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15900 70TH AVE W.PDFIIIIIIIIIIIIII 14929 15900 70TH AVE W 0 ADDRESS: I �� 00 % tom ' CIA)-c W , ,, rr TAX ACCOUNT/PARCEL NUMBER: -J -J ` 00 0 3 ca i I t0 4 BUILDING PERMIT (NEW STRUCTURE- 3 07"A O COVENANTS (RECORDED) FOR: CRITICAL AREAS: ob ^ ")3 DETERMINATION: ❑ Conditional Waiver astudy Required ❑ Waiver DISCRETIONARY PERMIT DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: q l&3 f (a l (o-z- La SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: SIDE SEWER AS BUILT DATED: �2I[ c)�(J'�1 SIDE SEWER PERMIT(S) #: 61,313 GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: LOT: BLOCK: WATER METER TAP CARD DATED: Q/z)-7 Loq /7—. e7 o., — l .n \ \ c! Iaco /o \wk,y , �?4(010q L:\TEMP\DSTs\Forms\Street File Checklist.doc • REET FILE : PLANNING DATA ST Name: T®M 7� 0 e cI6 0 6 V-I' Date: ® (o I � Q 2,®0 (�p Site Address: 15q ® ® TO `0 1AVr.,W Plan Check #: �DJp* O(®-�f 3 Project Description: NZW Reduced Site Plan Provided: YES) NO) Zoning: �. Map Page: 6 ® 7- Corner Lot: (YES / NO Flag Lot: (YES DO) Critical Areas Determination #: lco((0- ®®1,27 Study Required &0&2p o-A H oks- a r d I LA Y161 s u cie, V' 4%,a r ❑ Waiver o P SEPA Determination: Z$CAOS104- I *Exempt 9 C rr,6WV 9 6 P V0,V® �'Ij1 ❑ Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake Ballinger. Requires: 1 Fee, 2 Environmental Checklist, and 3 APO List with notarized form). Required Setbacks TO NEW Street: o Side: u Side: ®P Rear: r Actual Setbacks Street: ® Side: Side: Q Rear. ( � Detached Structures: pIof)DEW—A dec,� ❑ Rockeries: ❑ Fences/Trellises: N1D4-C,,5,k10Wi 1 ❑ Bay Windows/Projecting Modulation: on 6;I tcl pi civi Stairs/ eck Parking Required: Parking Provided: C'. Lot Area: 2,0 o I -OD Lot Coverage: Lot Coverage Calculations: •�� V 4-16 ID Bui/din Hei ht Datum Point: t-JlA• �41ql 06VV MA,5 Datum Elevation: Maximum Height: � i I Actual Height: (o 1' -fp ADU Created: (YES / tO) Subdivision: Legal Nonconforming Land Use Determination Issued: (YES / O) Other Plan Review By: Wn aj �Ou� &=�- SZO o vL,-- ---- - - _ thing i ;thper it p .v _ "INfipretedt al wi g: p th { m an of- - -n atl ex tin ill - _ - - ' onon g or . in r si di on iG o ode e o - - rmit li tiara re l of h er eu g } din or n it on is n Lie t V 1 o d . u b di ru or f { - _ ._ g. - ,. 10 n o b of a P. I ! e D t W. , V• _ _K-- --- - --_ -S } - - _. _-- - ----- - F _ t • t � "--- - - - o - A -A AL WN ISK Z P � _ - - �� �.., .. 7%-rs s - i S911 Q '? 6 ►�.d/E 1�/, L��,t.-ccv��i.S 2�, _ -- --- - -- - — -.e 0.0 ( 000 _ L7_. _. - - . APPROVE® S V�OTWone �� ®9� Comer. Fla BY 99EERING SetbackAUG 3 0 2�06 s —R aired Actual Fr t r BUCITI G DEPARTMENT 0 �� ®F D NDS — -- - He1�13t - - _. - B►Y P - - /�PPROV _ 1�lN NG - -- 2 qt_�__p 49 STHv'4EET FILE I a 0 eqt,Voil'�'75 A6 7e 9 RIESR�- 43 AUG 3 0 2.006 lUILDING DEPfflo IMENI Crry 0 r! S F IM ND 6371 RE 7� ru CITY OF EDMONDS CRITICAL AREAS RECONNAISSANCE REPORT Site Location: 15900 — 70`h Avenue West Tax Acct. Number: 00513300003617 Determination: Study Required Determination #: CA-06-23 Applicant: Tomas Ziedalski Owner: Tomas Ziedalski CRITICAL AREAS RECONNAISSANCE REPORT: STUDY REQUIRED (CA-06-22) During review and inspection of the subject site, it was found that the site may contain critical areas, including Geologically Hazardous areas, pursuant to Chapters 23.40 and 23.80 of the Edmonds Community Development Code (ECDC). GENERAL CRITICAL AREAS REPORT REQUIREMENTS Critical Areas Reports identify, classify, and delineate any areas on or adjacent to the subject property that may qualify as critical areas. They also assess these areas and identify any potential impacts resulting from your specific development proposal. If a specific development proposal results in an alteration to a critical area, the critical areas report will also contain a mitigation plan. You have the option, of completing the portion of the study that classifies and delineates the critical areas and waiting until you have a specific development proposal to complete the study. You may also choose to submit the entire study with your specific development application. • Please review the minimum report requirements for all types of Critical Areas that are listed in ECDC 23.40.090.D. There are additional report requirements for different types of critical areas (see below). • Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance. There are options on how to complete a critical areas study, and there is an approved list of consultants that you may choose from. You may contact the Planning Division for more information. • General Mitigation Requirements for all Critical Areas are discussed in ECDC 23.40.110 through 23.40.140. STUDY REQUIREMENT — EROSION HAZARD AREA It appears that this property contains or is adjacent to an Erosion Hazard Area. Erosion Hazard Areas include: • Those areas with Alderwood and Everett series soils on slopes of 15 percent or greater. • Any area with slopes of 15 percent or greater and impermeable soils interbedded with granular soils and springs or ground water seepage. • Areas with significant visible evidence of ground water seepage, and which also include existing landslide deposits regardless of slope. DEVELOPMENT PROPOSALS ASSOCIATED WITH EROSION HAZARD AREAS Development within an Erosion Hazard Area must meet additional criteria. • For erosion hazard areas with suitable slope stability, the only critical area study needed is an erosion and sediment control plan prepared in compliance with the requirements set forth in Chapter 18.30 ECDC as part of the construction documents. This option is at the director's discretion, per Edmonds Community Development Code section 20.80.050.G. • In areas where the slope stability is not suitable, projects within Erosion Hazard Areas will require a report by a licensed Geotechnical Engineer or other qualified professional. Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance. • Report requirements are given in ECDC 23.80.050, and more generally in ECDC 23.40.090.D. • Development standards are given in ECDC 23.80.060 and 23.80.070. STUDY REQUIREMENT — LANDSLIDE HAZARD AREA It appears that this property contains or is adjacent to a Landslide Hazard Area. • A Landslide Hazard Area is any area with a slope of forty percent (40%) or steeper and with a vertical relief of ten (10) or more feet (except areas composed of consolidated bedrock). • Landslide Hazard Areas are further defined and illustrated in ECDC 23.80.020.B. • In addition to the general requirements for Critical Areas reports referenced above, specific Critical Area report requirements for Landslide Hazard Areas are provided in ECDC 23.80.050. DEVELOPMENT PROPOSALS ASSOCIATED WITH LANDSLIDE HAZARD AREAS Development is restricted within a Landslide Hazard Area and its buffer. • Projects that will intrude into these areas will require a report by a licensed Geotechnical Engineer. • The criteria that are applied depend on the amount that the buffer is reduced. • The buffer can be reduced to a minimum of ten (10) feet (with an additional 15' building setback per ECDC 23.40.280) if a report is prepared that meets the standards listed in ECDC 23.80.050. The alteration must also meet the requirements listed in ECDC 23.80.060. • In addition, proposals to reduce the buffer to less than ten (10) feet must comply with the design standards listed in ECDC 23.80.070.A.3. ALLOWED ACTIVITIES Certain activities are allowed in or near critical area buffers as specified in ECDC 23.40.20. If you have any questions about whether your proposed development qualifies as an allowed activity, please contact a Planner for more information. EXEMPT DEVELOPMENT PROPOSALS Certain development proposals may be exempt from Critical Areas Requirements (ECDC 23.40.230). If you think that a specific development proposal may be exempt, contact a Planner for more information. NOTE: Cited sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds website at www.ci.edmonds.wa.us. 2 SIR U Te f I k�C - Critical Areas Checkli Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: ! s �c�y>'``/�� �- �vl•�u �c 2. Property Tax Account Number: nO,-5 1' Sa00003a14 3. Approximate Site Size (acres or square feet): 4. Is this site currently developed? C e no. If yes; how is, site developed? Gam- < f 2 �• y >� 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet over. a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: -*--� ; Approx. Depth: 7. Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year? 8. Site is in the floodway tiJ floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? Flows are seasonal? (What time of year? ). 10. Site is primarily: ; meadow ;shrubs ; mixed ��an landscaped wn, sh�s�fic}� 11. Obvious wetland is present on site: For City Staff Use Only M 1. Plan Check Number, if applicable? 2. Site is Zoned? 3. SC5 mapped soil type(s)? - 6 — A S-Je)CWS. 4. Critical Areas inventory or C.A. map indicates Critical Area on site? S. Site within d esig nated earth subsidence landslide hazard area? ' DETERMINATION ?mil STUDY REQUIRED WAIVER Reviewed bv-Date:�_� �- 'ac. I sy" • #P20 City ofEdmonds Development Services Department Planning Division Phone: 425.771.0220 Fax: 425.771.0221 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 the application 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 availabie from observations of the site or data availabie at City Hall (Critical areas inventories, maps, or soil surveys). il Date Received: 3 1 City Receipt #:� gO Critical Areas File #: C�C - Qa Critical Areas Checklist Fee: $135.00 Date Mailed to Applicant: A property owner, or his/her authorized 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. Please submit a vicinity map, along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file this application on the behalf of the owner as listed below. SIGNATURE OF APPLWANT/AGENT�c� /" DATE Property Owner's Authorization By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. SIGNATURE OF OWNER �� ���`- _ DATE PLEASE PRINT CLEARLY Owner/Applicant: Applicant Representative: Name Name Street Address City State Zip Telephone: -'le '-3 - si 5— Email address (optional): Street Address City State Zip Telephone: Email Address (optional): 0 CITY OF EDMONDS 0 CRITICAL AREAS RECONNAISSANCE REPORT Site Location: 15900 — 70`h Avenue West Tax Acct. Number: 00513300003617 Determination: Study Required Determination #: CA-06-23 Applicant: Tomas Ziedalski Owner: Tomas Ziedalski CRITICAL AREAS RECONNAISSANCE REPORT: STUDY REQUIRED (CA-06-22) During review and inspection of the subject site, it was found that the site may contain critical areas, including Geologically Hazardous areas, pursuant to Chapters 23.40 and 23.80 of the Edmonds Community Development Code (ECDC). GENERAL CRITICAL AREAS REPORT REQUIREMENTS Critical Areas Reports identify, classify, and delineate any areas on or adjacent to the subject property that may qualify as critical areas. They also assess these areas and identify any potential impacts resulting from your specific development proposal. If a specific development proposal results in an alteration to a critical area, the critical areas report will also contain a mitigation plan. You have the option,of completing the portion of the study that classifies and delineates the critical areas and waiting until you have a specific development proposal to complete the study. You may also choose to submit the entire study with your specific development application. • Please review the minimum report requirements for all types of Critical Areas that are listed in ECDC 23.40.090.D. There are additional report requirements for different types of critical areas (see below). • Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance. There are options on how to complete a critical areas study, and there is an approved list of consultants that you may choose from. You may contact the Planning Division for more information. • General Mitigation Requirements for all Critical Areas are discussed in ECDC 23.40.110 through 23.40.140. STUDY REQUIREMENT — EROSION HAZARD AREA It appears that this property contains or is adjacent to an Erosion Hazard Area. Erosion Hazard Areas include: • Those areas with Alderwood and Everett series soils on slopes of 15 percent or greater. • Any area with slopes of 15 percent or greater and impermeable soils interbedded with granular soils and springs or ground water seepage. • Areas with significant visible evidence of ground water seepage, and which also include existing landslide deposits regardless of slope. DEVELOPMENT PROPOSALS ASSOCIATED WITH EROSION HAZARD AREAS Development within an Erosion Hazard Area must meet additional criteria. • For erosion hazard areas with suitable slope stability, the only critical area study needed is an erosion and sediment control plan prepared in compliance with the requirements set forth in Chapter 18.30 ECDC as part of the construction documents. This option is at the director's discretion, per Edmonds Community Development Code section 20.80.050.G. • In areas where the slope stability is not suitable, projects within Erosion Hazard Areas will require a report by a licensed Geotechnical Engineer or other qualified professional. Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance. • Report requirements are given in ECDC 23.80.050, and more generally in ECDC 23.40.090.D. • Development standards are given in ECDC 23.80.060 and 23.80.070. STUDY REQUIREMENT — LANDSLIDE HAZARD AREA It appears that this property contains or is adjacent to a Landslide Hazard Area. • A Landslide Hazard Area is any area with a slope of forty percent (40%) or steeper and with a vertical relief of ten (10) or more feet (except areas composed of consolidated bedrock). • Landslide Hazard Areas are further defined and illustrated in ECDC 23.80.020.B. • In addition to the general requirements for Critical Areas reports referenced above, specific Critical Area report requirements for Landslide Hazard Areas are provided in ECDC 23.80.050. DEVELOPMENT PROPOSALS ASSOCIATED WITH LANDSLIDE HAZARD AREAS Development is restricted within a Landslide Hazard Area and its buffer. • Projects that will intrude into these areas will require a report by a licensed Geotechnical Engineer. • The criteria that are applied depend on the amount that the buffer is reduced. • The buffer can be reduced to a minimum often (10) feet (with an additional 15' building setback per ECDC 23.40.280) if a report is prepared that meets the standards listed in ECDC 23.80.050. The alteration must also meet the requirements listed in ECDC 23.80.060. • In addition, proposals to reduce the buffer to less than ten (10) feet must comply with the design standards listed in ECDC 23.80.070.A.3. ALLOWED ACTIVITIES Certain activities are allowed in or near critical area buffers as specified in ECDC 23.40.20. If you have any questions about whether your proposed development qualifies as an allowed activity, please contact a Planner for more information. EXEMPT DEVELOPMENT PROPOSALS Certain development proposals may be exempt from Critical Areas Requirements (ECDC 23.40.230). If you think that a specific development proposal may be exempt, contact a Planner for more information. Il. Pla Name _,..-' Signatu 1 16, 2006 Date NOTE: Cited sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds website at www.ci.edmonds.wa.us. 2 ` � DATE RE F, e '`3 PERMIT EXPIR CITY OF EDMONDS USE PERMIT ZONE �2 NUMBER,' '-�, O CONSTRUCTION PERMIT APPLICATION Joe , SUITE/APT# ADDRESS / OWNEP NAMEINAME OF BUSINESS / PUT NAME/SUBDIVISION NO. LOT NO. LID NO. / �/ I LID FEE 1 MAILINp AOPRESS _ rr. /� ( �(f/ r / PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TRw E ft na vsd ld Su�q US Pgmit Rp'd CI � ZIP TELEPHONE EXISTING PROPOSED I^'�den 61dsr•aR.RVIr•a Reeuked e iG(� / 1"- '^r �'!rcr Y t ,i / G REOUIREp DEDICATION FT U"d.,U!ww WldnO JQaulnd Q TAME r METER SIZE1t � LINE SIZ1E NO� OF FI RE9 PRV REQUIRED ) C. YES NO Q j R ADDRESS ! REMARKS OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE d -- CIVIL ZIP 51 TELEPHONE NAME I CBL�� r OJA L, t. , :.,'I , ., ENGINEERING REVIEWED BY GAT ADDRESS ✓ ' A( L. A + � FIRE REVIEWED BY DArk uJ CITY ZIP TELEPHONE s E O r / J / � STATE LICENSE NUMBER EXPIRATION DATE C ECKED BY VARIANCE OR CU SHORELINE OR ADBe INSPECTION REO' BOND POSTED PROPERTY TAX ACCOUNT PARCEL NO. f • SEPA REVIEW COMPLETE E%EMPT SIGN AREA ALLOWED PROPOSED HEIGHT ALLOWED ��P9fROPOpSED -U EXP' , NEW RESIDENTIAL { PLUMBINGIMECH LOT COVERAGE ALLOWED PROPOSED REQUIRED SETBACKS (FT. FRONT SIDE PROPOSED SETBACKS (FT.) FRONT LIR SIDE REAR AIfs, 1 r COMMERCIAL COMPLIANCE OR ❑ �-' / L Y�J"-yC- �R1EA� �'{3 �� 1 J /. 4 Z5 1Q - ❑ADDITION ❑ CHANGE OF USE -Z o ` - J „G-Uv ❑ REMODEL ❑ MULTIFAMILY ❑ SIGN PARKING REO'D PROVIDED LOT AREA PUNNING REVIEWED BY DATE 1 '/ q-y "' " 3 0 1r-}1 G DING FENCE ❑ REPAIR D[J CYDS ❑ ( X FT) lIJSSS M R S r OTHER ❑ DEMOLISH ❑ TANK ❑ GARAGE RETAINING WALL FRE SPRINKLER = CARPORT ❑ ROCKERY ❑ FIRE ALARM See xt C '— �% - 7•"O'Y""� s' �O ' (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: z: _ y^" CHECKED BY TYP �'. N TR CTION CO OCCUPANj� GROUP !y NUMBER OF NUMBER OF DWELLING CRITICAL AREAS SPECIAL INSPECTION' AREA OCCUPANT Gj�.;.'! STORIES UNITS NUMBE REQUIRE D ,c,J,s-LOAD DESCRIBE WORK TO BE DONE REMARKS PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REO'D ' VALUATION ' r $ 7� Description FEE Description FEE Plan Check S State Surcharge HEAT 80URCE O&ZING % 7T a, )oe % Building Permit City Surcharge _• _ { PLAN CHECK NOS VESTED TE Plumbing" Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO ! BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC Grading DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. Engr. Review �. � PERMITAPPLICATION: 1 SO DAYS ( e. PERMIT UMIE 1 YEAR -PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION •APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposft , IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS. WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # C/JCl ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE 9 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape insp. Total Amt. Due •� �% v 0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- zi lam% Recording Fee Receipt # ! I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF 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 IN VIOLATION OF THE LABOR CODE OF/tHE STATE OF WASHINGTON RELATING TO FOR INSPECTION Building Official or his/her Deputy: and Fees are paid, and receipt is acknowledged in space provided. WO MEN'8 fAEN8ATION INSURANCY AND RCW 18.27. ! OFFICIAL 7 NATU ATE URE MINER R AO / , DATE SIGNED (425) 771-0220 RELEA BY DA E E ION JFAL EXT 1333 I �G� NLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL I/ /1 INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL - FILE - YELLOW - INS CTOR GATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER - GOLD -ASSESSOR 04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN - ACCOUNTING 0 PLANNING DATA NAME: al c S DATE: SITE ADDRESS: /—"00 — PROJECT DESCRIPTION: REDUCED SITE PLAN PROVIDED?: es No MAP PAGE: 5-07 CORNER LOT: es o FLAG LOT: Yes / o ZONING: LS ?-- CRITICAL AREAS DETERMINATION #: ❑ Waiver ❑ Conditional Waiver SEPA DETERMINATION: ❑ Fee ❑ Checklist ❑ APO list w/ notarized form ❑ (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) Exempt �7 SETBACKS: v Required Setbacks: , Street: ?75 Left Side:�0_ Right Side: Rear: 2✓ py,-, Actual Setbacks: i / Street: ; `> Left Side:Right Side: r Rear: .01,p Street map checked for additional setback required? (Yes / No / DNA) -f2"P 4AAO�k ❑ DETACHED STRUCTURES: RPCKE,RIES: "i I nal��� I I vtio-f- escc c. e �I �lv �� a- (,�v ✓ e_ l� ❑ FENCES/TRELLISES: ❑ BAY WINDOWS / PROJECTING MMODULATION: ❑ STAIRS / DECKS: �--- - c e Cr--i �<- tat e- PARKING: Required: Actual: (S LOT COVE 15 x G Q c— Calculations: r►,ax 3���ggQp BUILDING HEIGHT: Datum Point:-t?"p Datum Elevation: -3q -7. s Maximum Allowed!.- ` J l!(i , Actual Height:—.?- A.D.U. CREATED?r'1NoWes) c - al cl - LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: Ly—es-tf o OTHER: Plan Review By. I�--�— NewBPPIanningDataForin.DOC E z 8 8123'36• E ITEEP SLOPE CRI 1LOPE5 EXCEED 0 FEET FALL%// 4 � AT- 1&40o-mi.w. 1 • I I I S 8l'24'I• E I 12406' �-- W �9 r-------------- I _------- \ I i ------'I ----------- Legal Description LOT L SNORT PLAT FOR CLASSICO TOMES 5-SS-114, PORTION OF TRACT 36' MEADOWDALE BEACH SUPPLEMENTAL PLAT, ", P. 42 IN TIE N.E. QUARTER OF TIE S4UTWX6T QUARTER OF SECIONS, TOUNSNIP 21 NORTH, RANGE 4 WT. WM. CITY OF EDMOND6, 6NONOMISI COUNTY, WASHINGTON Lot Coverage LOT APRA 28.544 SQUARE FEET LOT COVERAGE 3261 SQUARE FEET -------------------------- LOT COVERAGE AS A PERCENTAGE OF LOT AREA - IL42% 340 1 ------------ pow- a I I CONCRETE I DRIVEWAY I I 1 I \ UT{LITY I \ E,0,8EMENT I I L' ► SSMI --4 RIM 35686' INV 34891' 0 ZONE !ZS -12 SETBACKS: FRONT 2:5 SIDE REAR 5 OTHER HEIGHT 2E n APPROVED �Y ?LA►�MN Height Calculation_ 3 POINT - A 331." /r POINT - B 33wo POINT - C .30" POINT - D 34525 — — — — — — — — — — — — — — — — — — — — — — — — — — TOTAL 136625 f� J 1366.25 DIVIDED BY 4 - 341564FMAXIUMUM AVERAGE GRADE 34L56W . 25'-m• - 366D6W MAXIMUM ALLOWABLE WWCW STREtFILE 0 0 03-930 r�aucYd �u ��,✓ 0 ALL'), - "'TREET FILE • 0 • • FLE garage copper 2' 1 1/4" 20OPSI poly w/ tracer wire , 4' deep Storm MH 2' deep WM 70th Ave W CITY OF EDM❑NDS WATER SERVICE AS -BUILT ADDRESS 15900 70th Ave W PERMIT NUMBER 2003-0780 HOMEOWNER C l a s s i c o Homes CONTRACTOR DATE 2/6/04 DRAWN BY J McConnell PERMIT MUST BE POSTED ON JOB SITE t- White Copy: file Green Copy: Inspector Buff Copy: Applicant L;temp;bl dg;forms;sspermitj lg4/00 r L 2' POLY PROPERTY PIN 2' VENT LINE � PUMP l5 5' 22 49,6� o N 1' 10' N 2' 4' PVC co a` LINE IS 3 FEET DEEP 1' ❑ Lli s. • fo"o oitil. .4Uo•' L.. '.Jlil, Ivt.Iai,. L!• ti' ,' ��1i11!:!Il!L q;� U, JhL, by ii%�eid fG tK, i'; ,' il!' ;!J... L... ..,_ ''AL ki .HIV Pc ,;nii$ilt i. !t►CtdiG� : Rac .._,... �...... 3 CAR GARAGE CITY OF EDM❑NDS SIDE SEWER AS -BUILT ADDRESS 15900 70 AVE W PERMIT NUMBER 9813 ❑ME❑WNER CLASSIC❑ HOMES CONTRACTOR CLASSIC❑ HOMES DATE 2/10/04 D, GILBERT BY s 0 0 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 - - - - WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com May 24, 2006 Deck Connections, Inc. Mr. David Kleven 16410 84th Street Northeast Lake Stevens, WA 98258 Re: Deck Foundation Recommendations 15900 70t" Avenue West Ziedalski Residence Edmonds, Washington ORA Project: 06-304 INTRODUCTION ORA visited the site to evaluate the soil conditions for future deck foundation locations. The proposed deck is to be located on the west side of the existing house. It is our understanding that the deck will be approximately 30 feet by 36 feet. We understand that the deck will be free standing and supported on columns. We also understand that the site is in an area identified by The City of Edmonds as an Erosion Hazard Area and that Landslide Hazards are identified on adjacent properties. SIGHT CHARACTERIZATION We reviewed the Draft "Composite Geologic Map of the Sno-King Area, Central Puget Lowland, Washington" (2004) by Booth, Derek B., Cox, Brett, F., Troost, Kathy G., and Shimel, Scott A. The soils near the project site are mapped as "Advance Outwash" (Qva), "Vashon Till" (QvQ), and "Recessional Outwash" (Qvr). Advance Outwash (Qva) deposits generally consist of well sorted sand and gravel. Vashon Till (Qvt) deposits generally consist of compact silt, sand and sub -rounded to well rounded gravel that has been glacially transported and deposited under ice. Recessional Outwash (Qvr) deposits generally consist of stratified sand and gravel with silt and clay and were deposited as the glaciers retreated from this area. RECEIVED MAY 3 B 2006 STREET FILE 6Wl,DINC, DEPT. • 0 client: Mr. David Kleven Job Name: Ziedalski Residence Project No.: 06-304 Date: May 24, 2006 Otto Rosenau & Associates, Incorporated Geotechnical Engineering, Construction Inspection & Materials Testing SURFACE CONDITIONS The deck site is located on the west sloping side of the property. The site is heavily vegetated with blackberries and scotch broom. At the time of our visit we did not observe any signs of recent slope instability such as fresh scarps, sag ponds or tension cracks. SUBSURFACE CONDITIONS We evaluated the soils for future isolated column foundation locations by performing an excavation using manual equipment. HH-1 was located 26 feet west of the crest of the slope on the west side of the house, 68 feet west northwest of the southwest corner of the house. HH-1 was advanced to a depth of 66 inches. The soils typically consist of moist to wet, loose, brown, silty, well graded SAND (SW-SM) with gravel, grading to medium dense with coarser sand and increasing gravel content with depth. CONCLUSIONS AND RECOMMENDATIONS We recommend that pin pile supported foundations be used for all column footings. Pin piles that are used to provide foundation support should consist of 2-inch steel, schedule 80 pipe. The hammer driving the piles should weigh no less than 90 pounds. Sections of pipe should be joined using a slip joint or welded connection. The pin piles should be driven to refusal. Refusal is defined as less than one inch of penetration in one minute during continuous driving. A representative from our company should be present during the installation of the piles to ensure compliance with engineering recommendations. A steel plate should be provided at the top of each pile to efficiently transfer load from the deck to the new footing. The steel plate should consist of a 6" x 6" x 3/8" thick Grade A 53 steel. A minimum of 4 inches of concrete cover should be provided on all sides of the steel plate. The new concrete footing should be at least 18" x 18" x 10" thick with a minimum compressive strength of at least 2,500 pounds per square inch (psi). Otto Rosenau & Associates, Inc. Page 2 of 3 Otto Rosenau & Associates, Incorporated Geotechnical Engineering, Construction Inspection & Materials Testing Client Mr. David Kleven Job Name: Ziedalski Residence Project No.: 06-304 Date: May 24, 2006 Based on our observations and evaluations, and provided that our recommendations are followed it is our opinion that the construction of the deck foundation will not adversely affect the stability of the slope and that the new pin pile foundation elements will be capable of about 2 tons (4,000 pounds) per pile. A sufficient number of piles should be provided at each foundation location to support the anticipated deck loads. If you have any questions, please contact us at (206) 725-4600. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Anthony G. Coyne, P.E. Geotechnical Engineer t ' _ o� wAs f,Dx �G' R�CiST�1,Q "�`rcleK�. 5�24 f 06 maims (0 Vaiggechtold, L.G. Geologist as 2554 Ronald Bechtold CYo 0r/0�- Otto Rosenau & Associates, Inc. Page 3 of 3 i 0 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com August 9, 2006 Deck Connections, Inc. Mr. David Kleven 16410 84th Street Northeast Lake Stevens, WA 98258 Re: Deck Foundation Supplemental Recommendations Ziedalski Residence 15900 70th Avenue West Edmonds, Washington ORA Project: 06-304 ORA has provided details at your request related to the foundation elements to be built for the proposed deck to be located to the west of the existing residence. We recommend that the foundation elements at the various locations be supported in a following manner: 1. The first two rows of foundation elements to be located on the upper flat area along the east side of the proposed deck may consist of conventional spread footings bearing on soil that is capable of providing an allowable bearing capacity of at least 2,000 pounds per square foot (psf) as shown on Detail 1. Alternatively, the foundation elements may be supported with a single pile -supported foundation as shown on Detail 2. 2. The four foundation elements to provide support for the hot tub to be located at the hexagonal area along the north side of the deck should be supported with two pin piles per foundation element as shown on Detail 3. 3. The remaining foundation elements may be supported with a single pile -supported foundation as shown on Detail 2. Please see the attached figures for recommended details for the foundation elements of the proposed deck. AUG 15 2006 BUILDING DEPARTMENT CITY OF EDMONDS FILE Mu =1 � �i eusy i i Otto Rosenau & Associates, Incorporated Geotechnical Engineering, Construction Inspection & Materials Testing Client: Mr. David Kleven Job Name: Ziedilski Residence Project No.: 06-304 Date: August 9, 2006 If you have any questions, please contact us at (206) 725-4600. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Anthony G. Coyne, P.E. Geotechnical Engineer x G 0 37856's yrONAL 010b Attachments: Figure titled "Deck Foundation Plan" 1917 G Z o p Figure titled "Detail 1 — Isolated Spread Footing" Figure titled "Detail 2 — Isolated Footing with Single Pin Pile" Figure titled "Detail 3 — Isolated Footing with Two Pin Piles" Otto Rosenau & Associates, Inc. Page 2 of 2 8' 8' 4" x 4" P.T. Posts 9' 9' 4" x 8" P.T. Beams @ 16" o.c. 6' 2" x 6" P.T. Joists @ 16" o.c. 6' 5'-6" I � 6'-6" 6' 4 4'-6" f -7 Z\�d 4, 111 5' LEGEND 24" x 24" x 8" Spread Footing with EPB44 bracket. See Detail 1. 14 3 I 24" x 24" x 8" Pile Cap with single 2" pin pile and EPB44 bracket. See Detail 2. 1'-6" 24" x 24" x 8" Pile Cap with two 2" pin piles and ■ ■ EPB44 bracket. See Detail 3. 2'-6" 9' g 9' 2'-6" 7' 7' 7' 32' DECK FOUNDATION PLAN Note: The location of all features is based on deck plan provided by Deck Connections. Project Name: Ziedalski Residence Retaining Wall For: Deck Connections, Inc. Scale: 3/16 inch = 1 foot Location: 15900 70th Avenue West, OTTO ROSENAU & Edmonds, Washington __........ ASSOCIATES, INC. Date: August 8, 2006 - - - � ORA Project Number: 06-304 12' clearance at sides 1'-6" Min. 3" Clearance at bottom An ORA representative must verify that the foudnation bearing soils are capable of providing an allowable bearing capacity of at least 2,000 psf prior to installing reinforcing steel. NOTES: New post per framing plan Simpson Strong -Tie EPB44A or EPB66, depending on post size, installed per manufacturers recommendations 12" diameter or 10" square concrete plinth with (3) # 3 round or square hoops at 2" o.c. at top and #3 round or square hoops at 6" o.c. below (4) #4 vertical steel reinforcement dowels with 90°bends (4) #4 horizontal steel reinforcement each way 2' x 2' x 8" reinforced concrete pile cap 1. The exposed subgrade foundation soils are to be verified to be capable of providing an allowable bearing capacity of at least 2,000 psf prior to installing reinforcing steel. 2. ORA can provide recommendations for subgrade preparation, as necessary. 3. The concrete is to have a compressive strength, fc, of at least 2,500 psi at 28 days. DETAIL 1 - ISOLATED SPREAD FOOTING Retaininca Wall Location: 15900 70th Avenue West, Edmonds, Washington Date: August 8, 2006 OTTO ROSENAU & ASSOCIATES, INC. For: Deck Connections, Inc. ORA Project Number: 06-304 12' clearance at sides V-6" Min. 3" Clearance at bottom 2" diameter Schedule 80 steel pin pile driven to refusal with 4"x 4"x e' steel plate at top of pile NOTES: New post per framing plan Simpson Strong -Tie EPB44A or EPB66, depending on post size, installed per manufacturers recommendations 12" diameter or 10" square concrete plinth with (3) # 3 round or square hoops at 2" o.c. at top and #3 round or square hoops at 6" o.c. below (4) #4 vertical steel reinforcement dowels with 90°bends (4) #4 horizontal steel reinforcement each way 2' x 2' x 8" reinforced concrete pile cap 1. The pin piles materials and installation procedures are to be in accordance with the recommendations of ORA's report for the project dated 5124/06. 2. The installation of the piles is to be observed by an ORA representative. 3. The concrete is to have a compressive strength, fc, of at least 2,500 psi at 28 days. DETAIL 2 - ISOLATED FOOTING WITH SINGLE PIN PILE Project Name: Ziedalski Residence Retaining Wall For: Deck Connections, Inc. Location: 15900 70th Avenue West, OTTO ROSENAU & Edmonds, Washington ________._.. ASSOCIATES, INC. Date: -August 8, 2006 ORA Project Number: 06-304 12' clearance at sides 8„ 1' 6"Min. 3" Clearance at bottom 2" diameter Schedule 80 steel pin piles driven to refusal with 4"x 4"x e' steel plate at top of pile NOTES: New post per framing plan Simpson Strong -Tie EPB44A or EPB66, depending on post size, installed per manufacturers recommendations 12" diameter or 10" square concrete plinth with (3) # 3 round or square hoops at 2" o.c. at top and #3 round or square hoops at 6" o.c. below 8 (4) #4 vertical steel reinforcement dowels with —� 90° bends (4) #4 horizontal steel reinforcement each way 2' x 2' x 8" reinforced concrete pile cap 1. The pin piles materials and installation procedures are to be in accordance with the recommendations of ORA's report for the project dated 5124/06. 2. The installation of the piles is to be observed by an ORA representative. 3. The concrete is to have a compressive strength, fc, of at least 2,500 psi at 28 days. DETAIL 3 - ISOLATED FOOTING WITH TWO PIN PILES I Retaining Wall Location: 15900 70th Avenue West, Edmonds, Washington Date: August 8, 2006 OTTO ROSENAU & ASSOCIAT8S, INC. For: Deck Connections, Inc. ORA Project Number: 06-304 4 CA-06-23 Legend Two -Foot Contour! Lots N W E- S 1 inch equals 60 feet 20 40 80 Fee 0 i 6 6173'36' L. j NATIVE GROWTH PROTECTIOW ,AREA EASEMENT% STEP SLOPE. CRITICAL AREA ---PES EXCEED 405o WITH Bali 20 FEET I-A►LLL �63b SQUARE PEEt L I-j=7�•e•1 APPROVED !. NOTED BY CUT `nnJ& CUBIC YARDS m 0 C/G C SIDEWALK FORM „o INSPECTIONS REQUIRED I pomp - 5 99'JJD�! I 1 -- �/ I AREA 'A' CUT o 164M CUBIC YARDS - I I e 1 I': r - :+ '' �-! ffiffiifiiJifff ii `✓JJifif� 'I 345Z5 spa6' i I I � I I 940 545 93S Ti4A2' 48" WOW AREA 'D' ROCIGERY CUT - 4646 CUBIC YARDS NORTW Qrading Plan Legal Description LOT 1, SHORT PLAT FOR CLAS61CO HOPES 6-99-14, PORTION OF TRACT SO, MEADOUDALE REACH SUPPLEMENTAL PLAT, VD, P. 49 IN TWE N& QUARTER OF THE SOUIWLEST QUARTER OF SECIOI0, T004614P 21 NORTH, RANGE 4 EA8% LIM, CITY OF EDMONDS, 6NOWOMI6H COUNTY, WA$WMTON Lot Coverage LOT AREA 46544 SQUARE FEET LOT C4WRAdd 3261 SQUARE MET -------------------------- LOT COVERAW A6 A PERMWAae Or LOT AREA - 11.42% Grading Calculation AREA - A 104.11 CUBIC YARDS AREA - B 45.16 CUB C YARDS AREA - C Me CUBIC YAR06 TOTAL CUT 4412 CUBIC YARDS 691114 54 RJM 96686' NV 94EE1' 0 SEP2 � 2003 TOTAL FILL 39.12 CUBIC YARDS AGRA AG"ftIa, a EN611WESBING GUOMSOLUTIM �� lam. 11ss5 NE 1221Id Way SUN& 100 KMdwW. Vftstinown USA 9=U- 910 Tel (425) 020.4069 May 28, 1999 Fu (425) e213e4 9-5TM-12969-0 Classico Homes 745 Edmonds Street Edmonds, Washington 98020 Attention* Mr. Joe Schmaus Subject: Limited Geotechnical Reconnaissance Report 701h Avenue W. Residence 15902 — 7Uh Avenue W. Edmonds, Washington Dear Mr. Schmaus: AGRA Earth & Environmental, Inc. (AGRA) is pleased to submit this report describing our limited geotechnical reconnaissance of the above -referenced project site. Our evaluation was limited to addressing the existing slope conditions on the subject property and rendering our opinion on the effects, if any, of construction of the proposed single-family residence within the minimum slope buffer of 50 feet. As outlined in our Proposal For Services memorandum dated April 26, 1999, our scope of work was limited to surface observations, shallow subsurface explorations, and report preparation; no laboratory tests or engineering analyses were included. We received your written authorization for our reconnaissance on April 28. 1999. This report has been prepared for the exclusive use of Classico Homes and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. SITE AND PROJECT DESCRIPTION The project site is a residential parcel located at 15902 — 70* Avenue W. in the Meadowdale area of Edmonds, Washington, as indicated on the attached Location Map (Figure 1). The parcel is composed of a roughly rectangular lot measuring approximately 320 long by 80 feet wide which is situated on the west side of 70'h Avenue W. The enclosed Site & Exploration Plan (Figure 2) illustrates these site boundaries and adjacent existing features. Development plans call for constructing a new single-family residence on the eastern portion of the lot. However, the proposed building footprint is to lie within the City of Edmonds' minimum slope buffer of 50 feet from the slope break for a steep slope critical area. Thus, we understand that you wish to reduce the required minimum buffer from 50 feet to 10 feet. aS.IWORf)PPDC%99 Prajodx1$c,U6ll2DO0412969%Ud O 4o� 11.cc„ RHL.,4 ATTACHMENT 5 classico Homes May 28, 1999 SITE CONDITIONS 9-91 M-12969-0 Page 2 We reconnoitered the project site on May 25, 1999. Our observations regarding surface, soil, and slope conditions are described below. Surface Conditions Regional topography slopes to the west through a series of terraces down to Puget Sound. Topography also slopes slightly to the north, with the lot immediately south of the subject parcel approximately 10 feet higher, while the lot to the north is approximately 10 to 20 feet lower. Site grades are relatively flat on the upper eastern half of the parcel where the proposed building pad is to be located, ,but they slope moderately down to the property line at an approximate inclination of 1.5H:1 V (Horizontal:Vertical). We estimated the overall relief to be approximately 60 feet from the top of the slope to the western property line. Currently, the parcel is occupied by an asphalt concrete pad-. which was once a fenced tennis court, located approximately 15 to 20 feet back from the slope break. The slope had been recently logged, with the majority of the vegetation disturbed or removed. Small piles of slash were noted at various locations over the lower third of the slope. Some hydro seeding had been placed over the upper quarter of the slope. The flat portion of the site was vegetated with fruit trees, shrubs and grass. Soil Conditions The site soils are mapped as Esperance Sand, which consists of thinly bedded (2 to 6 inches), light gray, medium to coarse sand. We observed the soil conditions on the slope by means of three hand borings advanced at strategic locations on the slope and by visual observations of the soils exposed by logging activities. In general, our hand borings encountered approximately 1 foot of loose, moist, fine to medium sand with some gravel which mantled medium -dense to dense sand with varying amounts of gravel. Hand borings HB-2 and 1­113-3, advanced 30 and 60 feet below the top of slope, generally encountered a clean, fine to medium sand which extended to the full depth explored. No evidence of groundwater seepage was observed. Our explorations and surficial observations confirmed the mapped soils. Slope Conditions General features which may indicate past or recent slope movement include bowed tree trunks, vertical to near -vertical scarps, or tension cracks. Our reconnaissance did not reveal any such evidence of slope instability. Although the surface of the slope had been disturbed, and the trees removed, observations of the surrounding properties, which were assumed to have similar soil conditions, did not reveal any of the aforementioned features. CONCLUSIONS Review of the Landslide Hazard Map, prepared by GeoEngineers, Inc., indicates that the subject property lies within an area classified as "no hazard identified° (Hazard 1). At th_e base of the slope, west of the western pr_ope line, the area is classified as "3B02," which is defined as "Hazards from ground failure in material that has not previously failed," with the hazard process identified as "debris slides," and a 2-percent probability of occurrence during a 25-year period. Based upon this S:IYVORpYNDti198 PPOJlCIllSpNtlp112flOV0172f6a� ..� l�7oolcah NK,pf, FIW.Wp4 AG RA M-30(r.Nfb„ CjLosa SOUMONS Classico Homes May 28. 1999 9-91 M-12909-0 Page 3 rating, it appears that our conclusions concerning the existing slope stability is in agreement with that of the Landslide Hazard Map. It is our opinion that the existing slope conditions are generally stable. Our opinion is based on the favorable soil conditions encountered on the slope, the moderate inclination of the slope, the lack of any apparent groundwater seepage, and the lack of any evidence of slope instability. It is also our opinion that construction of the Proposed residential structure with the buffer reduced to 10 feet (witn a 1 b-toot setbacK) will n rse im act upon the site, the ul pa y, provided the general recommenherein are followed. RECOMMENDATIONS The following recommendations should be incorporated into the project plans and specifications. They are intended to minimize adverse impacts to the existing slope stability. Drainage Provisions: Under no means should water be allowed to discharge over the slope. We - recommend that all footing drains, roof drains, and other water conveyances be routed away from the slope to an appropriate discharge point. Any infiltration structures should be setback from the slope a minimum of 50 feet. Additionally, we recommend that the finished grades adjacent to the slope be designed to direct surface water away from the slope. Slope Protection: As previously indicated, the surficial soils on the slope have been disturbed by logging activities. Some erosion -control measures have been implemented near the top of the slope, in the form of hydro -seeding. However, soils on the lower portions of the slope are subject to erosion in their present condition. Thus, we recommend that standard erosion control measures be undertaken for the entire length of the slope. A hardy vegetative groundcover should be established on the slope as soon as feasible. to protect the soil from erosion. CLOSURE The conclusions presented in this report are based, in part, on our interpretations and assumptions regarding subsurface conditions; therefore, if variations in the conditions are observed at a later time, we may need to modify this report to reflect those changes. SAV"DPA0099 Pre}e WS*aVl@Ni00D6k129GVdJO Osoledi R4=m Hpi.,,pO �► AG RA E1hd041.1,14N6 GLOW SOLUTIONS Classico Homes May 26. 1999 9-91 M-1296" Page 4 We appreciate the opportunity to be of service on this project. If you have any questions regarding this letter or any aspects of the project, please feel free to contact our office. Sincerely, iam J. Lockard, P. Project Geologist WJUJM B/jdp James M. Brisbine, P.E. Associate Enclosures: Figure 1 — Location Map Figure 2 — Site & Exploration Plan Hand Boring Logs H13-1 through HB-3 Distribution: Classico Homes (2) Attn: Mr. Joe Schmaus Baytown Design Group (1) Attn: Mr- John Bissell SIMFOREWROCM Pro)ao666v0%%120WA129694ta G.sosadf R&CAn Ft*L" i 0 AS AG RA (M*1xCI9114Ii GI.WY SOW11ONS HAND BORING LOGS 9-91M-12969-0 Death (feet) Material Description Sample No. Hand Boring HB-1 Location: Top of slope Approximate ground surface elevation: 342 feet 0.0 - 1.5 Medium dense, moist, tan with some scattered rust mottling, gravelly, fine to medium SAND with some silt. 1.5 - 4.0 Medium dense grading to dense, moist grading to wet. tan with scattered rust mottling, fine to medium SAND with some gravel. 4.0 - 6.5 Dense, moist to wet, tan, fine to medium SAND with scattered lenses of gravelly sand. 6.5 - 8.0 Dense, moist, gray, fine to medium SAND with trace to some . gravel. Hand boring terminated at approximately 8.0 feet No seepage observed Hand Boring HB-2 Location: Midpoint of slope Approximate ground surface elevation: 305 feel 0.0 - 1.0 Loose, moist, tan to brown, intermixed forest duff and fine to medium SAND. 1.0 - 4.0 Medium dense, rnoist, tan, fine to medium SAND with some gravel and trace to some silt. Hand boring terminated at approximately 4 feet No seepage observed SAWORDPROC199 c WOM Racm Rpt-spd 4S AG RA Hand Boring HB-3 Location: West property line Approximate ground surface elevation: 272 feet 0.0 - 1.0 Loose, moist, tan to brown, intermixed forest duff and fine to medium SAND. 1.0 - 4.0 Medium dense, moist, tan, fine to medium SAND with trace to some silt and scattered gravel. Hand boring terminated at approximately 4 feet No seepage observed Date excavated: May 26, 1999 S:%VWOPOPROGl99 PlgemA6eeUIft12000ek72969wW Gsomsch Feccn Pg4,wpa 9-91 M-12969-0 Test Pit Logs, Page 2 Logged by: WJL * AG RA LOWNE[IIINO (LOW SOWflONS ►'7 DISTRIBUTION LIST Recipient COpieS 1. Classico Homes Stapled: 2 745 Edmonds Street Edmonds, Washington 98020 Attn: Mr, Joe Schmaus Phone: 425-771-7829 Fax: 425-771-7829 2. Baytown Design Group Stapled: 1 745 Edmonds Street Fax: 1 Edmonds, Washington 98020 Attn: Mr. John Bissell Phone: 425-267-9400 Fax: 425-348-0167 SAWOFDPWX-49 rcggm6"nk411200M12969%M Goonch Pwml P0^4 GJ' AG RA fNa.ihf[PINQ W+o�K SOlYT10N5 . It i Q[.�; ' -�,I. � :i: .r � ' •�• • � • , •� } '� •• ,�S . its •. «1f is •1• ?:1�' _., � ar : �y]�r• ' t ~ i0' l �l . • ' 'R r ........ 1 /yam. Ask JW �r I..i�'�. .� .1' w �� ram. .r rS •A -�.. 13 o o14 f J: f 3i'l.l'jvfl ..�1 3 ` r. 3 . a i ii r S vt to } >ar .n e K r w■r L56 IN i are • or s~ a ab It lJ F i O a a Reproduced with permim+iun by 7NOMAS BROS. MAPS• This map ;s copyrighted by 7NOMA5 ORM. MAPS. It b N-T.S. unlemhd to Copy or reprpaurn all or any port tharaoi, whether for personal use or resale, without pwmission. N LOCATION MAP FIGURE 1 * AGRA MCMIN MGLOBALSOUITIOM 15902 70-M AVENUE W. RESIDENCE 11=6 N• -12htd Way. Suit 100 4 KwMand. WA U_S• k- 96034-018 EDMONDS. WASHINGTON of _a t IS IMP !LCK QW)CAl. A, ---A SLOPES VrGEED 40 X WTH AN 20' FALL ALI wl CAL c x Vrp 2 707M A'A'--. A LEGEND HR-3 (p 4AA0 00:kRC NUMSEER A-0 .4FROXIMA7 LMAJIGN 40AGRA W 60 SCALE 1*4 FEET =ViA SITE & EXPLORA110N PLAN 13902 70TH AVENUE RESDENCE EDMOC% WAS;W' VON I do FFOURE •, 1b Death (feet) 0.0 - 1.5 1.5 - 4.0 4.0 - 6.5 6.5 - 8.0 0.0 - 1.0 1.0 - 4.0 HAND BORING LOGS Material Description Hand Boring HB-1 Location: Top of slope Approximate ground surface elevation: 342 feet Medium dense, moist, tan with some scattered rust mottling, gravelly, fine to medium SAND with some sift. Medium dense grading to dense, moist grading to wet, tan with scattered rust mottling, fine to medium SAND with some gravel. Dense, moist to wet, tan, fine to medium SAND with scattered lenses of gravelly sand. Dense, moist, gray, fine to medium SAND with trace to some gravel. Hand boring terminated at approximately 8.0 feet No seepage observed 9-91 M-12969-0 Hand Boring HB-2 Location: Midpoint of scope Approximate ground surface elevation: 305 feet Loose, moist, tan to brown, intermixed forest duff and fine to Medium SAND. Medium dense, moist, tan, fine to medium SAND with some gravel and trace bq some sift. Hand boring terminated at approximately 4 feet No seepage observed S:�YVOfbp�fJ(:W8,t{�..pWrib1131��7a11_�869t6aole.nPawnKP.V1W Sample No- 4 ► AG RA IN611IMg1N1i GWI" SGUV ",; ti Hand Boring Location: West property line Approximate ground surface elevation: 272 feet 0.0 - 1.0 Loose, moist, tan to brown, intermixed forest duff and fine to medium SAND. 1.0 - 4.0 Medium dense, moist, tan, fine to medium SAND with trace to some silt and scattered gravel. Hand boring terminated at approximately 4 feet No seepage observed Date excavated: May 26, 1999 9-91 M-12969-0 Test Pit Logs, Page 2 Logged -by: WX I& AG RA WUNELPOW GLG"k SMU110M DONNA L. BRESKE, P.E. 6621 Foster Slough Rd. Snohomish, WA 98290 Phone:425-334-9980 Fax: 425-334-7380 S I-OkM WAT62 PUMP SIZING REPORT FOR CLASSICO HOMES DATE: JULY 293,2003 SITE: 15900 70' AVE. W. EDMONDS, WA PREPARED BY: REET FILE p3 cs< U15120031 DRAINAGE - DETENTION - INSPECTION - GRADING & TESC SEWER & WATER - FEASIBILITY - SITE DEVELOPMENT OVERVIEW - A new single family home is proposed for construction at 15900 70'' Ave. W. The property fronts 70t' Ave. W. along the east property line. The site slopes downward from east to west. A city storm conveyance system exists in the right-of-way of 70`h Ave. W. However, due to topography constraints, it is not possible to gravity drain storm water flows to the city conveyance system. Therefore, a pump system is proposed The Water Works program was used to determine the peak flow rate for a 100-year, 24-hr storm event. Storm flows from impervious surfaces on site will be routed to an on -site detention pipe and released via an orifice and notch weir to a Type 1 catch basin, in which a sump pump will be located: Even though the flows will travel through the detention system prior to the sump pump, the pump has been sized to handle un-detained developed flows in the event of a clogged release structure. Maximum Flow Rate: 45 gpm Head Loss: 5.9 feet* Total Head: 16 feet *Head loss is for 35 LF of 1-1/2" PVC Sch 40 pipe, one 90-degree elbow, and one check valve. This report includes pump curve data that will meet the above total head and maximum flow rate parameters. CALCULATIONS 0 PUMP CURVE DATA NU MP a ► �rr� � I 1.5700 70 � e W. Ed vrlondS7 w CAL.CS j 51,RE -PUMP TO-K)9NDL.E- UN. DETAINED 100^YR - O E"V ELo PE1) PLOW. (IN THE EVENT 0F: iq PLUGG 0 REL E15E STRUCTURE) FROM WIVTE:R WOR.KS NI00 YR PLOW- o. (0 ^!CfuS)) �e�k �For- loo To Tq L N tEP D DETERMINATION: storm Caiw(af e Eu ivaler & ien,,:A ©-r 35- L.F- 5ch 40 R 1 112" PVC, one elbow 1, one Check- value off= q0° elbow adds 4 ► o� euu iva lernf I eTf4 F Check Valve adds 12' or ejvrvaled IeTfb 3�' t 4t 12 = s-1 LF 6;c�Ujualenf (eTfb ©f 1 '/a'' Sch 40 PYC CON U EkT C-e 10 9pro .Conversion 7,48 Sal ,)O FE3 , Go Sec t3 S � Min SrZE ...�t3 x d_ _- Q a T MP FOR 7• � - �I. 1 Hls MINX, r n ELEV4TION .D(FFEREUGE rww RATE. FROM PUMP TO /Alit-T 345.85- 335. 75 = 10,1 F T, F-RoM CHA1Rr I='RICTION HEAD /u FEET Paz w L-F of 1.. 12 SCH -- 4o 100 t 10. 1 • • � 7/28/03 page 2- CLASSICO HOMES 15900 70TH AVE. W. 3' DIAMETER DETENTION PIPE BASIN SUMMARY BASIN ID• B100D NAME: 100 YR 24 HR DEVELOPED SBUH METHODOLOGY TOTAL AREA.......: 0.20 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 3.00 inches AREA..: 0.07 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 10 cfs VOL: 0.04 Ac-ft TIME: 480 min `.r....�_v. �SIZE PoMP Fo2 THIS PEAS RI TE FLOW BASIN ID: B10D SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: 10 YR 24 HR DEVELOPED 0.20 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 2.00 inches AREA..: 0.07 Acres 10.00 min CN....: 86.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.13 Acres PEAK RATE: 0.06 cfs VOL: BASIN ID: B2D SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: CN..... 98.00 0.02 Ac-ft TIME: 480 min NAME: 2 YR 24HR DEVELOPED 0.20 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 1.50 inches AREA..: 0.07 Acres 10.00 min CN....: 86.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.13 Acres PEAK RATE: 0.04 cfs VOL: CN..... 98.00 0.02 Ac-ft TIME: 480 min CZ-45s 1 (fd N OM E5 i 5100 70 1A AVF- w . �}449IF' 9yin say 46- jfm CARRYING CAPACITY AND FRICTION LOSS FOR SCHEDULE 40 THERMOPLASTIC PIPE (Independent variables: Gallons per minute and nominal pipe size O.D. Dependent variables: Velocity, friction head and pressure drop per 100 feet of pipe, Interior slnoo111 .) g gap 3 5�� °$ ~� igB Mal. m g Y • Igo '' ° i j �� q 't= mai �O F�i pZ N Q IQ� j Zy Fyn Q it9r�C�� �1 t��`' tpn In�� p 1q �37� n g v YA O ci o O j12IN. 314IN. 1IN. 1-1/4I14. 1-112IN. - `-- - 7IN. 2412IN. 1.131 2.08 1.90 0.63 051 0.22 --- - 2 2.28. 4.16 1.00 1.26 1.02 0.44 0.71 O55 0.24 0.44 0.1.1 0-08 0.33 O.o/ 0.03 5 5541 23.44 13.15 3-16 S.73 2.48 1.13 1.12 0.75 1.11 0.44 0.19 0.81 0.22 0.09 0.46 0.066 0.029 0.30 0039 i n016 0.22 0.016 0.OD7 7 t0 1 go: 1129 43.06 s2m n-64 15.51 4.43 6.31 10.52 466 L72 3.1 r 1.17 1.35 0.81 0.35 1.13 0.38 0.17 U.69 0.11 O.D48 0.49 5 O.OS I O.dl.J D.31 D.D21 0.005 0.OU 1 20.04 8.68 3.90 0.02 Z.51 _ _2.21 1.53 0.07 162 0.72 0J1 0.98_ 0.21 0.091 0.68 00' 1 O-0i9 0 31 0.03 IS • 4 IN 948 42.49 19.39 9-70 12.1T S33 3.31 1.26 / 42 2.12 1.5� _ O.E6 1.46 0.4 00.19 1.03 '20 O.St t on1 D.013 12.0 T2.34 31.32 7.12 21.75 9.42 4.42 0.59 2.42 32a 2.01 1.13 1.95 0.10 0.3J 1.37 0.19 0.32 t 0.082 • 0.14 0.45 Ot6 OAr O.I1 0.030 0040 23 30 0.64: 0.77. 0.04 OOs D.017 0026 0.49 $ ItJ.. 0.02 O.m 0.66 11.60 72.86 4648 14.27 19.95 S.S2 6.63 0.45 3.66 4.04 LS 1.71 2.44 '_ 1.15 .: O.t50 I.71 0.49 10.24 1.10 0.17 0_074 35 0.09 0.0e 0.035 0.67 0.00 O.D 13 1.73 11.85 IS_76 5.13 4.93 5.68 5.53 7.39 t.39 2.53 1 1.0 0.70 2.05 0-99 ' 0.20 10.39 1.33 0.23 9.10 eq 45 0.47 • �.19_ 1.00 �./ 3.90 2.15 2.75 0_93 1.19 2.3! 2.73 O.l1 1.16 ----. 0.50 1.35 ...._----.-------,---.-, 1.7► 0.31 0.40 0.13 0 /T tD2, Ou o.048 1.15 0.13 0!5 O.DJ 0.0t3 111 IN. -q.q7. 6.84 20.10 B.r4 1 SA 1.28 ; O.IR 0.950 0.089 0.73 o.q1 0.04 0.05 6.011 0.022 0.58 0.02 D.OD9 994 11.95 75 to IO.n7 1.21 11.134.39 3.43 1.49 3.09 1.44 O-6Y 1.9B U.50 0.22 eo 1.531 0.22 0.065 0.97 0-01 0.030 0.67 0.03 0.011 30.51 13.21 e0B 9.70 S 10.98 0.17 0 h5 480 5.85 1.16 5.94 1.00 2.53 1.42 4.10 1.75 248 0.76 1.07 2.21 OAO 0.20 70 1.19, 0-30 0.13 1.14 0.10 D.D43 0.79 0.04 0.011 --- - .. _... 6iO3 7,76 a.36 4.70 8.27 1.42 216 8.09 0.85 6.13 01,31 0.19 t5 1.9Z 0.7.1 D.IS 1.2 0.1f 0.048 O.BI b.05 0.022 7.32 8.82 322 6.13 3.7t 181 3.31 128 055- t0 90 2-05' 2.30 0.30 0.16 1.30 0.13 onsa 0.90 0.05 0.022 BIN, 1.60 9.94 4.30 5.41 4.19 1.81 3.53 1.44 0.62 100 236. 0.41 O.Se 0.2u ass 1.48 1.69 0.14 019 0.009 n.x 1.01 1.12 0.00 0.06 0.0:0 0.035 OAS 003 0.012 8.78 4237 5.36 8.15 5.2t 226 3.99 1.60 0.78 -125 1.20 0.61 0.38 L.W 2.4: 2.e0 _0.29 O.tn 0.54 0-125 0�17 0235 1.41 1.M 1.91 0.It 0.16 0.22 0.062 D.D69 0.096 0.81 0.91 1.14 O-Oars 0.04 0055 U.015 0.017 9.024 1D IN. _-- 9.73 --�-- I5-03 Oat 6.04 q.55 10.28 0.32 958 13.41 2_74 1.15 5.8/ 4.42 6.52 8.63 2.16 3.31 4.65 4.16 D.04 1.43 2.00 ISO 115 3.84 • 1.22 0.53 4.48 1.63 O.rl :00 6.I t 2.Oa 0.00 3Ss 0.49 O.?D 7 7S 0 78 O. I Z 1.30 0.01 0.030 0.92 0.02 r 0.012 1JJ e.e3 7.05 2.87 3.41 25D 6.40 3.15 1.16 4.06 1.05 0-43 2.81 0.43 0.19 1.63 0.11 0.045 1.03 0.035 0.015 12 IN. 11.04 11.93 3.17 300 1.67 4.41 1.91 4.97 1.46 Dal 11T 0.65 026 1.04 0.16 0.469 1.23 D.05 350 8.95 : 3.87 2.55 5.69 1-95 915 3.04 0-79 0.34 2.21 0.21 9.091 1.44 0.065 _0.022 0.028 1.01 0.027 0.012 _ - -'-- -`- 400 10.23 T52 3.20 6S0 2.40 1.00 4.40 1.01 n 44 2AS 0.27 _ 6.12 1.64 0.09 0.039 6.16 0.04 0.017 l50 7.31 3.09 1.34 5.06 120 0.55 2.92 0-33 0.14 1.16 0.11 0.048 120 0.03 0.022 Soo 6.12 3.79 1.93 5.62 1 S3 0-66 3.24 0.40 0.11 7.05 0.13 0.050 1.48 0.06 0.02B ?S0 __ 8.43 3.25 1.41 4.e8 6.40 _0.55 145 OAT 1163 3.08 028 O.1Z 2.17 0.12 0.052 1000 11.24 5.54 7.40 6.11 6.48 0.21 2.99 020 0.091 ' 1750 5.11 2.20 0.95 5.14 0.73 0.32 3.61 031 0.13 Is" 9.12 3A1 11-1 4.iti f1)1 044 4-f4 0.•.; u.iD 2000 621 1.72 0.74 5.19 0.73 0.31 IR2T 261 1.13 7.23 1.11 0.40 B.On 1aS 0.67 3500 W.12 LOt 0.90 4000 IAT L66 1.16 D 'T1 Z m 0 5i n D C-) M Y Ww m -�< IT! n r J� Z Z A 0 /U/�) V ,1 , 5?-94-20a2 17 r 21 42= 641 83- 25 P . 72/yJ 37 k•--..A. Dvirnn s Class 8 insuiavon. • All single phase modes . feztur apadtr -MTt motors for maximum starting toRJe. Single phase (60 Hz). • Bui ton overload with automatic per • 'A and 'A HP —16r3 S1TOW with 115 V or LA0 V three prong plug. • %to 2 NP-1413 STOW with bare leads. Three phase (60 Hz): • Oveioad protedlon must be provided in starter unit • 1 a/4 i i0v1 with bare leads. 1 Designed for Continuous Operation: Pamo ratings are within the motor mar=cturers recommended vvor'ring fimr, can be . opCated corrnuousfy without damage when fully submerged. APPLICATIONS Speditally designed for the following uses: • Homes • Sewage systems • DewateringlEffluent • Water transfer • Light industrial • Commercial applications Anywhere waste or drainage must be disposed of quickly. quietly and effidentiy. SPKIFlCATIONS Rump • solids handing capabilidrs: 2' maximum. • Capacities up to 220 GRA • Total heads: up M 61 fee i DH. • Disci',arge site: 2' NPT threaded companion flan?% aS standard. 3' option avarlabk but must be ordered separately. (Order no. At.3) • Temperature: 104OF (400Q amMucus 140•F (6OcQ intermittem • See order numbers on rever.* side for Specific HP, voltage, phase and RPMs available resistaane;, stainless steel metal parts, BUNA.N dastomas. ■ Sh* Co roslon resistant, 400 Series Stainless steer. Threaded design. Lodowt on three phase models to guard against a xnR neat damage on acodembl reverse rotation. ■ Fasaeners: 300 series stainless steel. a Capable of running dry without damage m ompone:its. ■ Designed for continuous operation when fully submerged. MOTORS ■ Fully submerged in high grade mine oil for rubrication and efficient hea.4attsfer. All ratings are within the worldng limits of the mote:. FEATURES 16 a impeller. Cast iron, endased, non -,dog, dymmic* balanced with pump out vanes for mechanical seal protection. Optional sificon bronze impeller available. ■ Casing: Cast iron'iartged volute type for maximum efficiency. Designed for easy irutallaiion on AIO-20 side rah:. ■ Mled,animl Seal: SWM CARBIDE VS. SILICON CAMDE sealing faces for superior abrasive CLAs51 cO 40KEs .--Wy.,. -rAA A t. t 0 twnn931: uf,Na W1. --- heavy duty ban bearing oonsbucion. ■ Power Cable: Severe duty rated. oil and water resistant. Epoxy seal on motor end provides secondary moisture barrier in case cf outer jacket damage and to prevent of AcIdng. standard cord is 20. Optional lengths are avabbee. t Motor Cover 0-ring: Assures Dositive seaiina against contaminant and oil leakage. ■ Consult factory far, ii-,fomnara. on 575 V models. AGENCY LISTINGS ro. renal To and CACA223'.10 � SflndarCs pyCanessbndMM vvs c us Fje �9t>{ I%9 SerleS yz HP Pump fps dus#ries S=P-+34-20(32 17: COMPONENTS J `4. DesaiOon 1 1 Mulliwane nontlo0 mst iron imoe"r 2 Elecsa = naim owide and ins& 3 s'rSmrr©rbidsvs. -quwn WOO mectIamcal seal 4 S 1 Stairdess steel slratt I Hi,h oracle tarn oil 6 1 A0 ball boarim heavy dun design 1 1 ;am sealed able 8 I o-r* seal I i 7 425 �Q541 98 95 ?.03/a3 Sewag*u If � i i 3887BHF j DIMENSIONS SIMPLEX AND DUPLEX SYSTEMS Al dimensions are in inches. oo not use for consmralon purposes.) Simplex Ejector Systems are used where drain facilities are below existing sewer lines. , Also can be used for septic tank applications w iwhere wastewater must be pumped.away 1 ROTATION - i I j I from tank for treatment or disposal. 1 nn Duplex Ejector Systems: offer the ' _I \ •, j_, _ / 6 i rI necessary safety required by institutions wtions 71, r which cannot afford an interruption in `lacx-aAa = -L their sewage disposal systems. MODELS AND PERFORMANCE RATINGS PERFORMANCE RATINGS (gallons per minute) Ranged Dischame Sew a RIMS 2' 5ollds I Order No. i HP ( PH i Vahs 1 VAX Amps. I RPM WL (1hc.: INS031T2NF i I 115 1 12.4 W50318BHF % 1 255 1 6.3 t I 53 WS0312BHF I 230 62 i W50s11BMF I .15 1 14.5 1 WSas188NF 1 1 200 3.4 WSOS 1ISHF I w5053aBNF !� i L40 1 7.6 '00 4.1 I :5 WS053IBHF : M I' 3.6 { W50534BNF 3 460 I 1.3 wS05378HF 575 ! 1.5 W507188HF i I 200 r 11.0 J WS07128MF T 230 9.4 wSCT3dBMF i 4.1 y, 3.6W50T328HF 3r=w WS07348HF Ii 1-a WS07378W i I 2.2 I ism 85 WSt0188HF ! 200 1_ 14.5 WS1012SHF-1 1 1 _ 230 1 13.0 1 t W510388NF I 1 200 WSIM28NF 3 230 1- 7.5 1i}1 WS10348NF I I 460 i 3.8 i 575 1 3.1 1 WSISIIBHF I 230 17. a8H 200 !0.0 w515321mf 1% I 3 230 1 9.5 1 W51534BMF 460 1 4.8 1 w5ti37BMF I 575 39 I 1 92 wS20128MF 1 1 ! 230 1 18.0 I WS20386HF 1 1 1 200 1 12.0 i i W5I0328Mf 1 I { Z30 1 11.6 W520546HF 3 460 1 5 8 W5=78HF 1 I 575 14J I Order No. I WS036Nf1 WSO5 aHF W507BMF1w510BHF IW515BHFI W52dw 1 RPM,-! 3500 ; 3500 1 3500 1 3500 1 3500 1 3500 1C101 86 ! Ila I - i - I - I - i 15 I 4s { 88 120 I 158- 120 I -' ( 62 98 i 139 25 I - 32 I 74 120 1 170 1 204 { r 30 I - ( 49 1 101 1 150 190 7 135 i - 1 - I 21 82 1 130 I 175 { 3 1 400 I -I - i - 60 I 110 I 159 0 Y r45 1 50 - I - - 1 - 1 38 i - I 88 I 67 { 140 I 120 - { - ! 47 I 100 60 I - I_ - I_ - - I 29 so I 62 70 I - - - - 43 75 { = ( - - { I - i 23 aft 5-51 CO kom ES Is300 70� Ave. W . 33 Goulds Pumps r: ts� Q:. .f.. ITT Industries f TOT;- ?.03 .S?-94-2002 17:21 425 641 S925 P.21iO3 DA•rc:- FROM: 10: FAX: RE: ? H. D, FOWLER COMPANY INC. Pornp 13440 S. E. 30 Street Post Office Box 160 J ` Bellevue,. WA 98009 Phone: (425) 746rM jj Fax: (425) 641-8885 t J 3 --73 PHONE: iris fax should b2 a total of 3 pages, Including this page. Please let us know If you do not receive all pages. ,I. 0 DONNA L. BRESKE, P.E. 6621 Foster Slough Rd. Snohomish, WA 98290 Phone:425-334-9980 Fax: 425-334-7830 STORM DRAINAGE DETENTION REPORT FOR CLASSICO HOMES DATE: JULY 29, 2003 SITE: 15900 70"' AVE. W. EDMONDS, WA DRAINAGE - DETENTION - INSPECTION - GRADING & TESC SEWER & WATER - FEASIBILITY - SITE DEVELOPMENT CLASSICO HOMES 15900 70TH AVE. W. OVERVIEW: A single family home is proposed for construction at 15900 70ei Ave. W. The east property line fronts 70`h Ave. W. The site is 28,544 square feet in size. However, only the upper plateau, the east third of the site is proposed for development. The remaining west two thirds of the site consists of steep slopes. DESIGN: The drainage sub -basin area consists of the upper plateau area, 8,600 square feet. Total impervious area within this sub -basin is 5,517 square feet. A storm water detention system is designed for the development area of the upper plateau in accordance with the SBUH method, and ECDC 18.30.060.A. La for the 2, 10 and 100- year 24-hr storm events. A combination notch weir & orifice control structure is designed to release flows for the three storm events, at the pre - developed flows of the three respective storms. A chart of the pre -developed and post -developed flows is shown below: DESCRIPTION PRE -DEVELOPED FLOWS DEVELOPED FLOWS CONTROLLED RELEASE DEV FLOWS 2-YR, 24 HR 0.01 0.04 0.01 10-YR, 24 HR 0.03 0.06 0.03 100-YR, 24 HR 0.06 0.10 0.06 Flows will be released to a catch basin and pumped uphill to the city storm conveyance system within 70" Ave. W. From there they will travel to Lunds Gulch and on to Puget Sound. A separate Pump Sizing Report dated July 29, 2003 was prepared by this engineer. • • • Edmonds Community Development Code 17. Erosion and Sediment Control Requirement — Financial Liability. Perfor- mance bonding, or other appropriate financial instruments, shall be required for all projects to ensure compliance with the approved erosion and sediment control plan. [Ord. 3013 § 1, 1995]. 18.30.060 Development approval standards for storm water quality control. A. Any new devel� n= or redevelopment with more than 2,000 square feet of new imper- vious surfacing shall be required to provide storm water quality control. Compliance will be demonstrated by implementing an approved storm water site plan. Guidelines for storm water site plans are provided in the manual. The plan must address the following require- ments, in addition io ESC requirements: 1. SOC Minimum Requirement — Storm Water Detention/Stream Bank Erosion Con- trol. Storm water discharges shall control stream bank erosion and flooding of the down- stream storm system by limiting the peak rate of runoff from the site. The predevelopment condition for all cases other than open water bodies shall be considered meadows or young second growth forest. As the first priority to meet this requirement, BMPs shall utilize infil- tration to the fullest extent practicable only if site conditions are appropriate and ground water quality is protected. Due to high Found water tables in large portions of the city and a landslide complex in the Meadowdale area (where. high ground water increases the slide hazard), there are few sites within the city where infiltration should be considered. Exhibit B * delineates the areas where infiltra- tion may be feasible for this requirement if the site satisfies the requirements outlined in the manual. BNIPs shall be selected, designed, and maintained according to the manual. The min- imum diameter orifice size used for control shall.be five -eighths of an inch. In the case of redevelopment, this requirement shall apply only to that portion of the site that is being rede- 18.30.060 veloped. Any development or redevelopment that has less than 5,000 square feet of impervi- ous surfacing, other than a road constructed for the purpose of permitting new development, can comply with this requirement by using the guidelines outlined in the city of Edmonds' drainage systems handout (Exhibit A).** a. All development sites less than one acre that discharge directly or indirectly to a stream shall be required to limit the peak rate of runoff to the predeveloped condition two- year, 24-hour design storm, while maintaining the predeveloped condition peak runoff rate for the 10-year, 24-hour and 100-year, 24-hour storms. b. All developments greater than or equal to one acre that discharge directly or indirectly to a stream shall be required to limit the peak rate of runoff to 50 percent of the pre - developed condition, two-year, 24-hour design storm. while maintaining the predeveloped condition peak runoff rate for the 10-year, 24- hour and 100-year, 24-hour storms. c. All other developments required to .comply. with this requirement shall maintain the predeveloped condition peak runoff rate for the 10-year, 24-hour and 100-year, 24-hour design storms. d. Development of an access road -- private or public streets for the purpose of per- mitting new development, shall be required to meet this minimum requirement for both the street or road and the new development it is intended for. e. Storm water detendon/stream bank erosion control BMPs shall not be built within a natural vegetated buffer, except for neces- sary conveyance systems as approved by the local government_ f. An adopted and implemented basin plan (minimum requirement No. 8) may be used to develop stream bank erosion control or detention requirements that are 'tailored to a specific basin- B. The following deveIopmentss will be required to comply with storm water quality control requirements 2 through 10: A. c is ss iCo Hoes Pefemffon w0ksh eel" 15WO 711tb A.140_ 1AL �,&oo 5F Xt S T/N.G CoN.D (TtO� . use Mea&Ui per >ECDC UEUE1_OeE-V CON,DITON Impervious . 0 r'ivevwy House Concrete Patio 18. 30, 060. Re i Ec-�ea 5- t,77 14crPs lA 6-5--5F 3276 0 5F 72 5F" 5 5 17 s = . tT=1/1,9c- 11CcN CAI =86 La�dscapin� OL S_S; co 70t* rove, w � a �-2-8-03 Scale 1".:20- 5 3•T4w" E cc 7/28/03 page 1 CLASSICO HOMES 15900 70TH AVE. W. 3' DIAMETER DETENTION PIPE BASIN SUMMARY BASIN ID: A100X NAME: 100 YR 24 HR EXISTING SBUH METHODOLOGY TOTAL AREA.......: 0.20 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERVIOUS AREA PRECIPITATION....: 3.00 inches AREA..: 0.20 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 13.09 min IMPERVIOUS AREA ABSTRACTION C F: 0.20 AREA..: 0.00 Acres CN..... 98.00 PEAK RATE: 0.06 fs 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: NAME: 10 YR 24 HR EXISTING 0.20 Acres BASEFLOWS: 0.00 cfs / TYPElA PERVIOUS AREA 2.00 inches AREA..: 0.20 Acres 10.00 min CN....: 85.00 13.09 min IMPERVIOUS AREA 0.20 AREA..: 0.00 Acres PEAK RATE: 0.03 cfs VOL: CN..... 98.00 0.01 Ac-ft TIME: 480 min BASIN ID: A2X NAME: 2 YR 24 HR EXISTING SBUH METHODOLOGY j TOTAL AREA.......: 0.20 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 1.50 inches AREA..: 0.20 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 13.09 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 TcReach - Sheet L: 125.00 ns:0.2400 p2yr: 1.50 s:0.1000 PEAK RATE: 0.01 cfs VOL: 0.01 Ac-ft TIME: 480 min is 7/28/03 page 2 CLASSICO HOMES 15900 70TH AVE. W. 31 DIAMETER DETENTION PIPE BASIN SUMMARY BASIN ID: B100D SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: 100 YR 24 HR DEVELOPED 0.20 Acres BASEFLOWS: 0.00 cfs TYPElA 3.00 inches PERVIOUS AREA AREA..: 0.07 Acres 10.00 min CN....: 86.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.13 Acres PEAK RATE: 0.10 cfs VOL: BASIN ID: B10D SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: CN....: 98.00 0.04 Ac-ft TIME: 480 min NAME: 10 YR 24 HR DEVELOPED 0.20 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 2.00 inches AREA..: 0.07 Acres j 10.00 min CN....: 86.00 / 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.1� 3�A Acres CN....: 98.60 PEAK RATE: 0.06 cfs VOL: 0.02 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 24HR DEVELOPED 0.20 Acres BASEFLOWS: 0.00 cfs / TYPElA PERVIOUS AREA 1.50 inches AREA..: 0.07 Acres 10.00 min CN....: 86.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.13 Acres PEAK RATE: 0.04 cfs VOL: CN....: 98.00 0.02 Ac-ft TIME: 480 min • 7/28/03 page 3 CLASSICO HOMES 15900 70TH AVE. W.' 3' DIAMETER DETENTION PIPE HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0.012 480 323 cf 0.20 2 0.027 480 569 cf 0.20 3 0.061 480 1136 cf 0.20 4 0.042 480 715 cf 0.20 5 0.061 480 1034 cf 0.20 6 0.101 480 1699 cf 0.20 11 0.014 570 715 cf 0.20 12 0.033 520 1034 cf 0.20 13 0.058 1300 1699 cf 0.20 7/28/03 page 1 CLASSICO HOMES 15900 70TH AVE. W. 3' DIAMETER DETENTION PIPE STORAGE STRUCTURE LIST UNDERGROUND PIPE ID No. P1 Description: DETENTION PIPE Diameter: 3.00 ft. Length: 56.00 ft. Slope...: 0.0050 ft/ft e h nth r S'-10ra9 e in Is ctf Pecreas Le g each end N Tye e 3.11 335,751- 0 Type z -- q-g �� a P C -.va (e�tf Leh fh e-� u� ' 9 zs 3Z x 3< <I = l q, 3 cF 1Z IZ 3 / 0 /eve 3 o L8.25 s-6 - a 4F 3 ' ���e It 7/28/03 page 2 CLASSICO HOMES 15900 70TH AVE. W. 3f DIAMETER DETENTION PIPE DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. C1 Description: ORIFICE & NOTCH WEIR Structure: 01 Structure: Structure: N1 Structure: Structure: NOTCH WEIR ID No. N1 Description: NOTCH WEIR Weir Length: 0.1300 ft. Weir height (p): 1.7000 ft. Elevation : 337.00 ft. Weir Increm: 0.10 MULTIPLE ORIFICE ID No. 01 Description: ORIFICE Outlet Elev: 335.75 Elev: 335.25 ft Orifice Diameter: 0.7000 in. � 7/28/03 page 3 CLASSICO HOMES 15900 70TH AVE. W. 3' DIAMETER DETENTION PIPE LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE M 14TCH <-------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) PiFA K 2 YR 24 HR ................... 0.01 0.04 P1 Cl 336.87 11 112.03 0,0( 10 YR 24 HR .................. 0.03 0.06 P1 Cl 337.14 12 156.23 0.03 100 YR 24 HR ................. 0.06 . 0.10 P1 Cl 338.86 13 392.78 0•0( 0 0 DONNA L. BRESKE, P.E. 6621 Foster Slough Rd, Snohomish, WA 98290 Phone.425-334-9980 Fax: 425-334-7380 GRADING QUANTITY' CALCULATIONS FOR. CLASSICO HOMES DATE: SEPTEMBER 15, 2003 SITE: 15900 70T" AVE, W. EDMONDS, WA 98026 PREPARED BY: DRAINAGE - DETENTION . rNSPECTION - GRADING & TESC SEWER & WATER - FEASIBILITY - SITE DEVELOPMENT woQiC51jEET' FoR f_l�}�Ico HOM1=S �t��: rsgoo 70� lire. 1�1. rd ds wA- ' 7 "lull R RED!` � 8Y. ' DONNA L. BRESKE, OW FOSTER SLOUGH RD. SNOHOMISH. WA 98290 PHONE: 425-334-9M FAX. 4254U-7380 V Jr � 9' W a z f , I EX 5540- rE _ S42._ E \7 AReA a Zoo SF A u G. c a uNDE R Hou.SE = 3.13 ff � AV4. oEptM of aLL - NoM ` p" 8 olk =-1,S, i $bo 5�' X 3, f 3 = 5,622 f,63t - r 262S �t3 ?.Sa � F � r.s CliT = 21(o CY F�C.L F-1tL " on cY RUG. oEPTH OF GyT SOUTH YgRP-k0C�RY A2EA'4 ` i�_ 1 SC ALE. I '2V SCALE. Ak)4 UNDER Hou,$Lc vo 5F x I= 2io �c3 2oos� x + - sc)o � 3 = �} �� G cu-r - �W d YARD- 1S` AV4 r7la., 8 Cy QJT LINER 5ARRCYE = `�ar3 CUT � 5- c y A UG. c�T BALK YARD = �i 15-1 l% 13SD x 1, s = Zo25 7JO 7S .3 Io445r x -1.13= 4312 FG3 86o5Fz�IS= 99v Ft3 G(�T = Cy Cur = j5 8 Cy 6 u7 r 3? C Y • SUMMARY: Attached is a Grading Quantities Worksheet for grading activity associated with construction of a single family residence located at 15900 70th Ave. W. in Edmonds. A sure wary of the grading quantities is listed below: HOUSE UNCLUDINO GARAGE,): CUT: 374 CY FILL: 8 CY TOE CUT: 493.5 CY FILL: 105 CY YARD & DRIVEWAY: CUT: 119.5 CY FILL: 97 CY Grading quantity calculations do not account for soil swellage or shrinkage. 0 SUMMARY - Attached is a Grading Quantities Workslneet for grading activ* Anwinud with construction of a single family residence located at 15900 7e Ave. W. iS VdMnds. A summary of the grading quantities is listed below: HOUSE (NCLUD C3 CA—K&Q1): CUT: 374 CY FILL: 9 CY TOT CUT: 493.5 CY FILL: 105 CY YAW dt P.&MWAY: CUT: 119.5 CY FILL: 97 CY Grading quantity calculations do not account for soil swellar or SWI* gc. w69K5aF�T FoQ Ct-499co H oML7S 4 -15- 03 (TE : 15940 704 4e- W- REPARED BY' DONNA L. BRESKE, P.E.;';, seal FOGMt SLOtW RD. SNO"OMk%K WA 99M PHONE'. 4253344090 r FAX 429-314-MO D A v G. c a-r upoE R mouSE t X 13 f* 1940 5F x 3,(3 = 5822 A cut = UP CY �I1G FI CL u Room = I �t wo SF x Is 2io 0 rta4r Q C 3 Av4 (qT UM ER W*cE =rf.13 !3 Io�4g5F x At.13 = 4312 Ft cKT = /58 Cy rnnc� -- wr-n rE - 3+1.: i AM4. PA M dF FUL ' WWM `OM t I)Ikj -j6 f.S• t ?.Sa sr v 1.5,- 24 2S' f6 s F1 l- = on Cy Of 111G. OEP'Ti� of cqT• S"TK Y,QRP-ROCAWY AJPFA =4 a r,3 �p 3F If 4 a pip LuT = '7s- cY 6 M16 COT OyiU A ills- cvT BACK Y1WD = 1,15' 13Sa it 1. 5 - 202040 e6o5Fxf,t5-= 990 ft3 coT, = 75- CY 6qT = 37 cY 0 DONNA L. BRESKE, P.E. 6621 Foster Slough Rd. SNkmoidL wA 98290 Phone: 425-334-9980 Fit: 4$0-334-73W (TRADING QUANTITY CALCULATIONS FOR CLASSICO HOMES DATE: SEPTEMBER 15, 2003 SITE: 1. 5900 W" AVE. W. EDMONDS, WA 98026 .. . .14 . ym DRAINAGE -DETENTION - INSPECTION -GRADING ATM SEWER & WATER - FEASIBILITY - SITE DfiVSLOMMM I GvL�H R0. L U N D 5 GULCH RD' so 4 160 I1 101 40 10 , 10 1 Z W a 0 7 6 0 z 3 S-46- s4 2 2 I S-12-7s Ira I2 8,0' 24 I I I 2_ 25 3 I 4 — 28 - 26 5 0R%.J95 i 27 MEADOW DALE W z 1 7 1 158 T H ST S. W. NOT OPEN L --- I 2 I —2 31 z I--- � 3 - - 32 I 4 I 4 { ---- - --- 2 - - - — - - --- 40 I 5 5 a a: f— 29 30 33 ( 6 6 I 7 e 7 I o 34 I 8 to 8 z Z Q] i 9 19 35 I sc 1 101 10 0 10 to 1 r. 2 3 4 2 3 0 3 53 3 4 � 4 L it 4W 5 W 59 58 v — 5 6 E$ S 6 7 a 501 m 7 810 a 6 52 3 8 8d 9 57 9 10 ' q O F 8 p II o 44j16?� N D ST S. W 66 (A) � 2 / 2 (B) Q-- - L_ I G _G7..,Fo C J 60 6 60 7 8 9 _/sl'_ • S•58-67 S-5-66 127.89' 240.74' 0 0 15 1 HI. 60 (1)S o (2) 8 (Cd S BZ 6s(D� I N N N �) S-IT- 7b 9 157TH ST. SW M r_ (A) (BI I 50 F i - ° (D) (C) 10 S-69-73 60 40 O I 2 S-36-88 S-60z6 (A) SB)60 -7 6 208.6 — _ I'D' t 160 T L4*( (31 a MEADOWDALE MEAD HEIC City of Edmonds Permit No: RIGHT—OF—WAY CONSTRUCTION PERMIT r Issue Date: i' A. Address or Vicinity of Construction: 115 qi 00 Vv c ..y e.. � %? B. Typeof(be specific):' l]�(ry`, IW/ork r 0, 1% I _ rX � �! \ rA i/t'. �..!C J � d �; o t Q��' r'N C. Contractor: J Mailing Address: State License #: I L C 4 0 -C t (� I b'►✓� �, D. Building Permit # (if applicable): E. ❑ Commercial ❑ Multi -Family INSPECTOR: - F. PAVEMENT CUT: CONCRETE CUT: ❑ Subdivision ❑ Single Family YES ❑ NO ❑ YES ❑ NO Liability Insurance: Bond: $ Side Sewer Permit # (if applicable): ❑ City, Project ❑ " •EUC (PUD, VERIZON, PSE, AT& T, OV WD) ❑ Other G. SIZE OF CUT X ` f INDEMNITY. • Applicant understands by his/her signature to this application he/she holds the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR . FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. ♦ Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be - trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. ♦ Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City - approved material prior to the end of the workday — NO EXCEPTIONS. ♦ Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS f 6 Signature: _ sP =, "�_._ �. k'_..� �.__ /�. ,. G i °x.:�. ��- _- Date: 1)C)q ..� (Contractor or Agent) FOR CITY USE ONLY A roved b , _ t Right-of-way Fee: 1�1&,C. Time Authorized. -'Void After 46 r �' 2 / ° r, l -� Disruption Fee/Fund 111: Special Conditions: )�Z_J stir s sTc:9 --' k( W 7�, r,,,,4estoration Fee: Aur-4tLp r Cry,. AtLk:i AFFrtrf0 --,I�CNjl tal°Fee: .06, ' 72 11tc.-r AFF P 4/ �'-Z AG r: ; k A t ALt- n wry . c` '(ett i`C: twit w1 ' Receipt No: r- Tua �-;� a &A N . �r nit_ Fc`k = C A7� � Issued by:, .,t;,+?�'�.-.# A, t+. i i (? K a r t .:C;�'i = n r , .r . - "f' 'Qw �_ . ✓ r + r'V r:1,1' — 41 v .K �:;. .-rY i f:. t,' ',t .�-Gifu w I_{; t�:� hMT➢4,h "S`ttiS\d tytT-6AO,, ;ki,4 AtI, f�a� flF r7trrtt� lZc:! UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE (P¢one 4 5-771-0220, Ext.1326) FINAL APPROVAL OF PERMITTED WORK. DATE:A r Inspector's S97gnature For inspection requirements see Engineering Inspection Information handout. DAMy Documents\Forms\Engnmg\ROWpermit_.doc • • l-OZM rav3HV �-OZM r3MIOMO r M -31 Boa AZ NOT TO SCALE Pilchuck Contractors, Inc. Job #106119156 17 Nov 03 Sheet 1 / 1 J. Buss National Barricade Co t t� 26' 1VING Notes: 1. All signs and spacing shall conform to the MUTCD and City of Edmonds specs. 2. Work zone is 11' e/o c/I 70 AVE W & 250' n/o 160 ST SW 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. d' Q O ti CV 17 fV N o� Q O n CHANNELIZING DEVICE SPACING (FEET) TAPER TANGENT 20 20 LEGEND WORK AREA • 28" TRAFFIC CONE -0-- EXISTING TRAFFIC FLOW Q SIGN LOCATION FLAGGING STATION PROTECTIVE VEHICLE OR WORK VEHICLE 0157070 HIe:A1ts enaniszrim skG&s'PIat1TIFQi57070.TI ry Re _ _L�8 • r� — m 3533 f'193r � � 0 1YJt +trl�i' Yse c �y x 1969 150 Iles n rJ a � l986 t• ret s e BV ' wl.l< fgre � 160 S T aw v^U-rso wr— e c SIMPLEX JUNCTION BOX, STRUCT. PLASTIC 1 1/2' CONDUIT FLANGE —1 EY CONDUIT SEAL (REQ'D BY OTHERS) 18' MIN ELECTRICAL CONDUIT AIR VENT, CONNECT TO DWELLING �•+� PLUMBING VENTALATION. INLET FITTING, TYP. (FIELD INSTALLED)- --- 1` 4' INLET FIBERGLASS OR HIGH —� DENSITY POLYETHYLENE BASIN LU lA I / \ I FOINT \��I 337p�,a----------(- - ilk / I I •','.'.'.'.L .'.'- NATIVE GRO.UTH PROTECTION Az fREA EA&EMENT/////////// 6TEE1f=1 SLOB-'� C ",,,,,,/ / / / ITICAL 5LOF5 EXCEEDS 40ro WITH A/ 2 0 1 F 4 E T F A L L 24' BASIN COVER, LID SHALL BE STRUCT. PLASTIC TRAFFIC RATED AND SHALL BE INSTALLED STAINLESS STEEL FLUSH IN ASPHALT VALVE EXTENSI❑N OR CONCRETE, HANDLE //�SST FASTENERS 2' r-FINISHED GRADE 12, ----RAIL MOUNTING FLANGE '�"—LIFTOUT CHAIN —ANTI—SIPHON VALVE, PVC (IF REQ'D.) TOP HOLDDOWN - —RISER PIPE 2' HI—M❑L POLY FORCE MAIN 2' BRASS MIP X IPS COMPRESSION FITTING WITH STAINLESS STEEL STIFFNER —HIGH WATER 'ALARM' LEVEL SHALL BE A MIN. OF 6' BELOW INVERT OF4' SEWER INLET 2' MIN —•PUMP '❑N' LEVEL GUIDE PLATE . ' DISCHARGE PIPE PUMP 'OFF' LEVEL----''• y SWING CHECK VALVE & DISCONNECT ASS'Y GRINDER PUMP CONCRETE ANTI —FLOTATION BASE DISCHARGE CASE rO OG iMsTItL-LED BY co "rR, 4C-MR ANTI —FLOATATION PLATE OR FLANGE CITY INSPECTION REQUIRED REFER TO CITY HANDOUT PRIOR TO BACKFILL #74 FOR DESIGN AND PERMIT REQUIREMENTS 1a90_199U •• •'E:D •M o N 'Q .. . REVISIONS APPROVED BY DATE STAN DAR D DETAIL D. GEBERT 6/16/03 24" SIMPLEX GRINDER PUMP WITH REMOTE MOUNTED CONTROL PANEL D. GEBERT 6/23/03 DATE SCALE DWO N0. 5/9/02 NTS E6•7 --+— c GRAVITY FLOW FROM DWELLING 0 IL.VLO I I I I � ; I 335 340 345 DWELLING PROPERTY OWNER PUBLIC RIGHT—OF—WAY PUMP CONTROL PROPERTY LINE PANEL LOCKING LAMPHOLE COVER FINISHED GRADE rAND 2° PVC SLEEVE 6° RISER 3' MIN COVER AND 45• J ­1 8 BEND 5' MIN 2,[— � '�" I TYPICAL SIDE SEWER -i SEE DETAIL 'A' FOR CONNECTION IN THIS AREA GRINDER PUMP ASSEMBLY FORCE MAIN 2' IPS POLY HI—MOL PIPE (200 PSI) GRINDER PUMP SERVICE LINE NOTES ROADWAY GRAVITY SEWER MAIN - PROPERTY OWNER I PUBLIC RIGHT—OF—WAY GLUED MAIN FORCE ­1 0E—\ f 6' SDR 35 PIPE 1. WRAP AND TAPE 12 GAUGE TRACER WIRE EVERY 10' TO THE FORCE MAIN. 2. THE LOCATION OF THE STUB SERVICE TERMINATION SHALL BE MARKED BY THE CONTRACTOR WITH 2' X 4' TIMBER EXTENDED VERTICALLY FROM THE PLUG END TO A MINIMUM OF 3' ABOVE THE GROUND SURFACE. A 12—GAUGE GALVANIZED WIRE SHALL BE ATTACHED TO THE TIMBER FROM END TO END. NEITHER THE WIRE NOR THE 2' X 4' SHALL BE ATTACHED TO THE SEWER PIPE OR PLUG. THE EXPOSED PORTION OF THE 2' X 4' SHALL BE PRE —PAINTED TRAFFIC WHITE WITH THE WORDS 'GRINDER PUMP SEWER CONNECTION' STENCILED ON WITH BLACK PAINT. THE END OF THE 2' X 4' SHALL BE PRE —MARKED IN PERMANENT INK WITH THE LENGTH OF THE TIMBER INSTALLED. 3. GRINDER PUMP VENTILATION SHALL BE CONNECTED TO THE HOUSE SEWER VENTING SYSTEM, PER NFPA CODE, 'a90-199V 6- SDR 35 SPIGOT (W/ 6' GASKET) X 4' SCH 40 HUB 4 X 2' SCH 80 SLIP X THREAD BUSHING 2' BRASS MIP X IPS COMPRESSION FITTING WITH STAINLESS STEEL INSERT DETAIL 'A" CITY INSPECTION REQUIRED PRIOR TO BACKFILL C I•'�� ' . 0 F. .: • :•• -E - D-- M -0 : ICJ. . REVISIONS STANDARD DETAIL APPROVED BY DATE a GEBERT 6/16/03 GRINDER PUMP SERVICE CONNECTION TO GRAVITY SEWER MAIN D. 6M/03 DATE SCALE DWG NO. 5/9/02 NTS E6.9 48" HIGH ROCKI=RY Al-,1 ♦.... .- Fp°Es OP 8 O°v�R�o Site Requirements 1. Grinder pump station shall be located externally of the residential dwelling, unless otherwise approved by the City Engineer. 2. The location of the grinder pump system shall be chosen to reduce negative pressure and air entrapment. 3. The pump station, including electrical panel box, shall be protected from the 100-year flood. 4. Pump station shall be installed no closer than 5 feet from any structure, rockery, etc. 5. Pump station lid shall be installed no less than 2 inches above the surrounding grade in dirt, grass, or garden areas. Lids shall be installed flush in concrete or asphalt surface areas. If located in an area subject to vehicular traffic, lids shall be traffic rated and shall be installed flush to concrete, asphalt, or surrounding ground surface. 6. No potentially large shrubs or trees shall be placed along the force main alignment. Sewer lines shall not be installed directly under large trees or shrubs. 7. Hose bibs on the house shall be within 15 feet of the grinder pump. EX 5S CO N 32 " PEEP IE = 342.3 IN S'M L L co EX Q3 Tap= 341-, WATER & SEWER INSPECTIONS READ CALL 425.771.0220 Iy ,1220 �ER1Pa- ' = FISHER 51 ST 1zoo 150TF1 a; GgOD n ¢' SH PL SW _ �, •T-� �' MEAJJDNDALE •ws r� I„.� 13 156TH CDORIY';,#, ,y...l: '---` 2 157TII ST SW �lSJ dFi :R,''� ST fbr MEADDWDALf 3 � o rL sx 9 ¢ e 1 = ST S 16 162N l I63RD 163RD St SW 1lY1 �g�. Li•iY �� J 4 ¢ n a 40 PL yyT 164TH PI. SW S 165TH $W - y. PL StY. 16SPI d FIRMM 3e i2i�;F. PL¢ 4ISW v sv ....... / Fa SCALE , =10 APPROVED AS NOTED ' ' I BY ENGINEERING o' 10' za \ NOTE: :': THE SITE IS LOCATED WITHIN LID 210 �..... I \ UTILITY FOINT - c >rASlirllr"T THE CITY OF EDMONDS WILL PROVIDE 345•10 � THE GRINDER PUMP STATION. A SIDE - - - SEWER PERMIT IS REQUIRED AND A AND LICENSED� BONDED CONTRACTOR i SHALL INSTALL THE GRINDER PUMP. I / ' THE CONCRETE ANTI -FLOATATION BASE i IS TO BE INSTALLED BY THE CONTRACTOR. Instrumentation Requirements 1. Pump on, off, and alarm levels shall be controlled by three mercury tube float switches or by ultrasonic level measurement of a manufacturer approved by the City Engineer. A fourth level control is recorrimended for redundant off/low water alarm. 2. Provide alarms for high wet well and pump failure. Provide an audible (minimum 100-dB level), as well as visual, alarm panel located inside the residence. A battery operated backup power supply for the alarm system is required. The high wet well alarm should activate when more than two-thirds of the wet well tank depth is exceeded. 3. Pump stations shall be provided with a red, flashing alarm lamp mounted to be visible from the nearest public right-of-way. The red alarm lamp shall be energized only upon high wet well level or when the test switch is enabled. 4. Controls shall automatically re -start after disruptions in power supply. Electrical Requirements 1. Pump control panel shall -be a NEMA 4X cabinet and located in direct line of sight from the pump station. The panel shall have a dedicated circuit from the dwelling's panel .board. .2. All electrical controls except audio alarm must be installed outside of the home and accessible. 3. All electrical leads to grinder pumps and accessories must be installed in buried, non-metallii- Force Main Requirements c conduL. 4. State electrical permit is required. This can be obtained at the State Department of Labor 1. All pipe and fittings for the grinder pump system shall be 2-inch High Mol (200 psi) & Industries. polyethylene pipe from the grinder pump to the 6-inch gravity sewer stub at the property line. The polyethylene pipe shall be joined by brass fittings with stainless steel inserts. 5. All electrical connections, conduit, etc. must be inspected by the State Electrical The pipe location shall be identified by installation of a 12-gauge tracer wire wrapped Inspector. and taped every 10 feet to the force main. Minimum cover on force mains shall be 3 feet Other (or as required to provide minimum clearance from water mains and other utilities). 2. Force main diameter shall be sized for a minimum flushing velocity of 2.5 ft./sec. The 1 All sewer lines must be left exposed in the trench for City inspection and location minimum force main diameter shall be 2 inches. recorded. 3. All discharge pipes should be located within private property and connect to a side sewer 2' Prior to the construction of the grinder pump station and permit issuance, the Engineering cleanout at the street right -of --way per City of Edmonds Standard Detail E6.9. Division must approve the plans and profile. A separate right-of-way permit must be secured for all work in the City right -of --way. Only licensed and bonded contractors can 4. Fittings along the force main, such as bends, will not be allowed. Pipe couplings shall be obtain this permit. All sanitary side sewer line installations in the City right-of-way must brass compression with stainless steel inserts. be constructed of 6-inch or larger PVC or ductile iron pipe. Any deviation from these rules and regulations must receive the prior approval of the City Engineer. UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING 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 POTHOLING ALL OF THE EXISTING UTILITIES AT THEIR LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY 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 VARIATION. EXPIRES: 11 05 03 PREPARED BY: DONNA L. BRESKE, P.E. 6621 FOSTER SLOUGH RD. SNOHOMISH, WA 98290 3 PHONE: (425) 334-9980 FAX: (425) 334-7380 AUG —fir.. SITE ADDRESS 15900 70TH AVE. W. EDMONDS, WA 98026 SEWER PUMP SYSTEM DESIGN FOR CLASSICO HOMES SCALE: 1 "=10' I DRAWN DATE: 8/4/04 1 SHT NO. 21 OF 1 iv �.i � .o,. e �.1 POINT 4 s N 4/1 SETBACK WN5-� ALLOWABLE TIGHTLINE MATERIALS SDR35 (ASTM D-3034) PVC ADS N-12 (DOUBLE WALLED) SCH 40 PVC RANCOR (F810) PVC 338.8 PVC I �- 6P'I�c oUT 6"PVC TEE S3s,7S CL= 337.0 HEIGHT= I.0' WIDTH = 0.13 v , , ROCK)=RY bb � 3/f 12" WASHM ROCK 6" PERT' PVC W/HOLQ= POWN ti LAIO PLP' WRAP SvEs 4 BOTTOM W/ P'ILTEP, MBRI C sI'REppER TEl\(c�l cRoss's°T �I�i Nr N.T. 5, 335,75 PIPr 335.25- 9''MIN . `- PVC CAI' sF-cuRE UVITH ADHESIVE (DRILL 0.7" pIPMETEIR ORIFICE IN CENTER OF CAP NOTCH WEIR DETAIL 338.8 (o it pVc 0.13' F Lw- 1, E � I'll L-.X 55c0 40r 3211 DEEP WATER & SEWS b S (E 3,12, 31NSPECTIONS R CALL 425-771.0220 EXT.1326 , 12-LF^o, V' pvc 0� Fa NPNC 18" MIN. _ MFIfNTAIN 2' t... - __E MINIMUM COVER oveK Dr;'it~uTroh( P PIPE. baT . Pipe NERXONTRAC:TOR IS RESPON' "..'j.E FOR �ROSION ! �ONTRO. AM) DRA'7 ;<� I" •oRIRCE / I --- - DETENTION DETENTION PIPE BEDDINCA DETMIL - N•T.S. 2 M IN-1 i— PAy MINT 0R 501L CoMPACTE.D N4TIVE MATERIAL PIf DIAMMR C TRENCH FFI LLEC) aE"rEN-rloN W ITH 3/4. _ I 1/z,r PIPE WASHF-D GRAVEL OR PEA GRAVEL UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN CN THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATIONS PRIOR 10 CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOBATE AT 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT THEIR LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY 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 VARIATION. CATCH BASIN TYPE i 331.0 --.W RFIEAsE 6 nucrulzE ` yfE I-L c.B EXPIRES: 11 05 03 a a FISHER 3; noo 51 ST �50TN 416 sw PL SW `r , a' yp'tN oSW f = z 152ND e� S_T _ - y ,,V MFi1,/Y1NDl�LE'�a pia"rrr•.. f 5 1 I < CDUNrr�s 156TH --- 3 - tfirnl sT s>r � rs �;; L,tA^• _SI_ ;: �., •.' ; ... , r..:.:. , D D MEADDWDALE s PLSW,V. ai 3 9l = ST 1 : . iE v I ' 2N - F.n 1 BROWNS 163RD y 163RD ST SW BAY 4 a o 3R0 °L$ a SW /1 r 164T PL SW 165TH a a 6 yJy s i- •o PL SW �• .EfAn ..` .. yi . 165TH PLa' e a PnaooD SW g s P 1 APPRUVh` U AS NOTED BY ENGINEERING CHECK VA LVL tD` ~-- _ 2 :�3 a 03 1'iz" RYG . Sch fo r-r- MERCURY ON/0FT FLOAT - SWITCH orr PL 335,7S ON E L= 336.5 CONCRETE INLET 36"x24-" ADS REDUCER 335.75 OAR11GE PANEL TO HAVE DEDICATt-P ciRcurr Fop. QUMP I' PLASTIC CONDUIT TO GARAGE W/ POWER UK OR-pIRECT BLIR14L CABLE SUAP PUMP WSIsT2sHF GauLD PUM1P OR E-QoIVAl..&NT TYPE 1 CATCH BASIN PUMP .311-SiN CATCH BASIN TYPE 1-L 3611X24" ADS REV(f(eR ORIENT AS SHOWM TO PREUENT UPSTREAM RIR-LOCI; b 5"lti 3' PiA DETENTION PIPE .4-=-- DETENTION PIPE- DET41L N - T1 S. PREPARED BY: DONNA L. BRESKE, P.E. 6621 FOSTER SLOUGH RD. SNOHOMISH, WA 98290 PHONE: (425) 334-9980 FAX: (425) 334-7380 100 YIi- E L ,�j 33g_Qb 336.0 TYPE-2 C13 SITE ADDRESS 15900 70TH AVE. W. EDMONDS, WA 98026 DETENTION & STORM WATER PUMP DESIGN FOR CLASSICO HOMES SCALE: 1"=10' j DRAWN DATE: 7/29/03 1 STIT NO. i OF 1 + is