum depth of 25.feet below the existing ground surface. Further, the notes should call for pile inspection by the project geotechnical engineer. Notes added to Sheets S-4 and S-5 adequately address these comments. The project geotechnical engineer should be on site to evaluate the suitability of any temporary slope cuts over 4 feet high. The rockery plawzed to face curt soils on the south side of the garage should be limited to a height of 4 feet, unless an engineered retaining wall is used. The rockery walls shown on the east and south elevation views of Sheet A1.2 have been modified to show the retained portion of the cut slope limited to 4 feet in height. No further revision of rockery heights is required. Add a note to the grading plans that state that the project geotechnical engineer should be on -site to evaluate the suitability/stability of any temporary slope cuts over 4 feet high. Details for construction of the Keystone retaining wall along the driveway should be added to the plan set. Include a specific Keystone wall construction detail.for the driveway embankment designed by Alex K. Moroseos, P.E. The detail should show grid placement and length, drainage, and construction details. Based on the October 8, 2003 correction letter by McGrew Michel, AESI understands that the Keystone retaining wall is not part of this permit per Jeanine Graf. It is part of the neighboring Millman residence permit, and was reviewed and approved by AESI in July of 2003. Thus, no action is required concerning this comment item. Add notes identifying the perimeter drainage trench referenced in the review letter by Dennis M. Bruce, P.E. The drain within the rockery located adjacent to the driveway parking area should not be used for this purpose, because the drain rock would be vulnerable to infill by slope sedimentation. City code allows for non -building at -grade surface improvements within the 15 foot building setback. Thus, a shallow graveled surface swale should be placed above the rockery within the flatter portion of the IS - .foot building setback. This drainage feature would be intended to intercept slope surface flow and shallow ground water seepage prior to flow reaching the rockery and building site. The Swale should be approximately 3 feet wide by 1.5 feet deep. Drainage swale details have been added to the to the revised. Grading Plan, Sheet 2, by Donna L. Breske, P.E. No further addition of drainage swale details is required. 2 11/20/2803 15:58 4258275424 AESI 0 N PAGE ©4/©4 Conclusion In summary, it is AESI's opinion that if the note concerning site cut slope review by the project geotechnical engineer is added to the grading plans, then the construction plans for the proposed Michel residence substantially satisfy the requirements of Chapter 19.05 of the ECDC, and no further geotechnical plan review appears necessary. This letter has been prepared for the exclusive use of the City of Edmonds Community Services Department, Engineering Division and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our review was completed. No other warranty, expressed or implied, is made. We appreciate the opportunity to be of service to the City of Edmonds on this project. Should you have any questions regarding this letter or other geotechnical aspects of the project, please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington .ME ocPtaE_s I z�s— G. Aaron McMichael, P.E-., P.E.G. Senior Geotechnical Engineer GAM/Id K1303537AZ ProJects12003'k37\KE\WP - W2K 3 11/20/2003 12:58 4258275424 AESI PAGE 01/04 " Associated Earth Sciences,. ® RCEIVED 2003 FAX Trammittal PERMIT COUNTER Date:4Dl 1 Re: t. To: FAX # # of Pages: rJJ Project No: v From: C, 91 1 FIFTH AVENUE • SUITE 100 • KIRKLAND, WA 98033 - P:425/827-7701 • F:425/B27-5424 Taylor, Kathleen From: Julie Stofel [STOFEJLS@dfw.wa.gov] Sent: Wednesday, October 01, 2003 11:09 AM To: michelbz@nwlink.com Cc: KTaylor@ci.edmonds.wa.us Subject: 15917 74th PI W Edmonds Note: this is a resend of an email sent 3/20/2003. Thank you for your Mar 13 2003 call requesting information on bald eagles in the vicinity of 15917 74th P1 W Edmonds. This site is about 1.5 miles south of the Picnic Point bald eagle territory, and about 1.75 miles north of the Hutt Park bald eagle territory. You had called me because a neighbor was concerned about eagles (and herons) that perch and roost (nighttime perching) on the property. Because of the proximity to the park and the ravine, as well as the distance from the neighboring eagle territories, I would not be surprised if an eagle pair establishes a territory near here in the future. However, I do not currently have information that suggests that is the case. I spoke to the neighbor who reported the eagle and heron actvity (Karen Johanson) and she said that she has not seen nesting activity, but has seen perching and roosting. Perching and roosting are activities important to the biology of both herons and eagles, but only nest sites are protected. I did ask her to let me know if she sees any nesting activities. I also encourage you to let me knwo if you see any nests or birds carrying sticks. If you have any questions, plase do not hesitate to contact me. Julie Stofel Washington State Department 16018 Mill Creek Blvd Mill Creek, Wa 98012 ph. (425) 379-2301 fax (425) 379-2323 stofejls@dfw.wa.gov eagle4@dfw.wa.gov of Fish and Wildlife r„ Associated Earth Sciences, Inc. STREET FILE September 8, 2003 Project No. KE03537A City of Edmonds Community Services Department 121 5`' Avenue North Edmonds, Washington 98020 Attention: Ms. Jeannine Graf Subject: Geotechnical Plan Review Michel Residence 15917 74`h Place West Edmonds, Washington References: Geotechnical Review. D. Bruce, P.E., dated July 14, 2003 Grading Plan Donna L Breske, P.E., October 22, 2002 Revised April 7, 2003 Architectural Plans McGrew Michel Revised July 16, 2003 Dear Ms. Graf: As requested, Associated Earth Sciences, Inc. (AESI) has completed a geotechnical review of the . above -referenced geotechnical report and development plans for the subject - Michel residence. Our geotechnical review was completed with respect to the Meadowdale Earth Subsidence Landslide Hazard Area Checklist criteria as contained in the City of Edmonds Ordinance # 2661 and the Edmonds Community Development Code (ECDC) Chapter 19.05. Project Summary AESI previously completed a similar geotechnical review for the adjacent Hillman lot. The above -referenced geotechnical report contains information indicating that both the Hillman and Michel lots are underlain by landslide debris and may be susceptible to deep-seated landsliding, 91 1 Fifth Avenue. Suite 100 • K;, Hand, WA Q8M ; • Ph.>ne 4?5 8?7 7701 • Fri.. 425 827-5124 and shallow -seated debris flow landslides originating on the adjacent steep slopes. As such, pile foundation support, debris flow protection, and surface drainage control were recommended for the Hillman lot, and are also recommended for the Michel lot. Review of the above -referenced plans indicates that the residence will be constructed by completing a tiered bench cut within the eastern section, and filling within the western section. The cut will be completed within the gently sloping area near the base of the steep bluff slope forming the eastern section of the lot. Maximum cut slope heights will range between approximately 4 to 10 feet, and maximum fill depths will range between approximately 2 to 6 feet. The residence will be supported on a pile foundation consisting of 4-inch-diameter pipe piles and grade beams. A 4- to 7-foot-high Keystone soil reinforced wall will be constructed along the northwest margin of the lot to provide driveway access. -Review Comments It is AESI's opinion that the most critical geotechnical issues associated with development of the site consists of landslide hazard mitigation, foundation support within the existing landslide debris, and site grading and drainage. A discussion and our conclusions regarding each issue are presented below. Review comments are shown in italics. Landslide Hazards The general landslide hazard risk at the site has been defined by the GeoEngineers Landslide Hazard Map as ranging between 2 to 30 percent. Project geotechnical information noted that fractured silt zones were encountered at depths of 9 to 20 feet, indicating that the site has experienced deep-seated landsliding in the past.' Medium dense to dense soils located below 25 feet do not appear to have been disturbed by landsliding. No definite signs of current deep- seated landsliding are present. Given these site conditions, no change in the current landslide hazard risk designation appears necessary. Since the landslide hazard risk does not exceed 30 percent, site development would not be restricted. The upper 15 feet of soil appears to consist of unconsolidated landslide debris deposits with entrained peat and woody debris. This would indicate that the site does experience debris flow types of landslides, within the site's colluvial slope soils, which reach onto the proposed building site. To mitigate the potential for deep-seated landsliding, we propose the use of deep foundations. These foundations should extend through the sheared, fractured silt zone and gain bearing in the undisturbed soils 25 feet below the existing ground surface. The deep foundations would also be required to support the residence above the upper 15 feet of unconsolidated debris deposits. To mitigate the potential for debris flow landsliding, the foundation wall along the east perimeter of the garage should be extended to the full wall height of 9.5 feet. This will provide freeboard heights above the ground line ranging from 2 to 5 feet. Alternatively, some 2 type of debris flow containment wall could be constructed upslope of the proposed residence site. Foundation Support The upper 15 feet of soil within the proposed building area appears to consist of unconsolidated landslide debris deposits with entrained peat and woody debris. Thus, this material would not provide suitable bearing support for conventional spread footing foundations, due to the potential for long-term differential settlements. To mitigate these poor bearing conditions, deep foundations bearing in the undisturbed soils as discussed above should be utilized. Review of the project structural engineering plans by Custom Design and Engineering, Sheets S-4 and S-5, dated July 15, 2003 show that the residence will be supported on 4-inch-diameter driven pipe piles. Notes should be added to these sheets calling out that pile bearing should be within the undisturbed soils at a minimum depth of 25 feet below the existing ground surface. Further, the notes should call for pile inspection by the project geotechnical engineer. Site Grading and Drainage Improvements Given the variable consistency and loose to medium dense, unconsolidated, condition of the surficial site soils, the planned excavation slopes are likely to be unstable and may require laying back the excavation face at 1.5H:1V (Horizontal: Vertical), or shallower as necessary. The project geotechnical engineer should be on site to evaluate the suitability of any temporary slope cuts over 4 feet high. The rockery planned to face cut soils on the south side of the garage should be limited to a height of 4 feet, unless an engineered retaining wall is used. Details for construction of the Keystone retaining wall along the driveway should be added to the plan set. Include a specific Keystone wall construction detail for the driveway embankment designed by Alex K. Moroseos, P.E. The detail should show grid placement and length, drainage, and construction details. Site drainage improvement should consist of controlling surface water flow and ground water seepage from the base of the. adjacent slope. Add notes identifying the perimeter drainage trench referenced in the review letter by Dennis M. Bruce, P.E. The drain within the rockery located adjacent to the driveway, parking area should not be used for this purpose, because the drain rock would be vulnerable to infill by slope sedimentation. City code allows for non - building at -grade surface improvements within the IS foot building 'setback. Thus, a shallow graveled surface swale should be placed above the rockery within the flatter portion of the 15- foot building setback. This drainage feature would be intended to intercept slope surface flow and shallow ground water seepage prior to flow reaching the rockery and building site. The swale should be approximately 3 feet wide by 1.5 feet deep. 3 Conclusion In summary, it is AESI's opinion that if the conditions discussed in this review are included with the construction plans for the proposed Michel residence, the requirements of Chapter 19.05 of the ECDC should be substantially satisfied. This letter has been prepared for the exclusive use of the City of Edmonds Community Services Department, Engineering Division and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our review was completed. No other warranty, expressed or implied, is made. We appreciate the opportunity to be of service to the City of Edmonds on this project. Should you have any questions regarding this letter or other geotechnical aspects of the project, please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington EXPIRES 2/27 3 G. Aaron McMichael, P.E., P.E.G. Senior Geotechnical Engineer GAM/sn KE03537AI Projects\2003537\KE\WP - W2K 0 a 9 _a 2v23 Dennis M. Bvuc e, P.E. {�LV�r;:f%":: ,...... 4 . a M.S.C.E., M.B.A. Geotechnical/Civil Engineer July 16, 2003 City of Edmonds c/o Michel Construction, Inc. 7907 - 212th Street S.W. #102 Edmonds, Washington 98026 Subject: Geotechnical Declaration and Statement of Risk Proposed New Single -Family Residence 15917 - 74th Place W., Edmonds, Washington This engineering letter presents a declaration as required by city of Edmonds codes (ECDC 19.095.040(a)). REFERENCES: • Project Plans for Michel new residence o Structural Design Plans by Baker Engineers, dated September 30, 2002 • Geotechnical reports by D. Bruce, P.E., dated March 29, 2001 and July 14, 2003 o Site photographs • Historical report by Geotech Consultants, dated December 27, 1990. GEOTECHNICAL BACKGROUND: A) Plan Review: this engineer has reviewed the project plans and structural plans including foundation specifications by Custom Design and Engineering, Inc. In my judgment, the plans and specification prepared by the structural engineer conform tot he recommendations of the geotechnical report. B) Risk: The risk of damage to the proposed Michel single-family residence, or to adjacent properties, from soil instability will be minimal, subject to the conditions set forth in the March 29, 2001 and July 14, 2003 geotechnical report. C) Statistical Probability: ECDC language in the Code is unclear to this engineer: "The statement shall include, as a condition, an evaluation setting forth the SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 e Shoreline, Washington 98155 e (206) 546-9217 a FAX 546-8442 0 • City of Edmonds c/o Michel Construction., Inc. July 1.6, 2003 Page two statistical probability (percentage) of earth movement within a twenty-five year period, the susceptibility of the risk or hazard to correction, by on -site improvements and the measures taken to mitigate .the risk or hazard." ADDITIONAL GEO T ECHNICAL RECOMMENDATIONS: None. As previously discussed in geotechnical reports, on -site inspections by this engineer are required. If there are any questions, do not hesitate to call �0O 3 Dennis M. Brucej P.E. Geotechnical / Civil Engineer vb cc: Michel Construction 0 0 DenMs M. Bruceq P.E. M.S.C.E., M.B.A. July 14, 2003 City of Edmonds c/o Michel Construction, nc. 7907 - 212th Street S.W. #102 Edmonds, Washington 98026 Geotechnical/Civil Engineer R 1—'. r - 1 r.' FH-EET HLE Subject: Geotechnical Review - New single Family Residence 15917 - 74th Place West, Edmonds, Washington (Lot 34) This engineering report presents the results of a geotechnical evaluation for the new residence at 15917 - 74th Place W., Edmonds, Washington. REFERENCES: o Geotechnical reports by D. Bruce, P.E., dated March 29, 2001. o City of Edmonds Geotechnical Consultant Report (AESI, Inc.) dated May 23, 2003 o Grading plan by Donna Breske, P.E., dated June 9, 2003 o Historical report by Geotech Consultants dated December 27, 1990 GEOTECHNICAL BACKGROUND: This engineer has undertaken numerous investigations of the adjacent Hillman Lot (Lot No. 33), and the subject property. These investigations have included test pits, test trenches, review of historical bore hole data, and numerous on -site observations. . All adjacent residences in the vicinity of this property have been founded on standard reinforced footings (or possibly non -reinforced foundations if sufficiently old) in relatively shallow soils. None of these homes have experienced any significant settlements or foundation problems. Currently, the Landslide Hazard Map depicts a hazard risk as ranging between two and thirty percent. Interestingly enough, the original hazard risk was depicted at ninety percent, circa 1976. SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 o Shoreline, Washington 98155 0 (206) 546-9217 a FAX 546-8442 N City of Edmonds C/o Michel Construction, Inc. July 14, 2003 Page two FOUNDATION PLAINS - PIN -PILES WITH REINFORCED GRADE -BEAM: This engineer has reviewed the Custom Engineering foundation plans incorporating 4-inch diameter pin -piles and reinforced grade beam (see plans). This foundation design utilizes 4-inch diameter pin -piles driven to refusal depths (as monitored on -site by a qualified, experienced geotechnical engineer). Similar pin -pile designs have been used extensively in the Puget Sound area with documented load capacities and performance criteria (submitted separately to City of Edmonds).. Each properly driven, 4-inch diameter pipe -pile will provide a minimum of 20,000 pounds (10 tons) vertical capacity. Extensive historical testing has verified lateral load capacity to be minimum of twenty percent (20%) of the vertical load. Additionally, the structural designs incorporate select locations of battered piles to resist any potential lateral forces. The battered piles shall be driven at a declination of 1 H:5V. Additionally, the reinforced grade beam design is significantly massive and heavily reinforced. This engineer anticipates refusal depths to be less than thirty feet (30'). The project plans also include a perimeter drainage trench with perforated pipe and gravel to collect any slope seepage and direct it to the project drainage system. The east garage retaining wall will function as a "catchment wall" to mitigate any potential slope debris flow. NOTE: March 2003 slope test pits verified extremely dense, native, glacially consolidated soils. SUMMARY: To expedite the permit and review process, owner has chosen to use a deep foundation system: 4-inch pin -piles with reinforced grade beams. The foundation design by Custom Engineering is geotechnically approved for the proposed Michel Construction single family residence, and more than complies with the recommendations of the geotechnical investigation and report. # 0 0 City of Edmonds c/o Michel Construction, Inc. July 14, 2003 Page three • On -site inspections by a qualified, experienced geotechnical engineer to verify proper installation of pipe -piles. • Geotechnical inspections to verify installation of perimeter drainage ditch and proper "tie-ins" to the overall storm water system. If there are any questions, do not hesitate to call. Dennis M. Bruce, P.E. Geotechnical ,/ Civil Engineer vb cc: Michel Construction DONNA L. BRESKE, P.E. 6621 Foster Slough Rd. Snohomish, WA 98290 Phone:425-334-9980 Fax: 425-334-7380 DRAINAGE REPORT FOR MICHEL CONSTRUCTION, INC. DATE: OCTOBER 28, 2002 SITE: 74TH PLACE W. & MEADOWDALE RD. LOT 34 EDMONDS, WA CIA 4k D�- DRAINAGE - DETENTION - INSPECTION - GRADING & TESC - SEWER & WATER FEASIBILITY - SITE DEVELOPMENT Jul- lb'zcc-s Tb)w- G-=jzv' c&s CTiL G3 Z.q c P EM WN,2� DONNA L. BRESKE, P.E. 6621 Foster Slough Rd. Snohomish, WA 98290 Phone:425-334-9980 Fax: 425-334-7380 DRAINAGE REPORT FOR MICHEL CONSTRUCTION, INC. DATE: OCTOBER 28, 2002 SITE: 74' PLACE W. & MEADOWDALE RD. LOT 34 EDMONDS, WA Ir a .1 ^U L 1 3 2303 DEVELONP'-F!-'T ^c F,;';.` CT?. CITY C;' _...... DRAINAGE — DETENTION — INSPECTION — GRADING & TESC — SEWER & WATER FEASIBILITY — SITE DEVELOPMENT SEE //---1-6 3 ---\MAP r tf id o9l'- `11-1 7 C AV I-T A 716 PL p 74tH,l 2ND AV W 72HO Ln AV W 2; -1 AV w I le 71SA"— jh OTH w j V f LN W w C—) tki- 14 w 6 TN w------ > 6 ��TH 65 ?'4 AV '5 W 64TH :e AV W ip AV W L�4 AV W 6.4 Id 4T 63RD 6 RD 2_ PL UN AV I t4, AV W AV Av s'i' 61ST It :id is i-9 4F W - I! 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A c ()EVE LOPEQ CONDITION P\ o01- T'o P k PUM% 7 300S F- [C�N :ba11c � beh��� houses 7()8 -,168 =,54 A� _=::70 O Sv6- msaj A 0 10/22/02 HILLMAN/MICHEL SUB -BASIN A PORTION OF LOTS 33 & 34 BASIN SUMMARY BASIN ID: B100D NAME: 100 YR 24 HR DEVELOPED SBUH METHODOLOGY TOTAL AREA.......: 0.71 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 3.00 inches AREA..: 0.54 Acres TIME INTERVAL....: 10.00 min CN....: 70.00 TIME OF CONC.....: 10.00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.17 Acres CN..... 98.00 PEAK RATE: 0.14 cfs VOL: 0.07 Ac-ft TIME: 480 min BASIN ID: B10D SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: 10 YR 24 HR DEVELOPED 0.71 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 2.00 inches AREA..: 0.54 Acres 10.00 min CN....: 70.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.17 Acres CN..... 98.00 PEAK RATE: 0.07 cfs VOL: 0.04 Ac-ft TIME: 480 min BASIN ID: B2D SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: 2 YR 24 HR DEVELOPED 0.71 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 1.30 inches AREA..: 0.54 Acres 10.00 min CN....: 70.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.17 Acres CN..... 98.00 PEAK RATE: 0.04 cfs VOL: 0.02 Ac-ft TIME: 480 min page 2 10/22/02 0 page 1 HILLMAN/MICHEL SUB -BASIN A PORTION OF LOTS 33 & 34 BASIN SUMMARY BASIN ID: A100X NAME: 100 YR 24 HR EXISTING SBUH METHODOLOGY TOTAL AREA.......: 0.71 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERVIOUS AREA PRECIPITATION....: 3.00 inches AREA..: 0.71 Acres TIME INTERVAL....: 10.00 min CN....: 70.00 TIME OF CONC.....: 10.93 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 TcReach - Sheet L: 120.00 ns:0.4000 p2yr: 1.30 s:0.4800 PEAK RATE: 0.06 cfs VOL: 0.04 Ac-ft TIME: 490 min BASIN ID: AlOX SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: TcReach - Sheet PEAK RATE: 0.01 BASIN ID: A2X SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: TcReach - Sheet PEAK RATE: 0.00 NAME: 10 YR 24 HR EXISTING 0.71 Acres BASEFLOWS: 0.00 cfs TYPEIA PERVIOUS AREA 2.00 inches AREA..: 0.71 Acres 10.00 min CN....: 70.00 10.93 min IMPERVIOUS AREA 0.20 AREA..: 0.00 Acres CN..... 98.00 L: 120.00 ns:0.4000 p2yr: 1.30 s:0.4800 cfs VOL: 0.01 Ac-ft TIME: 1120 min NAME: 2 YR 24 HR EXISTING 0.71 Acres BASEFLOWS: 0.00 cfs TYPEIA PERVIOUS AREA 1.30 inches AREA..: 0.71 Acres 10.00 min CN....: 70.00 10.93 min IMPERVIOUS AREA 0.20 AREA..: 0.00 Acres CN..... 98.00 L: 120.00 ns:0.4000 p2yr: 1.30 s:0.4800 cfs VOL: 0.00 Ac-ft TIME: 1320 min 0 10/22/02 page 1 HILLMAN/MICHEL SUB -BASIN A PORTION OF LOTS 33 & 34 STORAGE STRUCTURE LIST UNDERGROUND PIPE ID No. P1 Description: DETENTION PIPE Diameter: 3.00 ft. Length: 120.00 ft. Slope...: 0.0050 ft/ft CAL Cc,{L PTE DECRE,4SE IN PIPE LG M677H FAQ SToR/46E IN 3 CBS 3 x =& x?2 x 3' = 3S,7s�3 3 IZ j Z uiva(Mf LengA Dr 3 Pf L = 3S. 7_5 L= S' U.5e 120 -5 a 1(S LF to -la 1 [ace SS LF 04 Hof` 34 10/22/02 page 1 HILLMAN/MICHEL SUB -BASIN A PORTION OF LOTS 33 & 34 DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. C1 Description: COMBINATION DISCHARGE Structure: 01 Structure: Structure: N1 Structure: Structure: NOTCH WEIR ID No. N1 Description: NOTCH WEIR Weir Length: 0.1500 ft. Weir height (p): 0.5000 ft. Elevation : 110.30 ft. Weir Increm: 0.10 MULTIPLE ORIFICE ID No. 01 Description: ORIFICE Outlet Elev: 108.00 Elev: 107.50 ft Orifice Diameter: 0.5000 in. 0 see-eAsw A O 10/22/02 page 3 HILLMAN/MICHEL SUB -BASIN A PORTION OF LOTS 33 & 34 LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE pjf}TCH <-------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) All ------------------------------------------- 2 YR 24 HR ................... 0.00 0.04 P1 Cl 109.03 11 329.63 0101 10 YR 24 HR .................. 0.014 0.07 P1 Cl 110.36 12 759.71 41015 100 YR 24 HR ................. 0.06 0.14 P1 Cl 110.60 13 808.91 A D& 0 0 MIcHE-L caMn- ORA INAG;-7 CALLS 0 la-2s--o—; cJ.l.(g—a.. 5A i9/-E—Aa JS010.. SF , 2-1 ' 'c— SOIL TYPE - C- 9L,DEkWOO.D -EpeRc--(T GRAVEL-LY S6NDY LOAMS RAINF7�-LL. INTENSITIES ,r P2 20f, 10 I too _ 3,0 fs EX15TIN� CODITidN- PER FD MOIJQS CO M HUB I7 PEv E LOPM EUT COPE =--e A G OEV ELOPED COND I70N IMPERVIOUS ROOFTOP 2C- P VMT = �5�0 SF o 7A7 Ac GU = i8 PERVIOUS - Ae51.-Jrnj4-i!! Lotidscgp;e e2I3— o 127 = o o !� c 10/25/02 05L8-BA51N E page 1 MICHEL CONST. 74TH PLACE W. & MEADOWDALE LOT 34 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: A100X NAME: 100 YR 24 HR EXISTING SBUH METHODOLOGY TOTAL AREA.......: 0.22 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 3.00 inches AREA..: 0.22 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 19.13 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 TcReach - Sheet L: 135.00 ns:0.4000 p2yr: 1.30 s:0.1500 PEAK RATE: 0.06 cfs VOL: 0.03 Ac-ft TIME: 480 min BASIN ID: AlOX SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: TcReach - Sheet PEAK RATE: 0.03 NAME: 10 YR 24 HR EXISTING 0.22 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 2.00 inches AREA..: 0.22 Acres 10.00.min CN....: 85.00 19.13 min IMPERVIOUS AREA 0.20 AREA..: 0.00 Acres CN..... 98.00 L: 135.00 ns:0.4000 p2yr: 1.30 s:0.1500 cfs VOL: 0.01 Ac-ft TIME: 480 min BASIN ID: A2X NAME: 2 YR 24 HR EXISTING SBUH METHODOLOGY TOTAL AREA.......: 0.22 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 1.30 inches AREA..: 0.22 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 19.13 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 TcReach - Sheet L: 135.00 ns:0.4000 p2yr: 1.30 s:0.1500 PEAK RATE: 0.01 cfs VOL: 0.01 Ac-ft TIME: 490 min 10/25/02 MICHEL CONST. 74TH PLACE W. & MEADOWDALE LOT 34 BASIN SUMMARY BASIN ID:. B100D NAME: 100 YR 24 HR DEVELOPED SBUH METHODOLOGY TOTAL AREA.......: 0.22 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERVIOUS AREA PRECIPITATION....: 3.00 inches AREA..: 0.09 Acres TIME INTERVAL....: 10.00 min CN....: 86.00 TIME OF CONC.....: 10.00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.13 Acres CN..... 98.00 PEAK RATE: 0.11 cfs VOL: 0.04 Ac-ft TIME: 480 min BASIN ID: B10D SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: 10 YR 24 HR DEVELOPED 0.22 Acres BASEFLOWS: 0.00 cfs TYPEIA PERVIOUS AREA 2.00 inches AREA..: 0.09 Acres 10.00 min CN....: 86.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.13 Acres CN..... 98.00 PEAK RATE: 0.06 cfs VOL: 0.03 Ac-ft TIME: 480 min BASIN ID: B2D SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: 2 YR 24 HR DEVELOPED 0.22 Acres BASEFLOWS: 0.00 cfs TYPEIA PERVIOUS AREA 1.30 inches AREA..: 0.09 Acres 10.00 min CN....: 86.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.13 Acres CN..... 98.00 PEAK RATE: 0.04 cfs VOL: 0.01 Ac-ft TIME: 480 min page 2 0 3J6 eFiS(h.(6 e 10/25/02 page 1 MICHEL CONST. 74TH PLACE W. & MEADOWDALE LOT 34 STORAGE STRUCTURE LIST UNDERGROUND PIPE ID No. P1 Description: DETENTION PIPE Diameter: 2.50 ft. Length: 85.00 ft. Slope...: 0.0050 ft/ft GA LGU LA-TF IDECREASE IN P(PE LEN6T-H V UE-- TO S7-0RH6?E IN 1{$ TYPE 2 C E3? g298 -T — 2,7' E� qO, 28 S�or-a ye uc� i vine l 4 y,� 2 C8 N2)2 x 2,7 _ -33, i OF �QU ►VA LE �! i ! = 4� ;� 6 t= 2, S ;� r � P / PL ( -'\2 Z5 L= 3, L Coe FS - 7 = 78, I %}E'rP iS � 1�� �ornP �i�✓a✓ � in lf,� vPP 1 cp!i�F pe { /'j �"}n , o 508-8As/N L 10/25/02 page 2 MICHEL CONST. 74TH PLACE W. & MEADOWDALE LOT 34 DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. C1 Description: COMBINATION DISCHARGE Structure: N1 Structure: Structure: 01 Structure: Structure: NOTCH WEIR ID No. N1 Description: NOTCH WEIR Weir Length: 0.1300 ft. Weir height (p): 1.6000 ft. Elevation 91.40 ft. Weir Increm: 0.10 MULTIPLE ORIFICE ID No. 01 Description: ORIFICED Outlet Elev: 90.28 Elev: 89.78 ft Orifice Diameter: 0.7500 in. _�B- 6113VN 0 10/25/02 page 3 MICHEL CONST. 74TH PLACE W. & MEADOWDALE LOT 34 ---------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <-------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) -------------- 2 YR 24 HR ................... 0.01 0.04 P1 Cl 91.07 11 75.77 10 YR 24 HR .................. 0.03 0.06 P1 Cl 91.52 12 162.57 100 YR 24 HR ................. 0.06 0.11 P1 Cl 92.98 13 411.87 miq-rC`K PEA L,d"crs I 0,01 �.0 of o� � � ��� E�► ��� E�z � � � � , ��� a � �� Table 2.2 H drolo is Soil Series for Selected Soils in Washin ton State Soil Tye Hydrologic Soil Group Soil Type Hvdrolo is Soil Grou Agnew C Hoko C Ahl B Hoodsport C Aits C Hoogdal C Alderwood C Hoypus A Arents, Alderwood B Huel A Arents, Everett B Indianola A Ashoe B Jonas B Baldhill B Jumpe B Barneston C Kalaloch C Baumgard B Kapowsin C/D Beausite B Katula C Belfast C Kiichis C Bellingham D Kitsap C Bellingham variant C Klaus C Boistfort B Klone B Bow D Lates C Briscot D Lebam B Buckley C Lummi D Bunker B Lynnwood A Cagey C Lystair B Carisborg A Mal C Casey D Manley B Cassolary C Mashel B Cathcart B Maytown C Centralia B McKenna D Chehalis B McMurray D Chesaw A Melbourne B Cinebar B Menzel B Clallatn C Mixed Alluvial variable Clayton B Molson B Coastal beaches variable Mukilteo C/D Colter C Naff B Custer D Nargar A Custer, Drained C National B Dabob C Neilton A Delphi D Newberg B Dick A Nisqually B Dimal D Nooksack C Dupont D Norma C/D Earlmont C Ogarry C Edgewick C Olete C Eid B Olomount C Elwell B Olympic B Esquatzel B Orcas D Everett A Oridia D Everson D Orting D Galvin D Oso C Getchell A Ovall C Giles B Pastik C Godfrey D Pheeney C Greenwater A Phelan D Grove C Pilchuck C Harstine C Potchub C Hartnit C Poulsbo C Hoh B Prather C August 2001 Volume 111 - Hydrologic Analysis and Flow Control BMPs 2-19 Table 2.3 Runoff Curve Numbers for Selected Agricultural, Suburban, and Urban Areas (Sources: TR 55, 1986, and Stonnwater Management Manual, 1992. See Section 2.1.1 for explanation) CNs for hydrologic soil_group Cover type and hydrologic condition. A B CCJ D Curve Numbers for Pre -Development Conditions Pasture, grassland, or range -continuous forage for grazing: Fair condition (ground cover 50% to 75% and not heavily grazed). Good condition (ground cover >75% and lightly or only occasionally grazed) 49 69 39 61 79 84 74 80 Woods: Fair (Woods are grazed but not burned, and some forest litter covers the soil). Good ( Woods are protected from grazing, and litter and brush adequately cover the soil). 36 60 30 55 73 79 70 77 Curve Numbers for Post -Development Conditions Open space (lawns, parks, golf courses, cemeteries, landscaping, etc.)' Fair condition (grass cover on 50% - 75% of the area). Good condition (grass cover on >75% of the area) 77 85 68 80 90 92 6 90 Impervious areas: Open water bodies: lakes, wetlands, ponds etc. Paved parking lots, roofs', driveways, etc. (excluding right-of-wav) 100 100 98 98 100. 100 98 98 Porous Pavers and Permeable Interlocking Concrete (assumed as 854% impervious and 15% Fair lawn condition (weighted average CNs). Good lawn condition (weighted average CNs). lawn) 95 96 94 95 97 97 96 97 Paved 98 98 98 98 Gravel (including ri ht-of-wav) 76 85 89 91 Dirt (including right-of-way) 72 82 87 89 Pasture, grassland, or range -continuous forage for grazing: Poor condition (ground cover <50% or heavily grazed with no mulch). Fair condition (ground cover 50016 to 75% and not heavily grazed). Good condition (ground cover>75% and lightly or only occasionall ed) 68 79 49 69 39 61 86 89 79 84 74 80 Woods: Poor (Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning). Fair (Woods are grazed but not burned, and some forest litter covers the soil). Good (Woods are protected from grazing, and litter and brush adequately cover the soil). 45 66 36 60 30 55 77 83 7' 79 70 77 Single family residential": Should only be used for Average Percent Dwelling Unit/Gross Acre subdivisions > 50 acres impervious area}' 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected for 2.0 DU/GA 25 pervious & impervious 2.5 DU/GA 30 portions of the site or 3.0 DU/GA 34 basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 7.5 DU/GA 58 PUD's, condos, apartments, commercial %impervious Separate curve numbers shall businesses, industrial areas & must be be selected for pervious and & subdivisions < 50 acres computed impervious portions of the site For a more detailed and complete description of land use curve numbers refer to chapter two (2) of the Soil Conservation Service's Technical Release No. 55 , (210-VI-TR-55, Second Ed., June 1986). ' Composite CN's may be computed for other combinations of open space cover type. 'Where roof runoff and driveway runoff are infiltrated or dispersed according to the requirements in Chapter 2, the average percent impervious area may be adjusted in accordance with the procedure described under "Flow Credit for Roof Downspout Infiltration" and "Flow Credit for Roof Downspout Dispersion" in Chapter 2. Assumes roof and driveway runoff is directed into street/storm system. 4All the remaining pervious area (lawn) are considered to be in good condition for these curve numbers. August 2001 Volume 111 - Hydrologic Analysis and Flow Control BMPs 2-23 DEPARTMENT OF AGRICULTURE CONSERVATION SERVICE SNOHOMISH COUNT S®IL LEGEND SYMBOL NAME 1 Alderwood gravelly sandy loam, 2 to 8 percent slopes 2 Alderwood gravelly sandy loam, 8 to 15 percent slopes 3 Alderwood gravelly sandy loam, 15 to 25 percent slopes 4 Alderwood-Everett gravelly sandy loamy, 25 to 70 percent slopes' 5 Alderwood-Urban land complex, �0 8 percent slopes 6 Alderwood-Urban land complex, 8 to 15 percent slopes 7 Bellingham silty clay loam 8 Bellingham Variant mucky silty clay loam 9 Cathcart loam, 3 to 15 percent slopes 10 Cathcart loam, 15 to 25 percent slopes 11 Cathcart loam, 25 to 50 percent slopes 12 Cryohemists, nearly level 13 Custer fine sandy loam 14 Elwell silt loam, 3 to 30 percent slopes 15 Elwell-Olomount complex, 15 to 30 percent slopes 16 Elwell-Clomoum-Rock outcrop complex, 30 to 60 percent slopes 17 Everett gravelly sandy loam, 0 to 8 percent slopes 18 Everett gravelly sandy loam, 8 to 15 percent slopes 19 Everett gravelly sandy loam, 15 to 25 percent slopes 20 Fiuvaquents, tidal 21 Getchell silt loam, 3 to 30 percent slopes 22 Getchell-Oso complex, 15 to 30 percent slopes 23 Getchell-Oso-Rock outcrop complex, 30 to 65 percent slopes 24 Greenwater loamy sand 25 Harm it-Potchub-Rock outcrop complex, 65 to 90 percent slopes 26 Indianola loamy sand, 15 to 25 percent slopes 27 Kitsap silt loam 0 to 8 percent slopes 28 Kitsap silt loam, 8 to 25 percent slopes 29 Kitsap silt loam, 25 to 50 percent slopes 30 Lynnwood loamy sand, 0 to 3 percent slopes 31 Lynnwood-Nargar complex, 65 to 90 percent slopes 32 McKenna gravelly silt loam, 0 to 8 percent slopes 33 Menzel silt loam, 0 to 3 percent slopes 34 Mukilteo muck 35 Nargar fine sandy loam, 0 to 15 percent slopes 36 Nargar fine sandy loam. 15 to 30 percent slopes 37 Nargar-Lynnwood complex, 30 to 65 percent slopes 38 Nargar Variant sandy loam, 3 to 30 percent slopes 39 Norma loam 40 Norma Variant loam 41 Ogarty-Tokul-Rock outcrop complex, 65 to 90 percent slopes 42 Olomount gravelly loam, 3 to 15 percent slopes 43 Olomount-Elwell-Rock outcrop complex, 65 to 90 percent slopes 44 Orcas peat 45 Oso gravelly loam, 3 to 15 percent slopes 46 Oso-Getchell-Rock outcrop complex, 65 to 90 percent slopes 47 Pastik silt loam, 0 to 8 percent slopes 48 Pastik silt loam, 8 to 25 percent slopes 49 Pastik silt loam, 25 to 50 percent slopes 50 Pilchuck loamy sand 51 Pits 52 Potchub silt loam, 3 to 30 percent slopes 53 Potchub-Hartnit complex, 15 to 30 percent slopes 54 Po tchub-Hartnit- Rock outcrop complex, 30. to 65 percent slopes 55 Puget silty clay loam 56 Puyallup fine sandy loam 57 Ragnar fine sandy loam, 0 to 8 percent slopes 58 Ragnar fine sandy loam, 8 to 15 percent slopes 59 Riverwash 60 Rober silt loam, 0 to 15 percent slopes 61 Rober silt loam, 15 to 30 percent slopes 62 Rober silt loam, 30 to 65 percent slopes 63 Skykomish gravelly loam, 0 to 30 percent slopes 64 Snohomish silt loam 65 Sulsavar gravelly loam, 0 to 8 percent slopes 66 Sultan silt loam 67 Sultan Variant silt loam 68 Sumas silt loam 69 Terric Medisaprists, nearly level 70 Tokul silt loam, 2 to 8 percent slopes 71 Tokul silt loam, 8 to 15 percent slopes 72 Tokul gravelly loam, 0 to 8 percent slopes 73 Tokul gravelly loam, 8 to 15 percent slopes 74 Tokul gravelly loam, 15 to 25 percent slopes 75 Tokul-Ogarty-Rock outcrop complex, 0 to 25 percent slopes 76 Tokul-Ogarty-Rock outcrop complex, 25 to 65 percent slopes 77 Tokul-Winston gravelly loamy, 25 to 65 percent slopes 78 Urban land 79 Vedot mucky silt loam, 3 to 25 percent slopes 80 Winston gravelly loam, 0 to 3 percentslopes 81 Winston gravelly loam, 3 to 30 percent slopes 82 Xerorthents, nearly level (Jo ns inset C sheet 34) 't ' IV' NNIIII „� I ' i t4 - /, 1'' E :;=Ps / r�:' A• '� "aHj*t t t' �t �.Y as j.11ar+�kf'"C'" S��-'s��yr�. t�J�' .k} r Y'iJ,3'. �� i3. .5 a �. s a 1,.,.y .,ii � f4.s(,Y1,2AEJi7Pt�•:�.�t �3'.. � lyF;,i`'S ?fat f;�'J��` r'r i�;b f d o yy j`�f,. - i. j � , s •..� �J,t �'yyt� [ i•2 tt t . t e tt.� ,f" ° 4: e . i A•- ',�sl+t �' .� . `4yti'y . �;a +' t :, :i ,�:S�t7''„'��i�^� ��,� {;'F,j��bk+t.AFt923"j'..e a r�3� ,¢,°,�3� � '�,�,•� i 7'?jr >i-.1� ! ,3 r C t� ig( rLt .�.l'y t S,� E'.ii► ,a��v ,e �t �a' �i2{�. 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" p• i •i .>Y .ii'L;iC.•p'S i,�:Ltfd3! yt O �,. � / �•�: tl .J 'Ftr eP � J 1 �iv° 1 i'fF i� tt „ :d :• � :'3�F' _ :', ' d ; i � v. � S i� r ?Y����,,;�_ ty� ' f 1d1�'�;e: rr���r�0. 2 d� O ���,;,i.?��i 3i� ��Yey�l' e� E .,S 9 �o,�;t li�. ' i. � '� J V i�,`n 1 `! 1 �7 9 M t , 1J,•' �� i`�f' J'a�t�+t��� � F {�t: ` tli. �f J('�ci � t ;�. t` �"t •d"r �. .11�. �'. �! �'. L(, .fit{�� i .' , t� ! *�!•'. _i�',+h,,,�tt�R,'f. (n ar 1 < ilr.t 41• r'w }t} ` �=�.t+F'i..t J- ( �-} fJ. `;,6 'y j�itZt p het I•nl ft., ' 'n i'q ,._ 7 G V Mtl,i dd . '.. 1 '� !1 � '-''.��r'3is J::`!- '�� ��q.'jw 3.•,� ',�� :, , t.'4�"" �iR'idi,faF,,11.4w.. .'''�, MR& (D .=TB0ln99 ffivc . April, 03, 2003 Jeannine Graf Building Official City of Edmonds 151 5th Avenue North Edmonds, Washington 98020 Dear Ms. Graf: APR 2 12003 PERMIT COUNT TUI Re: Lot @ 15917 74`h Ave. West This letter shall serve to notify all parties involved with the above referenced building lot. I propose that: A. That the accuracy of all permit submittal information is warranted by the applicant/owner in a form which relieves the City and its staff from any liability associated with reliance on such permit application submittals. While an application may reference the reports of prior public consultants to the City, all conclusions shall be those of the applicant/owner and her/his design professionals and, B. That the applicant/owner understands and accepts the risk of developing in an area with potential unstable soils and that they will advise, in writing, any prospective purchasers of the site, or any prospective lessees of structures on the site, of the slide potential of the area 7907 - 212TH SW, #102 a EDMONDS, WA 98026 > (425) 776-221 1 o FAX (425) 778-9086 a #MICHEC1061D5 HtL `:COST RUCTION INC. �p W , If you have any further questions please call or e-mail. Thank you, y Robin W. Michel Michel Construction Inc. iT�[�s . • • 7907 - 212TH SW, #102 • EDMONDS, WA 98026 • (425) 776-221 1 • FAX (425) 778-9086 • #MICHEC1061D5 i Dennis M. Bruce, P.E. 1�;-q j 7 _ 1�111 L Z,) M.S.C.E., M.B.A. Geotechnical/Civil Engineer March 29, 2001 RECEIVED Michel Construction, Inc. DEC 12 2002 7907 212"' St. S.W., #102 PERMIT COUNTER Edmonds, WA 98026 Subject: Geotechnical Evaluation and Foundation Recommendations Proposed Three New Single Family Residences 70 PI. W. - North of Meadowdale Rd. This engineering report presents the results of a geotechnical evaluation for three building lots on 70 PI. W., north of Meadowdale Rd. in Edmonds, Washington:' This' evaluation was required due to developer concerns as well as City of Edmonds requirements. REFERENCES: • Vicinity map • Site Plan • Project plans (by Michel Construction) • Site photographs BACKGROUND: The three single family residence building lots (Lot 34, 33, and 32) are rectangular in shape (see site plan). Each lot is approximately one hundred (100) to one hundred twenty-five (125) feet wide (along 70 PI. W), and approximately two hundred (200) to two hundred fifty (250) feet deep. These lots have never been developed and contain dense vegetation consisting of mature trees, shrubs and grasses. The entire area surrounding these three, lots slopes generally westerly toward the Puget Sound. These three lots contain relatively steeper slope portions toward the east, and relatively gently sloped to flatter portions in the central and western parts of the properties. The toe of steep slope zone has been delineated and indicated on the survey site plan, as well as the building requirement steep slope setback line. STREET FILE SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE - DESIGN a PERMIT • LEGAL P.O. Box 55502 • Shoreline, Washington 98155 • {206) 546-9217 • FAX 546-8442 Michel Construction, Inc. March 29, 2001 Page 2 In addition, a seasonal historic streambed/water course has been identified in the southwest portion of Lot 34. Additionally, the City of Edmonds has installed storm water interceptor drains and. discharge lines along the property line boundary between Lots 33 and 32. Several inlet . catch basins have been constructed to service and feed the drainage line. NOTE: On site engineering investigations have revealed some deferred _ maintenance regarding proper tight line connections of the City of Edmonds catch basins. It is essential that the City of Edmonds inspect and maintain these drainage lines to prevent unwarranted discharge onto Lots 32 and 33. Visual evaluation of the three lots revealed no evidence of geotechnical distress. No sloughing, slides, no soil creep nor significant soil degradation was observed. As mentioned, the City of Edmonds catch basins and drain lines require proper maintenance to prevent future, unacceptable erosional degradation. EVALUATION: In order to augment the existing site geotechnical information, soil test pits were dug under this engineer's inspection on February 28, 2001 using a small track hoe (see photographs). A total of three (3) test pits were dug.(one in the probable house location for each lot). Test Pit No. 1 was dug on Lot 32, Test Pit No. 2 was dug on Lot 33, and Test Pit No. 3 was dug on Lot 34 (see site plan for test pit locations). Test Pit No. 1 0" to 6" 6" to approx. 48" 48" to approx. 8' (bottom of pit) Organics, roots, and organic silt. Moist and loose Increasingly dense silty sand. Fine grain, slightly moist. Medium to dense. Increasingly dense to very dense gray silt A very slight water trickle was observed at the contact layer at 4 foot depth. No sloughing or caving occurred. Test pit walls remained vertical and stable. Test Pit No. 1 Oil to6" 6" to approx. 40" 40" to approx. 8' (bottom of pit) Organics, roots, and organic silt. Moist andloose Increasingly dense silty sand. Fine g rain, slightly moist. Medium dense to dense. Increasingly dense to very dense gray silt Michel Construction, March 29, 2001 Page 3 No water was encountered in Test Pit No. 2. No sloughing or caving occurred. Test pit walls remained vertical and stable. Test Pit No. 3 0° to 60 Organics, roots, and organic silt. Moist and loose 6" to approx. 40" Increasingly dense silty sand. Fine grain, slightly moist. Medium dense to dense. 40" to approx. 8' (bottom of pit) Increasingly dense to very dense gray silt. No water was encountered in Test Pit No. 3. No sloughing or caving occurred. Test pit walls remained vertical and stable. CONCLUSIONS / RECOMMENDATIONS: Based on the findings of this investigation, and experience with similar sites in the area, the three building lots on 70 PI. W (Lot No. 34, Lot 33, Lot 32) are geotechnically approved for the Michel Construction new single family residences subject to the following: • Standard reinforced continuous and spread footings. Allowable bearing pressure: 2,000 p.s.f. • Equivalent fluid pressure of 40 p.c.f. is recommended for any retaining wall design provided drainage zone is inspected and verified by this engineer. • For retaining wall design, use friction factor of 0.55 and passive pressure of 350 p,c.f. • Geotechnical inspection by this engineer prior to any foundation concrete placement. The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed native soils or on structural fill placed above native soils. See the later sub -section entitled General Earthwork and Structural Fill for structural fill placement and compaction recommendations. Continuous and individual spread footings should have minimum widths of twenty-four (24) inches and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface. On site geotechnical inspection to verify. Depending on the final site grades, some overexcavation may be required below footings to expose competent native soils. Unless lean concrete is used to fill the over Michei Construction, Inc. March 29, 2001 Page 4 excavated hole, the width of the overexcavation at the bottom must be at least as wide as the sum of two times the depth of the overexcavation and the footing width. For G.L.C. Construction example, an overexcavation extending two feet below the bottom of a three-foot wide footing must be at least seven feet wide at the base of the excavation. Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of three thousand (3,000) pounds per square foot (p.s.f.). A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that total post -construction settlement of footings founded on competent, native soils (or on structural fill up to five (5) feet in thickness) will be about one-half inch, with differential settlements on the order of one -quarter inch. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the bearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundations. For the latter condition, the foundations must either be poured directly against undisturbed soil or the backfill placed around the outside of the foundation must be level structural fill. We recommend the following design values be used for the foundation's resistance to lateral loading: Parameter Coefficient of Friction Passive Earth Pressure Where: Desiqn Value 0.55 350 p.c.f. (1) p.c.f. is pounds per cubic Foot. (2) Passive earth pressure is computed using the equivalent fluid density. We recommend that a safety factor of at least 1.5 be used for design of the foundation's resistance to lateral loading. SLABS -ON -GRADE: Slab -on -grade floors may be supported on undisturbed, competent native soils or on structural fill. The slabs may be supported on the existing soils provided. these soils can be recompacted prior to placement of the free -draining sand or gravel underneath the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes. Michel Construction, l'R'c. March 29, 2001 Page 5 PERMANENT FOUNDATION AND RETAINING WALLS: Retaining walls backfilled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures. The following recommended design parameters are for walls less than twelve (12) feet in height which restrain level backfill: Parameter Active Earth Pressure* Passive Earth Pressure Coefficient of Friction Soil Unit Weight Where: Design Value 40 p.c.f. 350 p.c.f. 0.55 125 p.c.f. (1) p.c.f. is pounds per cubic foot (2) Active and passive earth pressures are computed using equivalent fluid - densities. * For restrained walls which cannot defect at least 0.002 times the wall height, a uniform lateral pressure of one hundred (100 p.s.f. should be added to the active equivalent fluid pressure). The values given above are to be used for design of permanent foundation and retaining walls only. An appropriate safety factor should be applied when designing the walls. We recommend using a safety factor of at least 1.5 for overturning and sliding. The above design values do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes orr loads will be placed above the walls. If these conditions exist, then those pressures should be added to the above lateral pressures. Also, if sloping backfill is desired behin the w'al s, then we will need to be given the wall dimensions an slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of the wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Placement and compaction of retaining wall backfill should be accomplished with hand -operated equipment. Michel Construction I• • March 29, 2001 Page 6 Retaining Wall Backfill Backfill placed within eighteen (18) inches of any retaining or foundation walls should be free -draining structural fill containing no organics. This backfill should contain no more than five (5) percent silt or clay particles and have no particles greater than four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if the native soils are used as backfill, a drainage composite, such as Mirafi and Enkadrain, should be placed against the retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. The purpose of these backfill requirements is to assure that the design criteria for the retaining wall as not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection entitled General Earthwork and Structural Fill contains recommendations regarding placement and compaction of structural fill behind retaining and foundation walls. EXCAVATION AND SLOPES: In no case should excavation slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4) feet, the cut should have an inclination no steeper than 1:1 (Horizontal: Vertical) from the top of the slope to the bottom of the excavation. Under specific recommendations by the geotechnical engineer, excavation cuts may be modified for site conditions. All permanent cuts into native soils should be inclined no steeper than 2:1 (H:V). fill' slopes should not exceed 1;1 (H:V). It -is important to note that sands do cave suddenly, and without warning. The contractors should be made aware of this potential hazard. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soit. DRAINAGE CONSIDERATIONS: Footing drains are recommended at the base of all footings and retaining walls. These drains should be surrounded by at least six (6) inches of one -inch -minus washed rock wrapped in non woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. Michel Construction,. March 29, 2001 Page 7 Slight groundwater trickle was observed at four (4) foot depth in Test Pit No. 1 during the field work. Seepage into the planned excavation is possible, and likely if excavation occurs during winter months, and if encountered should be drained away from the site by use of drainage ditches, perforated pipe, French drains, or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Any exposed slopes to be covered with plastic to minimize erosion. Final site grading in areas adjacent to buildings should be sloped at least two (2) percent away from the building, except where the area adjacent to the building is paved. GENERAL EARTHWORK AND STRUCTURAL FILL: The proposed building and pavement areas should be stripped and cleared of all surface vegetation, all organic matter, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be. used as structural fill. Structural fill is defined as any fill placed under the building, behind permanent retaining or foundation walls, or in other areas where the underlying soils needs to support loads. This engineer should observe site conditions during and after excavation prior to placement of any structural fill. All structural fill should be placed in horizontal lifts with a moisture content at or near the optimum moisture content. The optimum moisture content is that moisture content which results in the greatest compacted dry density. The moisture content of fill soils is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type, compaction equipment, and the number of passes made to compact the lift. In no case should the lifts exceed twelve (12) inches.in loose thickness. The following table presents recommended relative compaction for structural fill: Location of Fill Placement Beneath footings, slabs or walkways Behind retaining walls Minimum Relative Compaction 95% 90% Michel Construction, March 29, 2001 Page 8 Beneath pavements 95% for upper 12 inches of Subgrade, 90% below that level Where: Minimum relative compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). Use of On -Site Soils If grading activities take place during wet weather, or when the silty, on -site soils are wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill. The on -site soils are generally silty and thus are moisture sensitive. Grading operations will be difficult when the moisture content of these soils exceeds the optimum moisture content. Moisture sensitive soils will also be susceptible to excessive softening and "pumping" from construction equipment traffic when the moisture content is greater than the optimum moisture content. Ideally, structural fill which is to be placed in wet weather should consist of a granular soil having no more than five (5) percent silt or clay particles. The percentage of particles passing the No. 200 sieve should be measured from that portion of the soil passing the three -quarter -inch sieve. The use of "some" on -site soils for fill material may be acceptable if the upper organic materials is segregated and moisture contents are monitored by engineering inspection. DRAINAGE CONTROLS: No drainage problems were evident on Lots 34, 33 and 32. Surface water flows generally westerly following the natural topographic gradient. As discussed, the City of Edmonds's drainage intercept catch basin and tight line between Lot 33 and Lot 32 requires maintenance and probable improvements. This engineer would be happy to meet on site with City of Edmonds's drainage engineers and maintenance personnel to reach agreements as to scope of work required. The proposed three new residences should be constructed in compliance with City of Edmonds's standard storm water detention / management regulations. Michel Construction, Inc. March 29, 2001 Page 9 CONCRETE: All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.) shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix. INSPECTION: The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: • Foundation subgrade verification • Any retaining wall, or rockery placement • Any fill placement • Subsurface drainage installation SUMMARY: The proposed three new single family residences (Lot 34, Lot 33 and Lot 32) on 74t' Place W., north of Meadowdale Rd. are geotechnically vialble when constructed in accordance with the recommendations herein, compliance with City of Edmonds approved plans and requirements, and key geotechnical inspection during construction. GEOTECHNICAL REVIEW OF FINAL PLANS: This engineer continues to work with Michel Construction regarding specific site plans for the proposed three new residences. When each specific house plan has been determined and finalized, this engineer shall provide a geotechnical review to verify compliance with the recommendations of this geotechnical report. A final letter of geotechnical approval or recommended modifications will be issued at that time. CLOSURE: The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practice. No other warranty, either express or implied, is made. The conclusions are based on the results of the field exploration and interpolation of subsurface conditions between explored locations. If conditions are encountered during construction that appear to be different than those described in this report, this engineer should be notified to observe the situation and review and verify or modify the recommendations. Michel Construction, If March 29, 2001 Page 10 If there are any questions, do not hesitate to call. rExMs MY RjOQ_i DMB:abj r �2 Dennis M. Bruce, P.E. Geotechnical / Civil Engineer 11/18/02 15:24 FAX 4257127279 El Z001 AFTER RECORDING MAIL TO: Name: Rob Michel_ — Address: 7907 212' SW #102 City/State: Edmonds WA 99 NO EXCISE -`AX REOWED NOV 14 2002 BOB DAtdltNI, sn0nom:s+f t ofily gjisurer �y SO$ DANTINI CONFORMED COPY 200211140882 11/14/2002 04:10 PM Snohomish P.0003 RECORDED County ACCESS EASEMENT, UTILITY >EASIEIENT AND AGREEMENT Whereas "Thomas W. Hillman and Linda $. Iiillman trustees for the Millman Family Trust dated February 25, 1998."Are the owners of the following legally described property: All that portion of Tract 33, supplemental plat of Meadowdale Beach, according to the plat thereof recorded in Volume 5 of Plats, page 42, in Snohomish County, Washington, described as follows: Beginning at the Northwest comer of said Tract 33, Thence East along the North line said Tract 220.81 feet; Thence South in a straight line to a point of the south line of said Tract, which is 230.29 feet West of the Southeast corner of said Tract; Thence West along the South line of said Tract to the Southwest corner of said Tract 33; Thence Northerly along Westerly line of said Tract 33 to the point of beginning_ New Tax account number. 00-5133-000-0334)0 Commonly )mow as 15915 74' Place West, Edmonds, WA 98026 Whereas Michel Construction, Inc. is the owner of the following legally described property: Tract 34, supplemental plat of Meadowdale Beach, according to the plat thereof recorded in Volume 5 of Plats, page 42, in Snohomish County, Washington, Except the East half thereof. New Tax account number: 00-5133-000-034-00 Commonly know as 15919 7e Place West, Edmonds, WA NOW, therefore, the parties agree as follows: Thomas W. Hillman and Linda B. Hillman, Trustees for the Hillman Family Trust dated February 25, 1998. Grantor, for valuable consideration, grants to Michel PERMIT COUNTER 11/16/02 15:25 F_AX 425749 _ .._ ® �002 Construction, Inc. an access and utility easement over, under and across the following described portion of its property: Commencing at the Southwest corner of said Tract 33; Thence Easterly along the South property line 115.00 feet; thence North, perpendicular to the South property line, a distance of 10.00: Thence Westerly parallel to the South property line to a point on West property line, thence Southerly to the Southwest corner of said Tract 33- Michel Construction, Inc., for valuable consideration, grants to Thomas W. Hillman and Linda B. Hillman, Trustees for the Hillman Family Trust dated February 25, 1998,an access and utility easement over, under and across the following desczibed portion of its property: Commencing at the Southwest corner of said Tract 34; Thence Easterly along the South property line 25.00 feet; thence Northerly, parallel to the West property line, to a point 10.00 South of the North property line; Thence Easterly, parallel to the North property, a distance of 95.00 feet; Thence North, perpendicular to the North property line, to the North property line; Thence West along the North property line to the Northwest corner of said Tract; Thence South along the West property line to the Southwest corner of said Tract 34- Both parties shall have the right and the duty to maintain the access road and utilities in equal shares. i� Dated this day of 1V/ 0 ��� ��� 2002. "Thomas W. Hillman and Linda B_ Hillman, Trustees for the Hillman Family Trust dated February 25, 199V' �t Robin W. Michel, President,,�' ` Michel Construction, Inc., SU STATE OF WASHINGTON ss- rr' COUNTY OF SNOHOMISH ) OF V4 rJ Notary Public in and for the State of Washington, do hereby certify that on this 14 �; L.L, yh K ,J personally appeared before me, to me known to be the trustees for the Hillman Family Trust dated February 25, 1998. Page 2 of 3. ,11/18/02 15:25 FAX 425', 9 [a 003 of described in and who executed the within instrument and acknowledged that!"hey signed and sealed the same as Fkfree and voluntary act and deed for the uses and purposes herein mentioned. 1 GIVEN under my hand and official seal this i ,7 � day of 2002. Notary Public in and for the State Washington, residing at Nm M STATE OF WASHINGTON ) ss. COUNTY OF SNOHOMISH ) On This day i��W n��3�2 ,G2 2i�—before rne, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and worn, personally appeared 1h A t 0 (A-) • tv1 1 G?! E- it to me known to be the President of M 1 6 H E L C n,06 , /a-- 1) ,--7 1 n Aj 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, and oath stated or proved to me on the basis of satisfactory, evidence that he is authorized to execute the said instrument. GIVEN a er my hand and official seal this`? � ay of ✓ 12002. Notary Public in and for the Statue Washington, residing at F— 0 /r7d /L� Page 3 of 3 i f''t� Qx t�ASN��aS -_ • CONFUh& COPY 200310080763 T PGS 10-08-2003 12:02pm $21,00 SNOHOMISH COUNTY, WASHINGTON AFFER RECORDING MAIL TO: Name: Rob Michel Address:7907 2121h SW, #102 City/State: Edmonds, WA 98026 NO EXCISE TAX REQUIRED 00T 0 03 2003 BDB DAa,ilryl, Srrnom;sn +(AuflPI lreasurdr BY BOB DANTINI ACCESS EASEMENT, UTILITY EASEMENT AND AGREEMENT Whereas "Thomas W. Hillman and Linda B. Hillman trustees for the Hillman Family "crust dated February 25, 1998" are the owners of the following legally described property: All that portion of Tract 33, supplemental plat of Meadowdale Beach, according to the plat thereof recorded in Volume 5 of Plats, page 42, in Snohomish County, Washington, described as follows: Beginning at the Northwest corner of said Tract 33, Thence East along the North line of said Tract 220.81 feet; Thence South in a straight line to a point of the south line of said Tract, which is 230.29 feet West of the Southeast corner of said Tract; Thence West along the South line of said Tract to the Southwest corner of said Tract 33; Thence Northerly along Westerly line of said Tract 33 to the point of beginning. New Tax account number: 00-5133-000-033-00 Commonly known as 15915 74`h Place West, Edmonds, WA 98026 Whereas Michel Construction, Inc, is the owner of the following legally described property: Tract 34, supplemental plat of Meadowdale Beach, according to the plat thereof recorded in Volume 5 of Plats, page 42, in Snohomish County, Washington, Except the East half thereof. BONE New Tax account number: 00-5133-000-034-00 OCTA", ,�o Commonly known as 15919 741h Place West, Edmonds, WA PERMIT COUNTED. NOW, therefore, the parties agree as follows: Thomas W. Hillman and Linda B. Hillman, Trustees for the Hillman Family Trust dated February 25, 1998, Grantor, for valuable consideration, grants to Michel Construction, Inc. an access and utility easement over, under and across the following described portion of its property: Commencing at the Southwest corner of said Tract 33; Thence Easterly along the South property line 130.00 feet; thence North, perpendicular to the South property line, a distance of 8.50 feet; Thence Westerly parallel to the South property line to a point on West property line; thence Southerly to the Southwest corner of said Tract 33_ Michel Construction, Inc., for valuable consideration, grants to Thomas W. Hillman and Linda B. Hillman, Trustees for the Hillman Family Trust dated February 25, 1998,an access and utility easement over, under and across the following described portion of its property: Commencing at the Southwest corner of said Tract 34; Thence Easterly along the South property line 25.00 feet; thence Northerly, parallel to the West property line, to a point 6.50 feet South of the North property line; Thence Easterly, parallel to the North property line, a distance of 105.00 feet; Thence North, approximately perpendicular to the North property line, to the North property line; Thence West along the North property line to the Northwest corner of said Tract; Thence South along the West property line to the Southwest corner of said Tract 34. Both parties shall have the right and the duty to maintain the access road and utilities in equal shares. This easement replaces access easement recorded November 14, 2003 under recording #20211140882. Dated this day of C G �12003. t, V, 10 u1c "Thomas W. Hillman and Linda B. Hillman, Trustees for the Hillmaln Family Trust dated February 25, 1998." 44- /�' �&� Robin W. Michel, President, Michel Construction, Inc., Page 2 of 3 • 0 STATE OF WASHINGTON ss. COUNTY OF SNOHOMISH ) I, Notary Public in and for the State of Washington, do hereby certify that on this dayy of CC, -j-eAc 2 2003, /rlc"r�Hs�'lbj- i,RN-tL►A36A 71-1- �A,u personally appeared before me, to me known to be the trustees for the Hillman Family Trust dated February 25, 1998 of described in and who executed the within instrument and acknowledged that they signed and sealed the same as their free and voluntary act and deed for the uses and purposes herein mentioned. GIVEN under my hand and official seal thisday of CMG r , 2003. A Notary Public in and for the State u �,A; Washington, residing at E r910,C Lo a, ; s1'� STATE OF WASHINGTON ) '► " �� _ ) ss. l t i t O� WASKtj ; COUNTY OF SNOHOMISH ) On This 7 day C C: TO, 2003, before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared ►'vl ► C t- C L to me known to be the President of 11 If LH f L QuS / r2 i c ► to 10 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, and oath stated or proved to me on the basis of satisfactory evidence that he is authorized to execute the said instrument. GIVEN under my hand and official seal this day of 6C j 2003. ': Ecl: �l Notary Public in and for the State Washington, residing at e 1)M6 Aj 0 S Page 3 of 3 ► fit k of ea48101 __ CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering February 28, 2003 Ms. Linda Hillman 11410 NE 124" St, PMB595 Kirkland, WA 98034 RE: Single Family Residence at 15915 741h Place West, Plan Check #02-565 Dear Ms. Hillman: GARY HAAKENSON MAYOR The City has reviewed the Geotechnical Evaluation and Foundation Recommendations dated March 29, 2001 and Geotechnical Declaration and Statement of Risk dated December 9, 2002 prepared by Mr. Dennis Bruce. This letter provides comments on the above documents in addition to the comments provided by Associated Earth Sciences, Inc. in their letter dated February 4, 2003. In the referenced documents, Mr. Bruce makes comments indicating a possible misunderstanding on his part regarding the City's stormwater system in the vicinity of your property and the City's responsibilities regarding site drainage of your property and nearby/abutting private properties. In his March 29, 2001, letter, Mr. Bruce states "...the City of Edmonds has installed storm water interceptor drains and discharge lines along the property line boundary between Lots 33 and 32...". He further states that his "...investigations have revealed some deferred maintenance regarding proper tight line connections of the City of Edmonds catch basins...", that he considers it "...essential that the City of Edmonds inspect and maintain these drainage lines to prevent unwarranted discharge onto Lots 32 and 33.", and that the "...catch basins and drain lines require proper maintenance to prevent future, unacceptable erosional degradation." He goes on the state that "...the City of Edmonds drainage interceptor catch basin and tight line between Lot 33 and Lot 32 requires maintenance and probable improvements." In Mr. Bruce's December 9, 2002 letter, he recommends that "...the City of Edmonds perform its due diligence regarding up -slope properties and proper drainage management. In other words, slope stability depends on up -slope neighbors not "dumping" storm water onto the slope face itself." Incorporated August 11, 1890 • J We must call your attention to the fact that the City's drain line along the property line boundary between lots 32 and 33 is a tight line for collection and conveyance of surface water directed to this line and stormwater systems connected to it. It is not intended or designed to intercept or collect all ground water or surface water from abutting properties nor to deal with groundwater or surface water on private properties, other than to provide a conveyance system to which private drainage systems can, with City approval, connect. Specifically, it is not designed or intended to manage the drainage on up -slope private properties or to prevent surface water or ground water from flowing from up -slope properties onto down -slope properties. New developments are responsible to deal with surface water and ground water on their properties and connect into the City's tight line storm system. The design for lots 32, 33, and 34 must not rely on the City's system for collecting surface water or ground water on your properties other than as a system to convey water after it has been collected from your property. Furthermore, your design must not rely on the City's system for assuring lot stability of your private property, or for intercepting ground water or surface water flow from abutting properties. The City is not the guarantor of the hillside stability or site stability in this active landslide hazard area. Any extensions of the current system are at the sole discretion of the City Council. Finally, please be aware that the City's Public Works Department inspects the City's drainage line on a regular basis and performs maintenance as necessary to insure the system is functioning correctly. Mr. Bruce's statement that the City's drain line "requires maintenance and probable improvements" is not clear or specific. If Mr. Bruce believes the existing system is in need of improvements, please provide further details. Please instruct your geotechnical engineer to revise the Geotechnical Evaluation and Foundation Recommendations report and the Geotechnical Declaration and Statement of Risk accordingly. Please note that the requested drainage -related revisions must be completed in addition to addressing the site stability issues raised in the February 4, 2003 Associated Earth Sciences, Inc. letter. Sincerely AVID K. GEBERT, PE City Engineer Cc: Associated Earth Sciences, Inc. Dennis M. Bruce, PE Rob Michel, Michel Construction, Inc. Noel Miller, Public Works Director Jeannine Graf, Building Official City of Edm,dndS',. Permit No• C -t�,:� 0. RIGHT-OF-WAY CONS,�TIRUCTIQN PERMIT Issue Date:--- �`a-3 -P' A. Address or Vicinity, of Construction: Ji-4 L B. Type of Work (be specific): k*Lj j" vN\OF-'(1 lam c,--, vy\ C, -V*\ 02 C- L d C, C, -7 C C.' Contractor: Contact: Sup_yk Mailing Address: a, Phone.--Q 0(a'41 b-Ll,a39 c�6 ­419 3 7 State License #mil L 0 110, T f b L 7 Va Liability Insurance: Bond:$ D.' Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. R Commercial El Subdivision El City Project F1 EUC (PUD, VERIZON, PSE, AT& T, OVWD) ❑ Multi -Family Ell-s-ingle Family ❑ Other INSPECTOR: F. PAVEMENT CUT: YES [:1 NO G. SIZE OF CUT x CON.CRETECUT: E14YES [I NO. 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 to, any, of its departments, or employees,, including but not limited to the defense of any legal proceedings including defense d 'attorney es costs an reason o by of granting this permit. THE CONTRACTOR IS RESPONSIBLE. FOR TQRKY, NSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING -THE FINAL INSPECTION AND ACCEPTANCE OF THE QORK--ESTIMATED RESTORATION FEES WILL BEHELD UNTIL THE, FINALSTREET PATCH IS COMPLETED BY T WHICH TIME A DEBIT OR'CREDIT.97LL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. by the City Engineer. Every Traffic-c'o'ntr6l and.public. safet shall be in accordance with City regulations as required Y y intr' a g - us'. g e must. be train ed as', e4uired by (WAC) 296-155-305 and must. have certification verifying completion of the required training. in their'.'possession. ♦ n -a" d ty- Restoration is to be�iccor ance With City codes. All street -cut trench work shall be patched with asphalt or City - ' roved materi A the end of the workday - NO EXCEPTIONS. app I prior .0. ♦ 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 I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THA TIMUSTMAKE THE PINK COPY OF THE PERMIT AVAILABLE ONSITE ATALL TIMES FORN cTIONS Dc ISignature: ate (Contractor or Agent) A FQRCIF :ONLY LAI .Approved.Approvedy'". --e d b :- '17-y. 1 4 1, Right-of-way Fee: A15, Time' Authorize& Void AfteI 42 -7 1­2060, Pisruptioh. Fee/Fund-Ui: $pecial Conditions' A 1:E _-rA r. e storationfee: At I- XlKi�TI-M6- ula 01r,it-1 -Rri PAt tv., 1' n1_;CrA a-t'WOR, Total Fee: -00 �4wrzo" r:.'QiVTOr_YReceipt No: 57'A4 I PA i;W Q A'i t3A-Ct_-_ P-4A ?�. A4 ,jry,pF. .. ss edb.*,�' .- 4 WATCOZ MA##4. ,0 VAs A.C1 AOA - ro 9 41r-., Ll Ujjtr I F4 -AtAbirg' -413 r,rip N S E4-rr_L_ It 12 !32N F-t ION I A-twAm-- I,./ r -1-10- 1- fL- I. on.%A UPON COMPLETION:..OF,P'ERMITTED'WORK9 AN ENGINEERING FINAL INSPECTION IS REQUIRED PER CHAPTER 1-8.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE (Phone'435;771-0220, Ext. -1326) FINAL APPROVAL OF PERMITTED WORK K.- DATE:9_/_d_ Inspector sS rgnaturV ............ For inspection requirements. see Engineering Inspection Information handout. 1.1 . .. . .. ..... . .. MUM D:\MyDocuments\Forms\Engnmg\ROWpermit doc C)o 00 � D 4 03 Pilchuck Contractors, Inc. Job #107018494 1 Dec 03 Sheet 1 / 1 J. Buss National Barricade Co CHANNELIZING DEVICE SPACING (FEET) TAPER TANGENT 20 20 Notes: 1. All signs and spacing shall conform to the MUTCD and City of Edmonds specs. 2. Work zone is 19' s/o c/I N Meadowdale RD & 12' e/o c/I 74 PL W 3. Flaggers will control alternating one-way traffic. 4. Alert affected residents 5. Channelizing devices are 28" cones. 6. Tapers will be 50' - 100' and must contain at least 6 devices. 7. All signs are 48" x 48" B/O unless otherwise specified. LEGEND Q WORK AREA e 28" TRAFFIC CONE —3s EXISTING TRAFFIC FLOW 4 SIGN LOCATION FLAGGING STATION ® PROTECTIVE VEHICLE OR WORK VEHICLE FILTER FABRIC SECURED TO 2' X 2' 14 GA. WIRE FABRIC E-QUAL `-2' X 2' WOOD OR EQUIVALENT 8'- 12' 0 I (u PLACE 3/4'-1.5' WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. 0 I FILTER FABRIC MATERIAL IN C❑NTINOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. WIRE MESH SUPPORT FEUE TO SUPPORT FILTER FAMIC. i ii I � � li II I I � II I 1 I I ---1�-- --------------------+-1--- BURY B❑TT❑M OF FILTER MATERIAL 8' TO 12' 6' MAX. N L J 2' X 2' WOOD POSTS OR EQUIVALENT CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. 1690-199V CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. QN. . { .. REVISIONS STANDARD DETAIL APPROVED BY BATE FILTER FABRIC FENCE FILTRATION SYSTEMS GATE 7/24/01 1 SCALE NTS I D" NO- E1.1 BINDING WIRE OR TWINE L ' —TT T=- COMPACTED SOIL TO PREVENT PIPING EXCAVATE TRENCH 8' DEEP WHERE STRAW BALES WILL BE PLACED AND STAKE BALES. CROSS SECTION OF A PROPERLY INSTALLED STRAW BALE BARRIER TWO STAKES PER BALE TO MAINTAIN POSITION r � r i �N i1 �i r,% r-, r? STRAW BALES AS REQUIRED. F PROPER PLACEMENT OF STRAW BALE BARRIER IN A DRAINAGE WAY CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. C.- IT REVISIONS e. DATE DAR D D ETAI L APPROVEDSTRAW BALE DAM RLTRATION SYSTEMS 1 890-19910 DATE 7/24/01 SCALE NTS Dwc ND' E1.1.1 • � 7i8WASHEr ��'� FABRIC CATCH BASIN `\may 'y' •, : � i�"i � •r • JY • :.•.' ?a� r.' �,�Y •...., .' • � ' '... .,. Yam. r 1. i. r�: ' : • \'•'' y'.• \:••���. ..Y ."i .,.:_ •r '•'•+. fry •�/ \r...•':~•':..Yv :r. .. .mil �,ti`j r.•a ••.�•� •. .;. :�i PLACE FILTER FABRIC BETWEEN FRAME AND GRATE, PLACE 7/8' WASHED GRAVEL 3-4 INCHES HIGH AROUND CATCH BASIN TO FILTER WATER. STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E1.1.1) UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE, THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONTRUCTION PERIOD. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL MEASURES BEFORE WORK CAN BEGIN. ld9p-199v REVISIONS J STANDARD DETAIL TUPORARY SEDIMENT TRAP FOR CATCH BASINS DATE 7/24/01 1 SCALE NTS I DWO "o' E 1.3 �J BEGIN JOINT TRENCH 1-1/4" X 90° PE ELL 185'N- C/L & 120E C/L ( ')N C/L & (--')E C/L PROP...1-1/.4" PE .IP MAIN .120E .C/L ( ')E C/L �I I' 1. I 1. I I I 1 f ay wa wa wa Q,a h � I � 34 y � I - END MAIN 480 -N C/L 1-1/4 PE CAP t ( ')E *C/L ( ')N C/L y I e Qta QN ar, aN g y I � g 33 A I I I A rz I Q I- Qr, Qr4 as -I re .fL PROP. 1-1/4" PE IP JT MAIN 170E C/L do, I ( ')F, C/L 32 I 1-1/4" X 90• PEPELL I / _ 185' N C/L & 17C/L ( ')N C/L & ')E C/L I I I n Q,a aN Q.4 aN I� I j� - 1-1/4" PE POLYVALVE I VALVE SUPPORT & BOX a l0 18'S �C/L &- 12'E •C/L 7429 (---0)N C/L o I w ( i I I I MEADOWDALE RD I ► � IP GAS FLOW IP GAS FLOW h h _ - v95 Ra ES 27' W �- ES �21 . E - - V-.�i � - �.� ....r ...■ '�'Y�"'i 47P '-BOGS PAID -KA72- S-ifi 8 zwR-PAY- W M �,- 902-467 902-457 24 s \ EX. Z' PE 19'S ; -777 I 2" X 1-1/4" PE REDUCER 19'S C/L- & 120E -C/L ( ')SC/L&( ')EC/L TIE-IN 2" PE BRANCH ' SADDLE I 19-S C/L & 120E C/L ( ')E C/L Curb 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 1Si TO DISTRIBUTE' FLYERS IF JOB IS LARGE, OTHERWISE- HAND - DELIVER FLYERS BE SURE TO INCLUDE THE UST OF FREQUENTLY ASKED 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 = _45Z- PSIG 12. RESTORE ALLDRIVEWAYS 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. Q.:.d.•-...-) L 74 AVE W ASPHALT W S=Bound Lane cL N-Bound Lane E SOIL- SOIL- • r • • • • .• •• ' DL WATER = PROP. 2" GAS ±5'E CL 17'E CL t 0C SEWER ± 9'W CL 30' ROW ROADWAY CROSS-SECTION A- A N.T.S. TYPICAL MAINLINE JOINT TRENCH DIMENSIONS R/hr Excavated I _ 42" Minimura I 24" Min . -I Dirt P'de Location o of drain --/ ' intercept (d'roepth. varies) . . 6" Sand Shad? - -- -, ,_1. a vw..c ewer . FITTER (CHECK BOX IF COMPLETE) Work area left in Clean & Safe condition Complete all. Pipe Tables and Gas Pressure Stamp . Field changes Red -Lined on as -built Material verified and Changes noted on paperwork All Valve & Tie-in Locations noted on as -built Note beginning of Main, EOM & Line of Main locations Show Rope Locations & Cul-de-sac Radius Foreman's Signature Company Employee_ IDS JOINT TRENCH PLA T NOTES: 1. EXCAVATOR TO CONTACT UTILITIES UNDERGROUND LOCATION CENTER (ONE -CALL) . 48 HOURS PRIOR TO CONSTRUCTION, TO TWO DAYS PRIOR TO CONSTRUCTION. 1-800-424-5555 2. NOTIFY APPROPRIATE PERMITTING AGENCY PRIOR. TO JOB START (SEE PERMIT REQUIREMENTS). 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. ANY CHANGE IN ROUTE, PIPE SIZE/TYPE, TIE-IN METHOD OR ADDITIONAL MAIN FOOTAGE MUST BE APPROVED BY THE APPROPRIATE ENGINEER/PROJECT MANAGER. 5. COMPLETE "PIPE CONDITION REPORT" ON ALL EXPOSED EXISTING PSE FACILITIES. CHECK BOX ON REP08T FOR WIRE BOX (TEST LEAD) INSTALLATION. 6. PIPELINE MARKERS AND WARNING SIGNS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSIr GAS OPERATING STANDARD 6.36. 7. TO PREVENT ACCIDENTAL,,OVERFRESSURE OF ADJOINING SYSTEMS, NO TWO MAINS SHALL BE CONNECTEII, EXCEPT. AS SHOWN ON THIS DESIGN, UNLESS APPROVED BY THE APPROPRIATE ENGINEER/PROJECT ,MANAGER. 8. SYSTEM MAOP DENOTED BY: I SYSTEM MAOP= 45 PSIG 9.. INSTALL .MAIN VALVES'.OUT OF TRAFFFIC WHERE POSSIBLE... 10. GAUGE (USE MANOMETER FOR LP SYSTEMS) AND MONITOR USE OF ALL STOPPERS AND. SQUEEZES TO .INSURE ADEQUATE FEED. 11. INSTALL ONE POUND ANODE FOR EVERY 1000' OF LOCATING WIRE. INSTALL ANODE AND -TEST. LEAD- WIRES PER PSE- GAS �OPERATMIG- STANDARDS 14.2 AND- 14.5. - 12. PURGE POINTS AND PRESSURE TAPS SHALL BE INSTALLED PER PSE GAS OPERATING STANDARDS 6.17• AND:- 14:2 AND. PSE-GAS FIELD PROCEEDURES MANUAL 0812 AND. 0813. 13. MAINS AND- SERVICES -SHALL BE- TESTED AND PURGED PER PSE GAS OPERATING STANDARDS 6.14 AND 6.17. 14: UNLESS -OTHERWISE NOTED: ALL PIPES INSTALLED IN PLAT TO- BE - 2" PE-IP. ALL CROSSINGS TO BE WHITE 4" PVC. ALL SERVICES TO BE 5/8" PE. / DENOTES' SERVICE' STUB LOCATION. . ( ) DENOTES FOOTAGE BETWEEN FITTINGS. 15: CUSTOMER TO DIG- AND BACKFILL ON PRIVATE PROPERTY 'OR EASEMENT- ONLY. TRENCHES MUST CONFORM TO PSE GAS OPERATING STANDARDS 6.8, 6.10 AND 6.33. 16. NOTE ALL RECORDABLE FOOTAGES, LOCATIONS AND MATERIAL CHANGES ON THE AS -BUILT IN RED. 17. IF STW PIPE IS INVOLVED, COORDINATE INSTALLATION WITH CP TECH. CELL# GAS MAIN INSTALLATIONIRETIREMENT Type/Work Pipe Size Type Estimated Length Actual Length Manufacturer JT 1-1 4" PE 450 SCAT 1-1.4" PE. 49. GAS MAIN PRESSURE & TESTING TYPE TEST PRESSURE TESTED BY DATE ON TIME ON DATE OFF. TIME OFF TYPE TEST PRESSURE TESTED BY DATE ON TIME ON DATE OFF TIME OFF Desi n Press 60 SYS MAOP 45 PROJECT PHASE NOTIF# ORDER# .Q SAP Superior Service/Meter Service/Meter Service/Meter Service/Meter Ind. Service Ind. MSA DIs: Reg. / FT. HP Svc/MSA Relocate Retirement X26245323 107018494 Vicinity Map WORK SITE �ae ach-4d . .. Fisher Rd 111 Owner / Developer Contact Info MICHAEL CONSTRUCTION INC. 7907 212 ST SW #102 EDMONDS, WA 89026 ATTN: ROB MICHEL 425 776-2211 office Contractor. CONSTRUCTION COST CODES: 631403-2 CALL (800) 424-55552 BUSINESS DAYS BEFORE YOU DIG Project Manager Contact Information: PATTI NESS CELL (425) 327-2785 THIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF FACILITIES REAL ESTATE/EASEMENT PERMIT CSEA CITY OF EDMONDS REV# DATE BY DESCRIPTION FUNCTION CONTACT PHONE DATE 3 PROJECT MGR PATTI NESS 206 418.4237 11103103 2 ENGR-GAS 1 DRAWN BY R. CONNER 206 853-2277' 11111/03 ' CHECKED BY PATTI NESS 206418.4237 Il~ �•0° �' COUNTY EMER SECT • GAS-WK CTR APPROVED BY PATTI NESS 206 418.4237 _.'h . b ? SNOHOMISH 4 MCNSEG FITTER #1 1/4 SEC OP MAP PLAT MAP FITTER #2 SW 05-27-04 156.068 157.070 MAPPING JOINT FACILITIES ARRANGEMENTS UTILITIES VERIZON COMCAST SNO. CO. PUD CONTACT BOB EMERY DIANE ALBRIGHT DENNIS WICK PHONE# - 425 308-7029 - 425 3174MI 425-77883.4350 ' PUGET S soUxn MICHAEL CONSTRUCTION • INC. 0701849Sumrwr4� } - ENERGYI-114" PE IP MAIN EXTENSION (3 LOTS) Dra, `""` vj i er: 15917 74 • PL • W, . EDMONDS, WA . 98026 . SCALE. P.• IIAICIE, DESIGNED BY PILCHUCK CONTRACTQRS INC. 1" = 50' PARCEL AREA — 28, 162.8 SCE FT (0.65 AC.) 89'80'51" E 233.539 APLoAg�E 0 I / 7) i M �r- 6 15 / J / M LE 26 \ \ Z m N \ \ / PLE 3/ 10~ w mM RhE qPLE 16 O - J \ .r �7 Cn / SITE. E. SM n 'pg 0 I T, MAP 2 1 q / � 1 / I I \ \�\ A I MAPLE 1 m (D 0 i-' ALDER 4 ALOE O m o N (2) D 2 SS C/0 \ AL ER 14 SIR 3 h J y�0^ APLE 2 / / � y / 110 1 I 1 •7 FLAG R w \ i P p l A L E 0 „ 6 p9 1 / ALDER 36 ♦ �' \ / o S I / h O / 1 1 \ v ♦/ \ �` \ J Ic" N w / % "MAPE 4 1 i I ALDER 2� FLAG WR 1 `Y_ / / / ♦/ r I � I I 1 1 I� I \ ♦ 10 /PL6 14 FIB 26 \ / � � I l Am 1 ♦ M LE 14 14 / O I ' 1 io 1 1 \ ♦ m 1 t 1 1 MA L.I� ` 1 1 W ' 1 1 70.100 L - � �� n W 1 1 1 I O ♦ \ / / / 14 1 l 1 \ ♦/ \ MAAPLE 210 h MAP 16 x W \ \ FLAG WR3 \ \ \ / �' 0 1 J I 1 �' �\ \ \ APLE' \ \ / MAPLE �J y1 I 1 1 % \ / FLAG W 7 ! , J \ I p//,,2oil a�'' wo a v I ✓� O 1 ` 70 \ I FIR 114.y v �` ED 4 \ (0 N 2 / J MAP E 2 24 , / MAPCEI2 16\ N J \ I i \ I J \ I \ \ l2 MA 1 \ / LO /do OO N MA /-�/ �p \ \ R 20 \ J / FLAG WR6 MAPLE 22 /I \ \ P CEDA�?O , 6`0 R \ \ "(5. 11 PLE 2 \ ~ 0' / WETLANDS LIMIT AS i ��\ \ I / N' (6) LE 2 FLAGGED BY WETLANDS j RESOURCES, INC. (TYP) —� Q M PL a 20 I N ,/ i 1 __'� J LJ I / N I I -J MAPLE MAC E 49, �I I ~O \ I I I \ \ w m M / v 46 I I I ro I / I MAP Ecli \I / 11( / 9.1 / FLAG WR4 �.� 94 - THE DRAWING SHOWN HEREON DOES NOT NECESSARILY CONTAIN ALL OF THE INFORMATION OBTAINED OR DEVELOPED BY THE SURVEYOR IN HIS•FIELD WORK, OFFICE WORK, OR RESEARCH.. "A' p J. Cq�''•ti� ��'�.� OF �'�syiy.• 1j. 4 r.� ca.r . 0io- � �•,A ro: � • ip Oj TE,.• fit• • . ��iiii� O� � E�FMRES 121�If -C'& C SURVEYING_ 4509 243rd Place S.W. Mountlake Terrace, WA 98043 (425)673-7502 (206)523-1654 • / S 189 40 i 18 1 W 242.i41' I MAPLE 22 FLAG WR5 LEGAL DESCRIPTION TRACT 34 OF MEADOWDALE BEACH SUPPLEMENTAL PLAT. ACCORDING TO PLAT RECORDED IN VOLUME 5 OF PLATS AT PAGE(S) 42, IN SNOHOMISH COUNTY, WASHINGTON. EXCEPT THE EAST HALF THEREOF. VERTICAL DATUM MERIDIAN - ASSUMED VERTICAL DATUM - CITY OF EDMONDS SEWER MAP, SHEET 17 C OF E. FILE 01-82-069. APR 83. CL IE OF SS MH #45 (APPROX 120' EAST OF INT 74TH 6 MEADOWDALE) ELEV - 110.61 SITE BENCHMARK (BM) - NORTHEAST CORNER OF CONCRETE SLAB/HOUSING 10 0 10 20 FOR SANITARY SEWER CLEANOUT (SS C/O), 21' SOUTHWESTERLY OF FOR COMPLETE HORIZONTAL CONTROL, NORTHWEST PARCEL CORNER. ELEV - 93.00 REFERENCE RECORD OF SURVEY BY THIS FIRM DATED 9-18-00. (6500ROS.MAP) TOPOGRAPHY SURVEY FOR N0. Date 8y Revision SCALE: AS NOTED 02-04— i 2002 JJH WETLANDS LIMIT DATE: 9/15/00 M I CHEL CONSTRUCTION DRAWN BY: JJH —21 TAX PARCEL 5133-000-034-02C7 (74TH PL W) PROJECT MAP FILE: 650OTP STREET FILE f 1 i FP)-'l CA • 16 -t!t, �+7I ie�yr/ lop7/ I op JOB NO. 65r-00 SHEET OF IR = PROVIDE SWALE, GRADE AND A 2'-0" MINIMUM SHY DISTANCE _ .. _... .._ _ ......... -- ... a ,4� ,,,M DRAIN TO APPROVED SYSTEM. 2. ESC Minimum Requirement - Stabi- b. The placement of excavated mate- - `s0�1° - - seµ _ ' "'°" SHALL BE MAINTAINED BETWEEN 18-M.050 Development approval I=" 12" OF COMPACTED SOIL OVER ROCKERY AND PRIVATE ACCESS standards for erosion and lization of Exposed Areas. All soils exposed rial where consistent with safety and space FISHER 3; . 3 ,� PI w GEOTEXTILE by ]and disturbing activities shall be stabilized considerations shall be laced on the uphill <' Q �e ��<eI< s SLOPE TO DRAIN ROAD SURFACE. sedimentation control (ESC) by suitable application of BMPs, including, side of trenches; P P 51 _sW 15P` sw `I �0p s o�� of sw = „� �1SOTM plan' but not limited to sod h droseedin or other c. Trench dewaterin systems must uzyD sr a Nla s UNDISTURBED NATIVE SOIL A_ ESC Minimum Requirements. All activ- y g' g y `� -- y' EXIST/ORIGINAL GRADE vegetation, plastic covering, or mulching. All discharge into sediment traps, sediment ponds, ' 2H'1V ities necessitating a clearing or grading permit a P BMPs shall be selected designed and main- or other acceptable means 153 D I I z o and all utility projects consisting of more than rained in accordance with the manual. The d. Tracking and spilling of materials ; ;f ^;� > �.,o P� sw :�• •:::: g P gam' YK' 500 lineal feet of trench excavation shall be 156TH Y;,�� F. F sr exposed soils shall be stabilized according to on streets due to hauling; 3 required to control erosion and sediment dur- an approved timetable. (Typically, no soils e. Dail cleanup and street mainte- , Ismi n �+ ��; <Lx.= cam= -o J 3 ROCK FILTER LAYER, I 1 SW x¢ Y P k a 12" MINIMUM WIDTH y Y ing construction and to permanently stabilize shall remain exposed for more than two days nance.w-- 3 �a { 6 = a = exposed soil resulting from construction. from October 1 through April 30 and no more 7. Additional ESC Minimum Require- ' ! - _ ISM MEADDWDALE i o s GEOTEXTILE , orm, ROAD Projects involving a critical area may also be than seven days from May 1 through Septem- ments .for Larger Developments. All new MARI/ a Doi -----__ W---_-__ I 15c FILTER FABRIC required to comply with any combination of ber 30 . 0 1`' TM °` 5w - >' SURFACE development and redevelopment that includes ; y a ,' b I the ESC minimum requirements. Com fiance sr �F 16r�� � \ o P 3. ESC Minimum Requirement -Pro- � land disturbing activities of greater than, or ' ; " I6zR "- -- At 9 \ I will be demonstrated through the implements- tection of Adjacent Properties. Adjacent prop- . equal to, one acre in addition to meeting the l3ROPINS 3� 163RD 163RD Sr SW io tion of an approved ESC plan. Guidelines for ernes shall be protected from sediment minimum requirements set forth above shall a�Y j 16aTM ^� sir sw preparing ESC plans are provided in the man- deposition by appropriate use of vegetative comply with ESC requirements listed below.- ,' 165n, atRL„ tea _. ual. The plan must address the following buffer strips, sediment barriers or filters, dikes % ham= y b 165TH P1 FIWDDD DIAMETER OF LARGEST ROCK requirements: or mulching, or by a combing 8• ESC Minimum Requirement - Delin- , sw N = P f combination of these a r a o ' " ` ' IN BOTTOM COURSE OR 12", 1: ESC Minimum Requirement -Con- eate Clearing and Easement Limits• in the 4- MIN 6 PERF RIGID `� rcr,• �r r WHICHEVER IS GREATER q measures and other appropriate BMPs. field, mark clearing limits and/or any ease- -•� 4 I'°" fr },r, Yw, .. t.,.. DRAIN PIPE. SLOPE TO �:; �;r..� �,---;.�.- struction Access Route. Construction vehicle 4. ESC Minimum Requirement -Main - DRAIN AND CONNECT TO "' ` ' ��' = �"'' `' access shall be, whenever practical, limited to ments, setbacks, sensitive/criticalraagcourses. areas and the ; VICINITY STORM DRAIN SYSTEM. 2% SLOPE tenance. All erosion and sediment control buffers, trees and drainage courses. f-- one route. Access points shall be stabilized BMPs shall be regularly inspected and main - PROVIDE CLEANOUTS. EQ EQ with u s alls or crushed rock to minimi�p q quarry p 9. ESC Minimum Requirement - Seth- ; twined by the owner to ensure continued per- ment Trapping. Prior to leaving the site,. storm I DISTANCE (D1)>HEIGHT (H1) the tracking of sediment onto public roads. If formance of their intended function. All I water runoff shall ass through a sediment ! " sediment is transported onto a road surface, the P g 110 maintenance and repair shall be conducted in and or sediment trap, or other appropriate roads shall be cleaned thoroughly at the end of P P, UNDISTURBED NATIVE SOIL OR accordance with the manual . BMPs. Sediment ponds and traps, perimeter each day. Sediment shall be removed from p p , p meter COMPACTED CRUSHED ROCK, AS 5. ESC Minimum Requirement - Other dikes, sediment barriers, and other BMPs GENERAL NOTES: REQUIRED roads by shoveling or sweeping and be trans- • , .. , BMPs: As required by the city, other appropri- intended to trap sediment on -site shall be con - L OCATION to a controlled sediment disposal area ate BMPs to mitt P LOCATION OF ROCKERY ADJACENT gate the effects of increased 1, SPECIAL INSPECTOR SHALL VERIFY ROCKERY HEIGHT, TO CITY R.O.W. SHALL BE LOCATED within 24 hours. Street washing shall be runoff shall be applied. structed as a first step in grading. These BMPs ! FOUNDATION MATERIAL, AND ROCK SIZE. A MINIMUM DISTANCE EQUAL TO THE allowed only after sediment is removed in this shall be functional before land disturbing activ- HEIGHT OF THE ROCKERY manner. 6. Erosion and Sediment Control ities take place. Earthen structures, such as 2. QUARRY SPALLS AND CRUSHED ROCK SHALL BE PLACED. . Requirement -Underground Utility Construc- tion. The construction of underground utility dams, dikes, and diversions shall be seeded and ORDER TO MAINTAIN CLEAN BACKFILL lines shall specifically DIRECTLY FROM TRUCK OR OTHER SUITABLE CONTAINER IN mulched according to an approved timetable: address the following: a. Erosion control for excavated and 3. OPENINGS SHALL BE "CHINKED" WITH QUARRY SPACES. 4. ROCKERIES SHALL BE DESIGNED AND STAMPED BY.A LICENSED PROFESSIONAL ENGINEER IF GREATER THAN .8 FEET IN HEIGHT OR IF VARYING FROM THESE STANDARDS, OR IF THE CITY DETERMINES THAT SPECIAL CONDITIONS (SUCH AS CRITICAL AREA OR MEADOWDALE EARTH SUBSIDENCE LANDSLIDE HAZARD AREA) stockpiled materials; -�;. NOTE: 74TH PLACE W. HAMME ..,�. I •�/ �• •� , .� . RHEAD AND KEYSTONE I f F'•• - E �Yj '• • WALL ARE BEING CONSTRUCTED UNDER LOT a,E STANDARD • DETAIL 33 HILLMAN'S PERMIT, PLAN CHECK #02-565 ROCKERY DETAIL Ij de° MAIN =`)' ---_._ II(O 789p-1.990 °J'1E 4/1/03 scuF Nrs rro. 0 E .s 1I� ROCK SCHEDULE HEIGHT MINIMUM ROCK SIZE H t) BASE TOP 2 FEET 2-MAN 2-MAN 4 FEET 3-MAN 2-MAN 6 FEET 4-MAN 2-MAN 8 FEET 5-MAN 2-MAN LEGS N.p �---- EX ►ST)N6 CONTOUR LINE ! 18 FROPOSE 0 C RADIN(i LINE ROCKERY r� KEYSTOIUE, VgALL ��� •�� �FDGe OF NEW PAVEMRNT 114 I P R 0 PO-SED HOUSE Ifo 13SMT= I0'6ml 108 I M, 106 RAD)NG QUANTITIES. .II L. I �-___ r_�a_ J� f \ 10,- z 1 p EC K _ - - o � to :II �Io2 . LOT 3-1 I i 1` 10 Ion M RS ltOUS� Cr14RI�GE= MAIN=115 '.. Ip CUT : 1-13 C Y � .. Io8 _ o � 110 _ --- - _ - _ ®COY F1LL: za0 CY 2 I 14� I _sv -no �6 pRiUELyAY; _ Ib} - Os -- -- _ P2 DRIVEWAY GUT : q9' CY 2°?p _ 10S y 03 PPDOOSEO _ki i d YAfZD AREA + � _ - t XlSrINCY PRI`VEWAY. r) LL 20 CY GPAVk 11 I = —__ 8% -- I D �0 30 " _ I T T - so 70 t cam, I i � 36. 40 s —`- — � S H IG H 1 N O7az . C Jc G (1� - � 8 �3 E CUT 2�2 i 5CAI.E I,, I0, KEYS TbNE WALL )IS LF KEYSTONE � 4 u /z0" FILL: -713 CY WALL 1� 1�6 u : RICH X YSTcNE WALL KC (STONE AIC j WALL • C4 RADIN(A QUANTITIES r � ��) - -- _..TEMPO P`r 0,0 ''TRUON y ROUGH CALCUL-ATION5 THDT 00 :NIAtI 115 REQUIRED NOT f�CCOUNfi FOR Soli NT NCE E C.t"A T'A E )) T rW1ELLf}69 Amp SHRINKA6v&, N , I F 001RAIN T 0O6Y2- ff- IQ CONSTRUCTION SEQUENCE, _ -BE TIED NTOQTE vim- d� 3 TION SYSTEM 1. CALL ENGINEERING INSPECTION LINE.: 425-771-0220 ext 1326) TO SET UP A INSPECTION NOTE: . -..���.-�, �Ip(,_{, DET 1. TOPO 4 8OUN DA RY I= RO 1'`'I C & G S4I�VE PRE -CONSTRUCTION MEETING WITH OWNER, CONTRACTOR, DESIGN ENGINEER AND CITY CALL THE CITY ENGINEERING INSPECTION LINE 0 YO RS. ENGINEER. (425-771-0220 ext. 1326), 24 HOURS IN ADVANCE FOR — Ip3 AEI, EXP SED SURFACES T 2 , FOR GL A R I AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. o r . -. v TY >o ec I o U o US CONIFER F R 2. TEMPORARY EROSION CONTROL MEASURES INCLUDING DRAINAGE SWALE TO BE IN PLACE ALL ENGINEERING INSPECTIONS. I I3G 1 ON S1T1 ARE NOT SHOWN.TPEES ' ®WIVE CONTRAGTO1J IS RE -PONS DLE FOR BE C0V RED WITHIN 2 DAYS 3. CONTRACTOR IS TO PROVIDE DUST CONTROL MEASURES AS REQUIRED INLCLUDING STREET - -- -� _ _ �- _ _ - " 9 SEWER td CONTROL �rER 3, p �0 PDE1� C�r �/� A 1N L1 N !=5 bR) v y,/,� �/ p N p SWEEPING. ROAD RESTORATION NOTE: 1N ECTlO 4. ROUGH GRADE, INSTALL UTILITIES & STORM SYSTEM PER PLANS. THE CONTRACTOR SHALL BE REQUIRED TO RESTORE •— — — ' — '— ^ 1EXIST1144. PROPOSED l � �'G , HC�LdSt� Fcacarl'RINT c>N �.07 3 ARE H4k1>�t 5. DESIGN ENGINEER SHALL INSPECT KEY -PROJECT ASPECTS DURING CONSTRUCTION. OR OVERLAY 74TH PL.. S.W. AS DETERMINED BY THE GRAPE��t1I2� I � 4 .771.0220 EXT p FOR REFERENCE* 6. FINAL GRADE, PLACE AND HYDROSEED PER NOTES & DETAILS. � 1326 7. REMOVE TESL FACILITIES PER CITY ��pPROVAL CITY INSPECTOR IF DAMAGED DURING CONSTRUCTION. �Q I 1 D 20 30 50 60 7a " S;o �- 140 0 ,E T Str� LE APPROVER AS NOTED IZ( 11C 9C So E x I ST IN Gr G tZA DF 201 30 110 50 600 '7n can 1(111) I 1 i, I7/n BY ENGINEERING UTILITY CONFLICT NOTE: , FIRE AND AID ADDRESS SIGN REQUIRED CAUTION: D$4:� - THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOUNG �1T� THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL !. LOCATIONS PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE AT 1-800-424-5555 AND THEN . - TRACT 34 OF MEADOWDALE BEACH SUPPLEMENTAL PLAT, ACCORDING TO PLAT RECORDED POTHOLING ALL OF THE EXISTING UTILITIES AT THEIR IN' VOLUME 5 OF PLATS AT PAGE(S) 42, IN SNOHOMISH COUNTY, WASHINGTON. LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY EXCEPT THE EAST HALF THEREOF. ACCE��,,�BI WHETHER OR NOT CONFUCTS EXIST. LOCATION OF SAID TIGHTLINE Ii s I1,T:v e .m UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE MATERIAL UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO: I?35 VARIATION. I _ 51TE. LOC6TIONo . SD 9 ��t PL. W SCH 4 NO 3 N -I2 SDN©NOS, WA F090 HANGOR CITY OF ED%iONDS 1P 4AI4Ja1 ' 03 REV #2: 4 R SPO?JD To CITY coMMENT. ,,007E.D 1-17-0-9 3-30-03 —STREET_ . FILE R #ADd.A A CITY RaC ERY DET61L 7 24-03 I-f s.E Imju I w I IV l bo 170 2 00 210 �zo (y J �` PREPARED BY: GRAD` ) PL,, / � Irc.) LINE PROFILE OF THE5HMM DR N E p y 03 DONNA, L. BRESKE, P.E. ) ,r� I�'� / ¢ SCALE�� - t '�D f 6621 FOSTER SLOUGHRD. t t 4 f7 L t .1� j Tf� +�..d�T�r� ) i o� SNOHOMISH, WA 98290 LOT 34 it I / $ DO' PHONE: 425-334-9980 !.z FAX: 425-334-7380 SHEET I or 2 10-28-02 SCALE. 1,► 7-0 - 7." - �z_j Nr; i SCALP I 2O APPROVED BY ENGINEERING flue:( 3r LINE 5WALE � 1 �Cyj� I`51 WITH GRAVEL ��- 2 " IN 5f2� t�R/qINA-GE 5LOL.E CROSS 3EcT 10)4 N.T. S. l� l24 122 . I At 3 -,?? epmeD IL 1/2" =1.00' DET#4 TANK TOP VIEW 1T."�"'� I �" = FISHER = i2oo > i` 51 _5T �5o,1ti5� � ITE 156TH RARE REDAR t6TTH ST H WAY N D INTO WALL. MEADOWDALE S" � 1 ST r� BROWNS / F // BAY 164 PL SW liv PROPOSED 1271 d 1 CU131C FOOT I DETENTION I a Co P TANK Q lam— 6.51 e o�ENT reN . n LOCKIN r � TOP= y , 2+� 2016 b� Au- FuG W 5 UNDER I� nLL !N $'1 01 l TYPr-I C8 WjGRRTE-C84-- T0P=1+9}I- IE(E)- 92.3- a oT ' P) W, `i`f• 3 6" PVC PIPE SECURE WITH g3.55 ORIFICE #3 SIRAP TO WALL L J I.`�'1 DIAMETER q2'2$ ORIFICE #2 1 Ins/" 1.6/DIAMETER 6" PV*PVC, 9�•%S6" PVC TEE 6" PVC PIPE 90UMP CB IFICE #1 H ADHESIVE 12" MIN DRILL 1.0" DIAMETER ORIFICE IN CENTER OF CAP CONTROL STRUCTURE DETAIL - (TYP.) NOT TO SCALE APPROVED AS NOTEQ BY E INEE INO Date: RE=q9,2+/ , LADDER GONTp,0L 12744Cu Fr. -_� L_...6" MIN (AVER sTRuC-IUR� REINk.CONC. PFTENTION 1"AIJK ti 6 3.5 (FORM IN PLACE) ,,�-- (5" PVC OUT - 1 E = %-75 TANK. SECTION N,s C 6 MIN SUMP CONCRETE DETENTION "TANK Non,,,: THE CONCRETE DETENTION TANK DETAILS WERE PROVIDED BY MICI IEL CONSTRUCTION, INC. AND ARE SHOWN FOR CONSTRUCTION DRAWING COORDINATION PURPOSES. INCLUSION OF TITESE DETAILS DOES NOT CONSTITUTE A STRUCTURAL DESIGN BY TI IIS ENGINET"R. 11 VICINITY MAP L.— E t.-i E N D e RD : ROOF DRAIN FD: FOOTING IDRA )N /­-� : STO RM WA I -ER PwAOFF suRl=ACE FLOW 5S* sA NIITARY SEWER LOT 34 LEGAL. OESCRIMON TRACT 34 OF MEADOWDALE BEACH SUPPLEMENTAL PLAT, ACCORDING TO PLAT RECORDED IN' VOLUME 5 OF PLATS AT PAGE(S) 42, IN SNOHOMISH COUNTY, WASHINGTON. EXCEPT THE EAST HALF.THEREOF. I LOT 33 LEGAL. DE5CR1PT10N All that portion of Tract 33, MEADOWDALE BEACH SUPPLEMENTAL PLAT, according to the plat thereof recorded in Volume 5 of Plats, Page 42, in Snohomish County, Washington, -described as follows: Beginning at the Northwest corner of said , Tract 33; thence East along the North . line of said Tract 220.81 feet; thence South In a straight line to a point on the. South line of said Tract, which is 230.29 feet West of the Southeast corner of said Tract; thence West, along the South line of said Tract to the Southwest corner of said Tract 33; thence Northerly along Westerly line of said Tract 33 to point of laE� V� beginning. RECEIVED JAN 14 200rt �d3 12003 COUNTER PERMIT CO PERMIT COUNTER � �tutc�HT VAC f�e�I� SITE ADDRESSES 1,14,OJ- 0_rr1ht: I '"°`" FILt 15915 74TH PLACE W. ri EDMONDS, WA LOT 33 15917 74TH PLACE W. EDMONDS, WA LOT 34 UTILITY CONFLICT NOTE: PREPARED BY: CAUTION:. L . & THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE �oF Agy� �'�, DONNA L. BRES�E, P•E• LOCATION, DIMENSION AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING r� Ile - THE 6621 FOSTER SLOUGH RD. UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL A LOCATIONS PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE AT 1-800-424-5555 AND THENS N O H O MI S H, WA 98290 POTHOLING ALL OF THE EXISTING UTILITIES AT THEIR �'`F�FGIsTER�� ���`� LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY �S/ONAL �-�G �3 (425) 334-9980 WHETHER OR NOT CONFLICTS. EXIST. LOCATION OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO EXPIRES: 11 05 05 3 3 FAX: (425) ` -- 7 3 8 0 %1AOIATIMI DRAINAGE & SEWER RE -DESIGN FOR HILLMAN/MICHEL CONSTRUCTION) INC. SCALE: 1"=20' I DRAWN DATE: 12/18/031 SHT NO. 51OF,4Z., 7�7eh 940-0� RECEEIVED JAN 14 Mj� PERMIT COUN-IFF.- STP!