The URL can be used to link to this page

16414 75TH PL W.PDF111111111111 6079 16414 75TH PL W ADDRESS: TAX ACCOUNf/:VARCEL NUMBER: 00- /-3% 0 !? 77 +V' 0?- BUILDING PERMIT (NEW STRUCTURE): .2-,COO COVENANTS (RECORDED) FOR:J&4.b%m1A-�:-,55 wa&m MIK CRITICAL AREAS: / 6-48.3 DISCRETIONARY PERMIT #'S: DETERMINATION: ❑ Conditional Waiver Xstudy Required ❑ Waiver DRAINAGE PLAN DATED: (Y 2-7-0© Clq �-- lg -1-J-6-cp PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: Qu (r9366 030,3O� PERMITS (OTHER): '``�� O3� T �O/�� /''�'/✓C�, PLANNING DATA CHECKLIST DATED: �/ �! 4 �// T / / SCALED PLOT PLAN DATED: (� G `l l m SEWER LID FEE $: LID #: 210 SHORT PLAT FILE: LOT: NyZ J BLOCK: 97 SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED: 3 S-0I /v► OTHER: I L/ S / ~r- 00Zzo0l 4V1f1zwtA t1 LATEMP\DSTs\Forms\Street File Checklist.doc NOV-13-2001 08:36 P.02/02 1 0 o 14. X a A.Q BUILDERS 110MES9 INC. 17813B - 44th Avenue West Lynnwood, WA 98037 7Do COs?- d--b_ �d o r cz � �b d � 0 2 � (A R, TOTAL P.02 1-100-13-2001 11: 09 P. 02%02 ..4w estern. Oginegrs l"c• �_m 13000 Highway 99 South • Everett, Washington 98204 (425) 356-2700 FAX (425) 356-2708 ;u oa • PLAMORS • INGINBU A.C. BUILDERS HOMES, INC. 17813B - 44th Avenue West Lynnwood, WA 98037 �ToC) Lo 5 Z N 87.35'43" W `v co '259.77 ;T RD SAN. SEWER CONS � f DECK AS —CONSTRUCTED HOUSE AS -CONSTRUCTED RD N ca �l ;CIO c9 LV-Jro � I r �-4 - IA�NQ� USE CONSULTANTS -, CIVIL &T 70 ' GARAGE 7 AS —CONSTRUCTED I.r rI r _ - - CONCRE ORI VEWA) 'D 443 0,1 opt �L9 Nds 1�r O ff,\ as `ISj � N 8 7.35 W`�v N41 LAND SURVEYORS ENGINEERING CORPORATION TOT P.0' r Critical Areas Checklist Site Information (soils/tooraPh /h droi �Y/v etation) I. Site Addressf-Location: �v -T Z � � 1 1 Vj t 2. Property Tax Account Number: 3. Approximate Site Size (acres or square feet): �. d�l'.JLti •:f��; � 4*6 4. Is this site currently developed? yeas;; k no_ If yes; how is site developed? �% f 5. Describe the general site topography- Check all that apply. Fiat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet aver a horizontal distance of Wfeet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a boruontal distance of 33 to 66-feet). . Steep: grades of greater than 301t,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: 10 S ; Approx. Depth: 10 7. Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year?, 8. Site is in the floodway floodplain of a water course. 1AJ 4-ow K —. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- N round? Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ;meadow _;shrubs ; mixed urban landscaped (lawn,shrubs etc) _ 11. Obvious wetland is present on site: Staff Use Only 1. Site is Zoned? 125- Z ' X t25 ' Z4-- —14 A(ctta-�t 2. SCS mapped soil typ*)? 4 A(eti�r•.d-Fv�ir�r a�.uc, s'v,�.a..3 s !r �'"r�`,f sa�d.T L�s ,, 19-7-5,2 reef 3. Wetland inventory or C.A. map indicates wetland present on site? '* - Srrt tin carnD k 4:;�• :-,Critical Areas inventory or C.A. map indicates C,ritical,Area on site? `q - •(U&(, 26 0";" A'A iwf 5.. 'Site within designated earth subsidence landslide hazard area? Ya ' 302. c 1n*& •h s4Vz fz.� a 05 6. Sits designated on the. Environmentally Sensitive Areas Map?1 Yes - �` SlgPc en.• `gym'- , . •. ace e6Prw r✓+U FYI MtA WN rtwew .DETERMINATION .. Q _I -STUDY REQUIRED CONDITIONAl- WAIVER WAIVER Reviewed by: `�e� Planner Data , Rav 0110404 • � O 8ya•i99 City of Edmonds Critical Areas Checklist The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff_ to determine whether any Potential Critical Areas are or may be present on the subject property. The information needed to complete the Checklist should be easily available from Observations of the site or data available at City hall (Critical Areas inventories, maps, or soil surveys). " An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. With a signed copy of this form, the applicant should also submit a vicinity reap or plot plan for individual lots of the parcel with enough detail that City staff can find and identify the subject parcel(s)_ In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Own �/A pplicant: Applicant Representative: A, Name Name 17913 B WIft- Street Address C�t' State, ZIP Phone Z Signature Date Street Address City, State, ZIP Phone ature Dace City of Edmonds Critical Areas Determination Applicant: Armando Chilelli Determination #: CA796-183 Project Name: Permit Number: Site Location:, 16424 - 75th Place W, (Lot Property Tax Acct #: 5131 097 002 0104 2 and North 1/2 of Lot 3) Project Description: Non -Project Specific Determination: Study Required: During review and inspection of the subject site, it was found that the site appears to contain and/or is adjacent to a number of critical areas, including a Steep Slope Hazard Area, Landslide Hazard Area, Erosion Hazard Area and a Wetland/Stream pursuant to Chapter 20.15B of the Edmonds Community Development Code (ECDC). Based on these findings, prior to submission of any development permit, you will be required satisfy the requirements of ECDC 20.15B by completing the following: Steep Slope Hazard Area Delineation Requirements: To determine if a Steep Slope Hazard Area does exist, a topographic survey prepared by a Licensed Land Surveyor delineating Steep Slope Hazard Areas must be completed. Any slope over 40% with more than 20 feet of rise will be classified as a Steep Slope Hazard Area. A 50 foot buffer is required from both the top and toe of the slope. A 15 foot building setback is required from the 50 foot buffer. For development of any kind which is proposed within the critical area, 50 foot buffer or 15 foot buffer setback, it must be shown that the development will not adversely impact the Critical Area or its buffer, by doing one or possibly both of the following depending on the outcome of the study: For development proposals which will occur within the 50 foot buffer, but no closer than.10. feet from the top or toe of the slope, the 50 foot buffer requirement may be reduced to 10 feet if a study is completed by a licensed geologist or geotechnical engineer which clearly demonstrates that the proposed buffer alteration will have no adverse impact upon the site, the public or any private party. All Critical Area Studies must be completed under a three party contract where the City hires the professional required, and the applicant pays for the study (pursuant to ECDC Section 20.15B.150). • • 2. If development must occur within the critical area, buffer, and/or buffer setback, and is not identified as an exception per ECDC Chapter 20.15B, a Reasonable Use Exception and Variance must be obtained pursuant to ECDC 20.15B.180A and 20.15B.040C. Landslide Hazard Area All proposed development of the subject lot must meet the requirements of Chapter 19.05 (Building Permits - Earth Subsidence and Landslide) of the Edmonds Community Development Code. Note that building permits within the Meadowdale Landslide Hazard Area require more detailed information than is normally required, which is detailed in the Meadowdale Earth Subsidence Packet. Erosion Hazard Area The site is also in an area designated on the Critical Areas inventory as Slopes with Erosion Potential. All proposed development must have an erosion control plan approved by the City of Edmonds Engineering Department. My site investigation has shown that at the site or adjacent to it that the soil is moist (on a dry September day) and that the slope shows evidence of water draining across.it. The Engineering Division has confirmed that the entire slope has seeps and that interceptor drains have been placed east of the road, which drain into the stormdrain and down into Puget Sound. Based on the above findings, a Critical Areas Study is required to determine the hydrology of the area and to delineate the approximate boundaries of any wetland or stream and identify its buffers. If the seeps do not constitute wetlands or streams, then the study should also address what type of construction techniques are needed to place driveways or structures on this site. All critical areas studies shall be performed as three party agreements with the city selecting the consultant and the property owner or applicant paying the fees. If the results of the Critical Areas Study determine that the lot may not be developed, the applicant may apply for a Reasonable Use Exception and Variance pursuant to ECDC 20.15B.180A and 20.15B.040C). If the property owner wishes to apply for a specific development permit which they feel would not impact the Critical Areas located on the site, they may submit their proposal to the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Areas or its buffers, a conditional waiver maybe issued on a project by project basis. Name %nature Date 2 :l�.L.+7h. ..Ll��:i rl: �-v i'. �t ia': �V•�K'k'!r �. y` • .v ! .... _ .1 :.. .:rt!.ri at .2.4.C�ls�)�.. .1.;,�.»C.' .�I'I. !c r„:..'�`rn:r!'xt'..•�^r.`;r wh..^.veyn�.. �•.T M '.v• b„` ._ r� _. ;� r •'t In C-q 0 W CityOf EdmondsPERMIT NO: 9210 SIDE SEWER PERMIT � PERMIT EXPIRES Address of Construction: 16*4 75'1-h PL . W, Property Tax Account Parcel No. .5 Z, 31- 0 c? 7- 00c; ` 016 Attach copies of all access and utility easements Verified and Approved by PUBLIC WORKS DEPI Owner and/or Contractor: !'d M/-j 41 F'10 hr-2 [ ♦! Contractor License #: %�` f �` d y �� Building Permit #: c260 6 � Ingle Family ❑ Multi -Family (No. of Units ❑ Commercial (No. of Units ) ❑ Public Invasion into City *Right-df Way: ❑ Yes No *RW Construction Permit # Cross other **Private Property: ❑ Yes o **Attach legal description and copy of recorded easement. Owner/Contractor OCR Owner or contractor signature and acknowledgement statement: Da e By signing for this permit I certify that I have read the City's public handout entitled Side Sewer Specifications, and shall comply with all City requirements outlined therein. 2 CALL DIAL -A -DIG (1-800-425•-5555) BEFORE�ANY EXCAVATION 2 2 FOR INSPECTION CALL 425-771 extension 4W Vflj 24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTSe%%._ NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED. Job Site Ready YES NO Date: Initial: Partial Inspection: hecc'd h"rame 4,LaJ 4,r C,J_ Date: -4qnitial: JL Partial Inspection: D te: Initial: e-N WFINAL INSPECTION APPROVED: Date: / — — O ! Initial: L7 "" As -built to Street File: `M PERMIT MUST BE POSTED ON JOB SITE t- White Copy: File Green Copy: Inspector Buff Copy: Applicant Im L;temp;bl dg;forms;sspertnitj Ig4/00 d a b� 3 tv f r �,.. Yrc c ti•, Irf'^'m"4i^•� ^ti^•yn on the an �r by th,, C:? eS I:.... Tr G>.,� of �r'„o;•us do_ ric, ,., ;� r a' f , t� �;� o; t,; i.f�+. 4 ,,., of s; a. .. w pi;: c all! r in•�. bi;; n; tr., ..� cn i tt I%....� s: f, c. mLu .' �crr.,,.,t 1 offi , , r 1„ r Cf f �' j" - £. ii i .J C.. r, ...�,,; fC ti'1;, IG�unii�;;;;� ' t r;: •,SEl�.atl;' !)°r; ,.i ., , ti• .,. �i7 nu v' 3 R >< A a• „fir >>•�• f W � t � t t f i r t b t a .. r f I 1 1' t t � � a 6.. t A C L � D � f O ce i 0410 s f o z 0 z C C) i 0 z r,1 T 0 m 0- 0 CL to T a (D W cD (D v as co • r, bulkhead 20.5' ,,—Hydrant hose bib W to --copper tee 2' 1 1/ 4' copper 'K' 1 1/4' 'A,E' Eagle 160 PSI Ln P 1P!Aojd V0r_P!W8S@jd8j' .vu C11 I -Du CPu0L'JP3.40 4,1.10 r�. rr.,-o iou 1:uj jo pue fC.'!%3 inu 4EW J0 "lov VD3 J:) C7001 0V -01 P311wil iQu I.;Iq 'i3rin-j Lil i2 17.51"TiU013 Is / 10 f!n.19d.KuV dL;u'.1; m wo to _1 ?Ou "'Top SPIMP3 10 10 041 'SN1-T;.7n'V,`) `2 10 f,4!0 0410 ;ml ;wluxo sz!m n-w P�aga ;41 L!0 "_iU1i:'S 4 0 L -I- "HWA ON "33LLGlj CITY [IF EDMONDS WATER SERVICE AS -BUILT ADDRESS 16414 75th PL W PERMIT NUMBER 200652 HOMEOWNER chilett! CONTRACTOR N/A DATE 3/23/01 DRAWN J Donie(s/J McConnell BY PLANNING DATA NAME:�Izt.,�a►Jx, e\Lm LI t SITE ADDRESS:_I�DATE: ZONING:PLAN CHK#: ni PROJECT DESCRIPTION:_ 'G0L*-,V_ Pk\Ntit_9 r►J;-rA F, i ,gam -n, Rat CORNER LOT (Yes VJ�o FLAG LOT (Yes to SETBACKS: ' ' N_CT ^7 L-1z rQlsT Required Setbacks: to atc CA--Q `atrDF_ -,Te-9�T F-rent: r�36 LeftSide: fight Side: Rear:, , Actual Setbacks: Front: SL' Left Side: I D! Right Side: Rear: 0� Street map checked for additional setback required? ILIA (Yes o LEGAL NONCONFORMING LAND USE DE1ERMINa1 ISSUED (Y� TA1'4rr i- IJr�� ra X41-7E 7=0 - L.'R C?A aQ-152 LOT COVERAGE: e,►�A► 7w au+ s3 :�- Maximum Allowed: - 50/0 Actual: = �� 11/0 BUILDING HEIGHT: Maximum Allowed: Actual Height:-y �ciut ITAV-4 tEvjLe �� t�4tC71 Datum Point:_ � Nrc tom. LI)—a-, Datum Elevation: tnLk . A.D.U. CREATED?: P� A SUBDIVISION CRITICQLAREAS #:F_9 7 � � r,`� �„__C� gto _ 23 �f t 0)2_� SEPA DETERMINATION:PQ�►Q�-,D 94ZX> t(N )cp c„,, PaA p*D I12 m6, 014 ; s '31q10 a LOT AREA: ti a;�� °J� �1-T'►aY�� rt..� R?JvYL ►��,nl Palk# �Q �a� OTHER: Plan Review By: c:Ui1cs\permit\^p1and3t.doc • • PLANNING DAi'A NAME: r m S A: i el/,' bra SITE ADDRESS; 164 Z4 - 7i ".6P.DATE: -4/5--12) ZONING: (zS -ao PLAN CHK#: 29 - 5 2- PROJECT DESCRIPTION: 1WW S 1' CORNER LOT NO (Yes/No) FLAG LOT At- (Yes/No) SETBACKS: Required Setbacks: Front: 25' . Left Side: lo,/3s'Right Side: 10'/35' Rear: 25' 4�> Actual Setbacks: , ISM it- 27' 71 W Front: (off Left Side: IS Right Side: IZ' Rear: —100' ,,, r;,,,��►u Street map checked for additional setback required? tv. (Yes/No) LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED N (Y/N) LOT COVERAGE: Zap' Maximum Allowed: 359J Actual: 231,15-xo BUILDING HEIGHT: Maximum Allowed: ZS� Actual Height: z3 , Z5 ' Datum Point: Datum Elevation: 104.8 ' A 7s-t - G N�P'°'l.�L A.D.U. CREATED?: �( 4,6, k., alf - - bti�frn�J bwF- will 6c 2tAkeA-%h & el- !v — aLUA( h + mw Sdav- � Slyd. la �i. SUBDIVISION: J ��y h •�k 71 4�7Z4' 7S°7o sb 8Q-48:, 3 Z� CRITICAL AREAS #: SEPA DETERMINATION:al k3�.i, §$S. r p•rrA f""'- 1, 13534 27, �,o a LOT AREA: ' x Zbn * n = - Z -7 7_ z OTHER: "free- ole., sr r A0 '0Aer a.. s.k -1-6 >x . Plan Review By:�"'�/ clnlutpamiA^plendu.dca 40,% Ce, 747/79 iffi, t fap fl rac o� S t ✓"j u�ll c R 1+- j �o S (}�ca . a� `. ° WA Pt,,,k q,,acrF,rv.. ,k AIW t Z6'` z4' = q 'W, 44x kPab�1.-3 ) (, 3 LV MS ro t6v Zl' v 9) ~ 5bPt 3' 7a ' 34 8 z' 34 ' ' �& PeAG 1 cM A- 7 ' y,,,b uk k S bcv -vq{' 1" .. *STREET BILE • Form Approved 00-22009 by VP -Law PIPE LINE LICENSE . THIS LICENSE, made this 9th day of March, 2000, subject to the terms and conditions set forth herein, between THE BURLINGTON NORTHERN AND SANTA FE RAILWAY COMPANY, its successors and assigns, a Delaware corporation (hereinafter called "Licensor"), party of the first part, and. ARMANDO CHILELLI AND MARIA TERESA "SINA" CHILELLI, husband and wife (hereinafter, whether one or more, called "Licensee"), party of the second part. . WITNESSETH, That the parties hereto for the consideration hereinafter expressed covenant and agree. as follows: 1. Subject to the terms and conditions hereinafter set forth, Licensor grants a non-exclusive license to Licensee for it and/or its contractors to construct and maintain ONE (1) STORM WATER ..DRAINAGE PIPELINE, 6-INCHES I-N DIAMETER. WITH T-PERFORATED .DIFFUSER. PIPE and shallbe constructed* and, maintained in a.manner as set forth on the attached. EXHIBIT"C", Sheet -Nos. 1 to 3, dated January 18, 2000, . and made a part: hereof (hereinafter,-.:-... whether one or more pipelines;.called.the "PIPELINE"), across or along the rail corridor of Licensor at or near the station of . Edmonds, Snohomish County, Washington, Line Segment 50, Mile Post 21.12, the location of the PIPE LINE being more particularly shown on the attached EXHIBIT "A", Drawing No. 1- 19804, dated January 17, 2000 and revised January..31, 2000, and made a part hereof. 2. This agreement shall be effective July 1, 2000. 3. Licensee shall use the PIPE LINE solely for carrying STORM WATER and shall not use it to cant' any other commodity or for any other purpose whatsoever. 4. Licensee shall pay Licensor as compensation for this license a one-time fee of TWO THOUSAND FIVE HUNDRED AND NO/100 DOLLARS ($2,500.00). 5. Licensee shall, at. its own cost and subject. to the supervision and control of Licensor's field engineer, locate and/or..relocate, construct and maintain the PIPE LINE in such.a manner and of such material .that it will not at any time. be a` source of danger toot, interference with the present or future tracks, roadbed or. -rail corridor of Licensor; :or. thb-tafe operation. of its railroad. When the PIPE LINE. is used for oil, qas., petroleum iroducts, or other flammable or- highly :. volatile substances under.pressure: the PIPE LINE shall be constructed,- installed:.:. and thereafter maintained in conformity with the plans and specifications shown on print hereto attached, marked Exhibit. B and made a part thereof. If at any time Licensee shall, in. the reasonable judgment of Licensor, fail to perform properly its obligations under this paragraph, Licensor may, at its option, arrange for the performance of such :work as it deems necessary for the safe operation of its railroad, and in such event Licensee agrees to pay, within fifteen (15) days after bill shall have been rendered therefor, the reasonable cost so incurred by Licensor, but failure on the part of Licensor to perform the' obligations of Licensee RECEIVED 1 of 7 JU. DEVELONMEN T SERVICES CTR. CITY OF EDMONDS shall not release Licensee from liability hereunder for loss or damage occasioned. thereby. Licensee's emergency contact Armando Chilelli can be reached at (425).743-6325. 6:. Licensee shall reimburse. Licensor.for. any expense. incurred by Licensor for false work to support Licensor's tracks "and for flagman to protect its .traffic. during installation and maintenance periods and for any and all other expense incurred by Licensor on account of the PIPE LINE. (The current rate, subject to . change without notice, for, furnishing of.Licensor's Flagman is a minimum daily charge of $500.00, for the first eight hours, or any part thereof, per day, with an hourly charge of $95.00 per hour for any time over eight hours per day). 7. Prior to any boring work on or about any portion of the Premises, Licensee shall explore the proposed location for such work with hand tools to a depth of at least three (3) feet below the surface of the ground to determine whether pipeline(s) or other structures exist below the surface, provided; however, that in lieu of the foregoing, the Licensee shall have the right to use suitable detection equipment or other generally accepted industry practice consulting with the Underground Services Association) to determine the existence or location of pipelines) and other subsurface structures prior to drilling or excavating with mechanized equipment. 8.. Prior to installation; five (5) days advance notice must be .given to Licensors Roadmaster, Brian.E Hipol at.Seattle; .WA:,. telephone (206) 625-6462 and Field. Engineer, Clarence Jghhson. at Seattle, WA.,' telephone (206) 625- 6147. 9. (A) EXCEPT AS SET FORTH IN SECTION 9 (B), LICENSEE SHALL RELEASE, INDEMNIFY, .AND, MOLD? HARMLESS LICENSOR FOR ALL LOSSES, DAMAGES, EXPENSES, INJURIES OR DEATH TO LICENSEE, ITS EMPLOYEES, AGENTS AND.. CONTRACTORS,. ARISING IN ANY MANNER FROM THE PERFORMANCE.,OF THIS AGREEMENT, EXCEPT TO THE EXTENT PROXIMATELY CAUSED BY. LICENSOR'S NEGLIGENCE OR INTENTIONAL MISCONDUCT. LICENSEE FURTHER:,:AGREES TO RELEASE, INDEMNIFY, . AND HOLD HARMLESS LICENSQRFOR- ALL LOSSES, DAMAGES, EXPENSES, INJURIES, OR DEATH TO <AMY`.PERSON, INCLUDING LICENSOR, WHICH ARISE IN ANY MANNER FROM THE CONSTRUCTION, MAINTENANCE, USE, STATE OF REPAIR OR,.:PRESENCE OF. -LICENSEE'S PIPE LINE, EXCEPT TO THE EXTENT-.REPU( TING SOLELY FROM THE NEGLIGENCE OR WILLFUL MISCONDUCT, -OF LICENSOR. (B) . WHENEVER A E'L.O.YEE, AGENT OR CONTRACTOR OF LICENSEE OR ANY OF 1LICE�1$EE!S PARTIES .MAKES ANY CLAIM FOR PERSONAL INJURY OR ,;DEATH . AGAINST . LICENSOR . WITHIN THE:. MEANING OF THE FEDERAL.,, EMPLOYERS'- LIABILITY- ACT, OR ANY APPLICABLE* SAFETY ACT; (40 U:S.0 § 51 ET.:-SEQ.), FOR ANY INCIDENT CAUSED, WHOLLY OR IN PART,:. BY PROPERTY,. EQUIPMENT, .FIXTURES OR CONDITION BELONGING'.TO. OR SUBJECT TO THE CONTROL OF LICENSEE, OR CLAIMS OR ALLEGES THAT HE OR SHE IS AN EMPLOYEE 2of7 OF LICENSOR OR IS FURTHERING THE OPERATIONAL ACTIVITIES OF LICENSOR, LICENSEE AGREES TO INDEMNIFY AND HOLD HARMLESS LICENSOR FOR ALL LOSSES, DAMAGES, COSTS OR EXPENSES RELATED TO SUCH CLAIM; REGARDLESS OF LICENSOR'S NEGLIGENCE. THE LIABILITY ASS BY THE FACT, IF. IT IS A: .INJURY. WAS OCCASIO NEGLIGENCE OF LICEK$I OTHERWISE,. TO T,HE"fkI LAW; PROVIDED, HOW OBLIGATION TO ASSUME THE NEGLIGENCE OF1.1 WHERE ASSUMPTION OF WASHINGTON LAWS. :D BY LICENSEE SHALL NOT BE AFFECTED :T, THAT THE LOSS, DAMAGE, DEATH OR 1 BY .OR CONTRIBUTED TO BY THE ITS- AGENTS, SERVANTS EMPLOYEES, OR " ST: EXTENT. PERMITTED _BY. APPLICABLE .: IR, "THAT LICENSEE . SHALL 'HAVE . NO :.... f:. CH LIABILITY TO THE EXTENT CAUSED BY NSOR OR ITS EMPLOYEES OR AGENTS CH LIABILITY WOULD VIOLATE STATE OF 10. If at any time during the term hereof Licensor shall desire to make any use of its rail corridor with which the pipeline will in any way interfere; including the relocation of existing or the construction of new pipeline(s) and other facilities in which it shall have an .interest, Licensee shall, at Licensee's own cost, within thirty (30) days after receiving. written notice from Licensor to. such effect, make such changes in the pipeline as in the judgment of Licensor may be necessary to avoid interference with the proposed use of its rail corridor. 11. (a) Licensee .shall,. at its expense, procure and maintain throughout the term of this License a comprehensive general form. of insurance covering liability, including, but not limited to, Public Liability, Personal Injury and Property Damage, as well as Contractual Liability in the amount of $1,000,000 Per . occurrence and $2,000;000 in ,the aggregate. Such insurance shall contain. no exclusion with respect. to; rail corridor of Licensor in the care, custody or control of Licensee. Licensee's contractors. shall' also -procure and maintain the above coverage when on' Licensor` property: LICENSOR AND CATELLUS1.. MANAGEMENT CORPORATION SHALL BE - NAMED AN ADDITIONAL INSURED. (b) All risk insurance on the PIPE LINE of the Licensee, or Licensor's property in Licensee's care, . custody and control, shall contain a waiver of subrogation of claims against Licensor. Licensee shall maintain Workers Compensation insurance which shall contain a waiver of subrogation against Licensor. (c) All insurance shall be placed with insurance companies licensed to do business in the State in which the PIPE LINE is located, with a current Best's Insurance Guide Rating of. B and Class X, or better. Licensee shall provide Licensor in advance;of said installation a Certificate of Insurance evidencing such insurance. insurance must provide for coverage of incidents occurring within fifty (50) feet of a railroad track, and any provision in the insurance policy to the contrary must be specifically deleted. 3 of 7 : (d) A Railroad Protective Liability insurance policy issued in the name of Licensor with limits of $2,000,000 for bodily injury and property damage per occurrence with an aggregate of $6,000,000 must be provided when construction work will be performed within fifty (50) feet of Licensor's tracks. (e) The furnishing of insurance required by this Section shall in no way limit or diminish the liability or responsibility of Licensee as provided under any Section of this License. 12. Upon written notice from Licensor, Licensee agrees to assume the defense of any lawsuit, or other proceeding brought against Licensor by any public body, individual, partnership, corporation, or other legal entity,. relating to any matter covered. by this License for which Licensee. has an obligation to assume liability for and/or. save and, hold harmless Licensor. Licensee shall pay' all the costs incident to--such-defense including; but not limited to, attorneys' fees, investigators' fees., litigation expenses, settlement payments, and amounts paid in satisfaction of judgments. 13. (a) Licensee shallcomply with all federal, state and local environmental laws and regulations in its use of Licensor's rail corridor, including, but not limited to, the Resource Conservation and Recovery Act, as amended (RCRA), and the Comprehensive Environmental Response, Compensation, and Liability Act, as amended (CERCLA). Licensee shall not maintain a treatment, storage, transfer or disposal facility, or underground storage tank, as defined by RCRA, on or under Licensor's rail corridor. Licensee shall not release or suffer the release of oil or hazardous. substances, as defined by CERCLA, on Licensors rail corridor. Notwithstanding any other requirements in this contract, Licensee assumes all responsibility for the investigation and cleanup of such release and shall indemnify and defend Licensor and its agents for all costs and claims, including consultant and attorney fees, arising in any manner. out of such release or Licensee's failure to comply with environmental laws, except to the .. extent such costs or claims are proximately caused by Licensor's gross negligence or intentional misconduct. (b) Licensee -shall give -Licensortimely notice of any release, violation of environmental laws or inspection or . inquiry. by . governmental .authorities _ charged with enforcing environmental -laws: with respect to Licensors rail corridor: Licensee also shall give Licensor timely notice of all measures undertaken by or on behalf of Licensee to investigate, remediate, respond to or otherwise cure such release or violation. (c) In the event that Licensor receives notice from Licensee or otherwise of a release or violation of environmental laws which occurred or is occurring during the term of this License, Licensor may require Licensee, at Licensee's sole expense, to take timely measures to investigate, remediiate, respond to or otherwise cure such release or violation. 14. If default shall be made in any of the covenants or agreements of Licensee contained in this document, or in case of any assignment or transfer. of this License by operation of law, Licensor may, at its'. option, terminate this 4 of 7 License by serving five (5) days' notice in writing Iupon Licensee; but any waiver by Licensor of any default or defaults shall not constitute a waiver of, the right to terminate this License for any subsequent default or defaults, nor shall any such waiver in any way affect Liicensor's ability to- enforce any Section of this License. The remedy set forth in this Section shall be in addition to, and not in limitation of, any other remedies that.Licensor may have at law or in equity. 15. Licensee shall promptly pay and discharge any and all liens arising out of any construction, alterations or repairs done, suffered or permitted to be done by Licensee on the PIPE LINE and shall indemnify Licensor against any loss, liability or expense incurred by Licensor on account of such liens. Licensor is . hereby authorized to post any notices or take any other action upon or with respect to the PIPE LINE that is or may be permitted by law to prevent the attachment of any such liens to Licensor's premises; provided; however, that failure of Licensor to take any such action shall not relieve Licensee of any obligation or liability under this Section or any other Section of this License. 16. , In the case of eviction of.Licensee by anyone owning or obtaining title to the rail corridor on .which the PIPE LINE is located,. or the: abandonment by Licensor of said rail corridor, Licensor. shall not .be liable to .Licensee for any damage of any nature whatsoever.or.to refund any payment made by Licensee to. Licensor hereunder, except the proportionate part of 'any recurring 1.rental charge which may have been paid hereunder in advance. 17. Any notice to be given by either party shall be. deemed to be properly served if deposited with the United .States Postal Service, or other acceptable mailing service, postage prepaid, addressed to either party, at the addresses and department shown beneath signature of the parties. 18. In the event that Licensee consists of two or more parties, all the covenants and agreements of Licensee herein contained shall be the joint and several covenants and agreements of such parties. 19. Any contractor or subcontractor performing work on or in connection with the PIPE LINE shall for the purpose of this license, be conclusively deemed to be the servant and agent of Licensee acting on behalf and within the scope of such contractor's or subcontractor's employment for Licensee. . 20. Neither. Licensee, nor the.. heirs, .legal representatives, successors or assigns, of Licensee, nor any subsequent. assignee, shall underlease or sublet the PIPE LINE nor assign. or transfer this License or any interest herein, without . the prior written consent and.approval- of Licensor. 21. It is understood and agreed that this License shall not be placed of public record. 22. All the covenants and provisions of this License shall be binding upon the heirs, legal representatives, successors and assigns of Licensee. No assignment by Licensee shall be binding upon Licensor without the written consent of Licensor in each instance. 5 of 7 • • 23. All questions concerning the interpretation or application of provisions of this License shall be decided according to the laws of the State in which the PIPE LINE is located. 24. To the maximum extent possible, each provision of this License shall.be interpreted in such manner as to be effective .and valid under applicable law; but if any provision of this License shall -be prohibited by, or held to be invalid under, applicable law, such provision shall be ineffective solely to the extent of such prohibition or invalidity, and this shall not invalidate the remainder of such provision or any other provision of this License. 25. The waiver by Licensor of the breach of any provision Iherein by Licensee shall in no way impair the right of Licensor to enforce that provision for any subsequent breach thereof. 26. Notwithstanding any other provisions of this license, Licensee shall comply with all statutes, ordinances, rules, regulations, orders and decisions issued by any federal, state or local governmental body or agency established thereby relating to Licensee's use of Licensor's premises hereunder. 27. This license is given by Licensor -and accepted by. Licensee upon the express condition that -the same. may be terminated at any time by either party upon thirty (30) days' -notice. in.writing to be seared upon the other party, stating therein the date that such; termination -shall taker place, and that upon the termination of this license in this or any other manner herein provided, Licensee, upon demand of Licensor, shall abandon the use of the PIPE LINE and remove the same and restore the rail corridor of Licensor, as near as possible, to the same condition in which it was prior to. the placing of the PIPE LINE thereunder: In case Licensee shall fail to restore Licensoe's rail corridor within Thirty (30) days after the effective date of termination, Licensor may proceed with such work at the expense of Licensee. No termination hereof shall release Licensee from any liability or obligation hereunder, whether. of indemnity or otherwise, resulting from any acts, omissions or events happening prior to the date the PIPE LINE is removed and the rail corridor of Licensor restored as above provided. 0 6of7 28. This License is the full and complete agreement between Licensor and Licensee with respect to all matters relating to license on the Premises, and supersedes any and all other agreements between the parties hereto relating to license on the Premises. Catellus Management Corporation is acting as agent for The Burlington Northern And Santa Fe Railway. Company. WHEREOF, the parties have executed this agreement in duplicate the day .and' year first above written. THE BURL-I-NGTON. NORTHERN AND SANTA PE RAILWAY- .. . COMPANY By. Catellus Management Corporation Fact Its Attorney in F t .4545 Fuller Drive, Suite 105 ing, TX 75038 By:4 Jame .Ball, Manager ontracts ARMANDO CHILELLI AND MARIA TERESA ."SINA" CHILELLI 17813 B 44 th Avenue W. . Lynnwood, WA..98037 BY: D —Affnando. Chilelli /LLLlti,1� �, Ltit_ct U Maria Teresa "Sins' Chilelli 00-2200g • IRacNING No. EXHIBIT "A" ATTACHED TO CONTRACT BETWEEN THE BURLINGTON NORTHERN AND SANTA FE RAILWAY COMPANY AND ARMANDO AND MARIA TERESA "SINA" CHILELLI FORT WORTH, TEXAS SECTION: 7 V- - SCALE: 1 IN.=400 FT. TOWNSHIP: 27N MAP - PAC-1 F I Q D I V. RANGE: 4E_ PARCEL SCENIC SUBOIV. L.S.0050 DATE 01/17/2000 REVISION 01/31/2000 N�`c '. lO NT i MP 21.12 l ES 1218.51.6 r � 1 �a i le DIFFUSER AT BASE OF LINE fFOR DISBERSMENT. PROPERTY LINE — `• `� �_ _ _L r_�� ;.rZ{ `"' l� ' t 3II I• �S° � :r � TO SEATTLE NOTE ADS IS A HIGH DENSITY POLYETHYLENE DESCRIPTION OF PIPELINE' CORRUGATED PIPE WITH A SMOOTH INTERIOR PIPELINE SHOWN BOLD WATERWAY. PROPERTY LwE CARRIER CASING CARRIER CASING PIPE PIPE PIPE PIPE SIZE: 611 N/A LENGTH ON R/W: 44 N/A CONTENTS: STORM WATER WORKING PRESSURE: GRAV I TY N/A PIPE MATERIAL: A /PV N/A BURY: BASE/RAIL TO TOP OF CASING �N SPECIFICATION / GRADE: N T SE9 32� N / A N/A BURY : NATURAL GROUND BURY: ROADWAY DITCHES N/A N WALL THICKNESS: COATING: N/A N/A CATHODIC PROTECTION VENTS: NUMBER N/A N/A HEIGHT OF VENT ABOVE GROUND N/A NOTE: CASING TO BE JACKED OR DRY BORED ONLY NEAR EDMONDS COUNTY .OF SNO.HOM I SH STATE: OF WA Pwc DRAWING NO.' 17 19804 C CLkREN ;so?; Ilic Burlington `'orthc and S.utta Fe Rlilw]v S.F _'>>-+ OcctdcnW Avenue South. Suite 1A Seattle. WA 98134. 206 625-61 4 i F,.r 625-6115 iijil Clarence.fo hn eon©BNSF.eom EXHIBIT "C" SHEET. 1 Or' 3 JANUARY 18,. 2000 December 8, 1999 A.C. Builders Homes, Inc Attu: Terra ChikN-Vhite 17813B — 44d' Avenue West Lynnwood, WA 98037 ilvfs. Chilelli-White This .is Burlington Northern Railway Co approval for storm water drainage as shown on Western Surveyors, Inc drawing 97-067-A, sheet l of 2, dated 8/6/99. This includes 2 — 27" retention pipes with a 1t/•-" orifice opening into the 6" pipe outlet to the BNSF RR ditch. In addition to the approval BNSF RR asks that you include cable/clamp all the way from the header block to the tee and spreader/diffuse:. Find enclosed an exhibit showing the BNSF RR guide for Steep Slopes. The spreader/diffuser should be cabled into the piping system. On your plans it appears that the pipe will enter the BNSF RR ditch southerly of an existing retaining wall. If this is not the case I will need to see a detail on how you will be getting over the wall. The spreader/diffuser sho lid not be placed into the ditch area. The spreader/diffuser elevation should . be no lower. than the existing top of rail. If the pipe is close to. the end of the wall it should be place in line with, or behind the wall line, if possible. . Before construction you will need to obtain a pertrlit from BNSF RR for this drainage pipe on BNSF right-of-way. Information required to complete BNSF form ; -Line Segment 50, Pacific Div:; Cascade Sub Div., Milepost 21.12, along with your drawings. For form please contact: Catellus Management Corp. (Co. does the permits for BNSF) Permit Dept , 4545 — Fuller Drive Irving, TX 75038 800 841-2771 972 719-6156 Clarence Johnson CC: Brian Hipol Roadmaster ' - 1 157 lo- AOS FROM PROPERTY g 154 I -i C8.3 TYPE I-L rOP EL-51.0 11 IE- 47.0 (N) ; IE- 47.0(W) e IF- 44.0 (sEJ o 51 . -_ I.. o EXISTING GRADE g• _. ...- . __... 4 -- = 45 CABLE ATTACHMENT TOI - i BRACKETS ON PIPE FOR SUPPORT 2 ^ 1/6' GALVANIZED IBO LB. CONCRETE CABLES I DEAD-WEIGHT ANCHOR FOR CABLE. ATTACHMENT 42 •o 6' ADS CONTINUOUS DOWN BANK - -- 39 - -- 0 o RP. TIES _. 36 RETAINING WALL • acs y , •' r8 -- 27 cc N Go pp N 2 ' ToP TF KAIL 9.5' (9 IF.) �4 5' { DIFFUSER A T BASE OF LINE 4, FOR DISPERSEMENT N IE-22.50 N N rl .. 5' a 21 NOTE: BOTTOM OF DIFFUSER 27.9 TO BE PLACEPNO LONER THAN TOP OF RAIL EXHIBITSHEET 2".OF 3'. JANUARY 18, 2000 EXHIBIT "C" JMIUARY 18, 2000 SHEET 3 OF 3 AROUND THE PIPE AND AROUND THE ENDS FOR i EROSION CONTROL. \ UNDERDRAIN/ i \ OPEN ENDS - 3' . -1 IE=22.50 ELEV=22.28 ---- TOP OF RAIL ---- ,. .. • ti Y'Ea 1 M EMITTEE�S, EVERM WASHINGTOM DII'I'USER DETAIL NOT TO SCALE DEC 2 2nl i 11 Q A.C. Builders Homes, Inc. . s Don Fiene , Assistant City Engineer RECEIVED of Edmonds �E`+�� 121 5"' Ave N. FE8 7 - ® v Edmonds, WA. 98020 FEB 0 ,� ENGMEERING DEVELOPMENT SEAVICEg 02/07/00 RE: Resubmittal of drainage plan for Chilelli Residence 16414 75�n Place West PC 99-52 . P Dear Don: y Attached are three copies of the revised drainage plans showing the addition of the pipe for the Blattner project, plan check # 99-327, to tie into our drainage system below our detention . system. This revision was discussed at our meeting on January 14, 2000. I have enclosed a copy of the follow-up letter to that meeting from The Sullivan Company. In accordance with the terms of that meeting, I am also submitting the completed application and permit from the Burlington Northern Santa Fe Railway. Company. I have approximately 35.days to return this to BNSF Railway Company along with a non-refundable $2500.00 permit fee. I am hoping to meet their deadline, but would prefer to have your approval on the plans before submitting the fee. 1 look forward to your response. Please call with questions.. Sincerely, . eresa Chilelli-White 17813B - 44th Avenue West • Lynnwood,. WA 98037 • 743-0868 Oh e M am soon" c.0mri(iny inc architects . contractors January 21, 2000. Don Fiene Assistant City Engineer City of Edmonds Community Service Departmer:c 250 - 5th Avenue North Edmonds, WA 98020 RE: Meeting at City of _d;rnoi!ds offices on combining drainage from two projects into one outfall. Plan Check #99-52 C��:el.ii Residence) Plan Check #99-327 i?arr.ner Residence): Dear Don, This letter is a fo . ow "he meeting held at your or f ;ces of January 14 2000 @ 2�000m. 1r) attendance at the meetfn_Q wits me were Donna L. Breske of Western Engineers, inc., Teresa Chileile- White of A.C.Builders Homes. Inc. and Renee Blattner, Owner. The following was agreed upon at the conclusion of our meeting: 1. Blattners would be allowed to tie into the drainage system on the Chilelli property at a point below their detention system. 2. Western Engineers, Inc. wiii provide drawings showing the profile of this new pipe .to their approved system. 3. These drawings will specify the type of anchoring system to be used to secure this pipe. 4. The Blattners will enter into an easement and maintenance agreement with the ChI l el j , s on this new pipe. 5. The Chilelli's will Drovide to the City of Edmonds a copv of .the completed application they will receive from Burlington Northern & Santa Fe Railroad. Don, I feel this -is a very good solution for handling this storm. water. If any part of this letter is different then what von: recall from our meeting please contact me as soon as possible, as we will be implementing this decision immediately. g - 18596 76th Ave. W. Edmonds, WA 98026 s (206) 778-6812 a Sl li I In n47m 4 Thank you 'for your time I . (,: .,:n-ls matter and please include this information in boti-1 fries. CC: Renee and Nick Blat;*i!E-..- Teresa Chilelli-Whi,El Donna Breske Stephen R. Sullivan LI 18596 76th Ave. W. Edmonds, WA 98026 o (206) 778-6812 S . ULLICI 09702 • A-AUILDLRS HOMES, -INC. 17813B - 44th Avenue West Lynnwood, WA 98037 CA"FE:l_.LUS January 19, 2000 00-22009 Ms. Teresa Chilelli White A.C. Builders Homes, Inc. 17813E — 44 th Avenue West Lynnwood, WA. 98037 Dear Ms. White: Enclosed are duplicate. counterparts .of the request License with Armando and Tina Chilelli covering a 6-inch storm drainage system to be located on BNSF's .property at Edmonds, WA., for executed on behalf of Armando and Tina Chilelli. Please have both. copies the License executed and return both copies for completion on part of The Burlington Northern And Santa Fe Railway Company ("BNSF") along with the following requirements: • A check in the amount of $2,500,00 payable to The Burlington Northern And Santa Fe Railway Company which covers the contract fee for this License. I am holding. your Company's check No. 16800 to cover the processing fee of $250.00 for this License; • A certificate of insurance evidencing that Licensee maintains a comprehensive general form of insurance as required in Section 11(a) of the agreement. BNSF. and Catellus Management Corporation shall be named as additional insured; • A separate certificate of insurance proving the purchase of a Railroad Protective Liability Policy as required in the agreement. BNSF will be the only insured party. In lieu of. this requirement, Armando and Tina Chilelli may participate in the BNSF's Blanket Railroad Protective Policy by checking the appropriate box in the contract and including an additional check in the amount of $600.00 made payable to. The Burlington Northern And Santa Fe Railway Company with the above check. The enclosed License agreement is not a binding agreement and shall become binding only when, and if, it is executed by Armando and Tina Chilelli and fully approved and executed by BNSF (or its Attorney In. Fact, Catellus Management Corporation). Please be informed that if contracts, fees, and insurance are not returned within forty-five (45) days, the processing fee will increase to $500.00. Upon completion on behalf of BNSF, one fully executed License will be returned for Armando and Tina Chilelli's records. If you have any questions, please contact me at (972) 719- 6156. . Sincerely, Ron J kson Contract Specialist Cc: Mr. Clarence Johnson, Field Engineer BNSF Railway Company 2454 Occidental Ave. S. #1-A Seattle, WA. 98134 CATELLUS MANAGEMENT CORPORATION 4545 FULLER DRIVE, SUITE 105, IRVING, TFXAs 75038 (800) 841-2771 . FAX (972) 719-615.3 APPLICATIOOR 1'II'1• I INI i;tiING OR LON DINAL ermit Services atellus Management Corporation' \ 1'1'1 I(:ANT'S TAX I.D. NO./SS# I- �45 Fuller Drive, Suite 105 .ving, TX 75038 . TTN: Ron Jackson Ve submit for your approval the following specification; I'M 1:ipc line we. propose to build across THE BURLINGTON 4ORTHERN AND SANTA FE RAILWAY COMPANY shown on enclosed sketch. .egal name of company or municipality who will own the pipeline ; Mate in which incorporated _ f not incorporated, correct name of owners*or all partners: :orrect mailing address l�tt3►3 liiy� Gt u-tL- Zip Code ype of Encroachment: Crossing Longitudinal a«. A-r1►\c: 6t, L-W(Telephone ocation of encroachment Or- 4WNE 1/4 Sec :,� _ I "sP 127 Rng H MP Jame of nearest town on Railroad �3Jfhp� �.�,; ('uinil\ `.-)1�o \*6 m State Jame of nearest roadway crossing Railroad ;v IA within limits of public road or street Yes [A ,Vdth of public road or street ft. :ontents to be handled through pipe StOQtVI :mergency Contact: Ptcma.v.AO U4_i a.L� .ength of pipe on Railroad Co. property (Plastic pipe must be encased full width of right of way) nside diameter of pipe 'ipe Material specification & grade (Min. yield strength casing 35,000 lisi Vail Thickness o If yes, distance from center line of road or street ft. CARRIER CASING 5�e' tom,'; �Tf C;-C �, �•aJ �� c : �•.,.: ;�_ — Emergency Telephone: }5 y ft. ft. in. ! in. 7. (Min. wall thickness of casing pipe under 14 in.-0.188 in. F-8u I.oadillt1 N�a in. kctual working pressure_ psi 'ype of joint - (mechanical or welded type) tQ IA, .ongitudinal Joint Factor `Ij qj -oating i in. distance Base of rail to top of pipe (Flammable, contents, steam, water or non-flammable - ntin. 5 1 /2 tl. raider main track.) (Uncased, gaseous products - min. 10' under track) Minimum ground cover on Railroad Co. property (min. 3 ti. ) :athodic protection casing -(flammable substance) . Type of insulators or supports N A-- Size Space slumber of vents N t A Size Height above ground (Flammable substances require 2 vents) vlethod of crossing: Jacking N Trench N I ,�, Dry Bore Only j (If trenched - Railroad furnish flagman at applicant's expense.) (If bored or jacked - Jacking Pit location minimum 30 ft. from centerline of nearest track.) Pit must not be open more than 48 hours. k1so, it must be protected when not in use. does pipeline support oil or gas well? Yes No If yes, advise distance the well is from -Railway property ft. Name of well Was this service requested by BNSF? Yes or (1 ( circle one If yes, who requested En t^n C ;ti ;> Telephone # of Requestor 4 aC,� -1-7 k— C ZZ-0 . Attached to this sheet is location plan and detail sketch. Sketch shows tie -down measurement to centerline of nearest road. :rossing, bridge or other railroad structure. Please authorize us to proceed with this installation or advise what changes are necessary to neet your specifications. Signed: c Title: Telephone '11 IkeJZl • • Form Approved by VP -Law PIPE LINE LICENSE 00-22009 THIS LICENSE, made this 1st day of February, 2000, subject to the terms and conditions set forth herein, between THE BURLINGTON NORTHERN AND SANTA FE RAILWAY COMPANY, its successors and assigns, a Delaware corporation (hereinafter called "Licensor"), party of the first part, and ARMANDO CHILELLI AND MARIA TERESA "SINA" CHILELLI, husband and wife (hereinafter, whether one or more, called "Licensee"), party of the second part. WITNESSETH, That the parties hereto for the consideration hereinafter expressed covenant and agree as follows: 1. Subject to the terms and conditions hereinafter set forth, Licensor grants a non-exclusive license to Licensee for it and/or its contractors to construct and maintain ONE (1) STORM WATER DRAINAGE PIPELINE, 6-INCHES IN DIAMETER WITH T-PERFORATED DIFFUSER PIPE and shall be constructed and maintained in a manner as set forth on the attached EXHIBIT "C", Sheet Nos. 1, to 3, dated January 18, 2000, and made a part hereof (hereinafter, whether one or more pipe lines,.called the "PIPE LINE"), across or along the rail corridor of Licensor at, or near the station of Edmonds, Snohomish County, Washington, Line Segment 50, Mile Post 21.12, the location of the PIPE LINE being more particularly shown on the attached EXHIBIT "A", Drawing No. 1- 19804, dated January 17, 2000 and revised January 31, 2000, and made a part hereof. 2. This agreement shall be effective , 2000. 3. Licensee shall use the PIPE LINE. solely for carrying STORM WATER and shall not use it to carry any other commodity or for any other purpose whatsoever. 4. Licensee shall pay Licensor as compensation for this license the sum of TWO THOUSAND FIVE HUNDRED AND NO/100 DOLLARS ($2,500.00). 5. Licensee shall, at its own cost and subject to the supervision and control of Licensor's field engineer, locate and/or relocate, construct and maintain the PIPE LINE in such a manner and of such material that it will not at any time be a source of danger to or interference with the present or future tracks, roadbed or rail corridor of Licensor, or the safe operation of its railroad. When the PIPE LINE is used for oil. -gas, petroleum products, or other flammable or hiahly volatile substances under pressure, the PIPE LINE shall be constructed, installed and thereafter maintained in conformity with the plans and specifications shown on print hereto attached, marked Exhibit. B and made a part thereof. If at any time Licensee shall, in the judgment of Licensor, fail to perform properly its obligations under this paragraph, Licensor may, at its option, arrange for the performance of such work as it deems necessary for the safe operation of its railroad, and in such event Licensee agrees to pay, within fifteen (15) days after bill shall have been rendered therefor, the cost so incurred by Licensor, but failure on the part of Licensor to perform the obligations of Licensee shall not 1 of 7 0 release Licensee from liability hereunder for loss or damage occasioned thereby. Licensee's emergency contact Armando Chilelli can be reached at (425). 743- 6325. • 6. Licensee shall reimburse Licensor for any expense incurred by Licensor for false work to support Licensor's tracks and for flagman to protect its traffic during installation, and maintenance periods and for any and all other expense incurred by Licensor on account of the PIPE LINE. (The current rate, subject to change without notice, for furnishing of Licensor's .Flagman is a minimum daily charge of $500.00, for the first eight hours, or any part thereof, per day, with an hourly charge of $95.00 per hour for any time' over eight hours per day). 7. Prior to any boring work on or about any portion of the Premises, Licensee shall explore the proposed location for such work with hand tools to a depth of at least three (3) feet below the surface of the ground to determine whether pipeline(s) or other structures exist below the surface, provided, however, that in lieu of the foregoing, the Licensee shall have the right to use suitable detection equipment or other generally accepted _industry practice (e&, consulting with the Underground Services Association) to determine the existence or location of pipeline(s) and other subsurface structures prior to drilling or excavating with mechanized equipment. 8. Prior to installation, five (5) days advance notice must :be given to Licensor's Roadmaster, Brian E. Hipol at Seattle, WA., telephone (206) 625-6462 and Field Engineer, Clarence Johnson at Seattle, WA., telephone. (206) 625- 6147. 9. (A) EXCEPT AS SET FORTH IN SECTION 9 (B), LICENSEE SHALL RELEASE, INDEMNIFY, AND HOLD HARMLESS LICENSOR FOR ALL LOSSES, DAMAGES, EXPENSES, INJURIES OR DEATH TO LICENSEE, ITS EMPLOYEES, AGENTS AND CONTRACTORS, ARISING IN ANY MANNER FROM THE PERFORMANCE OF THIS AGREEMENT, EXCEPT TO THE EXTENT PROXIMATELY .CAUSED BY LICENSOR'S NEGLIGENCE OR INTENTIONAL MISCONDUCT. LICENSEE FURTHER AGREES TO RELEASE, INDEMNIFY, AND HOLD HARMLESS LICENSOR FOR ALL LOSSES, DAMAGES, EXPENSES, INJURIES, OR DEATH TO ANY PERSON, INCLUDING LICENSOR, WHICH ARISE IN ANY MANNER FROM THE CONSTRUCTION, MAINTENANCE, USE, STATE OF REPAIR OR PRESENCE OF, LICENSEE'S PIPE LINE, EXCEPT TO. THE EXTENT RESULTING SOLELY FROM THE NEGLIGENCE OR WILLFUL MISCONDUCT OF LICENSOR. (B) WHENEVER ANY EMPLOYEE, AGENT OR CONTRACTOR OF j,u LICENSEE OR ANY OF LICENSEE'S PARTIES MAKES ANY CLAIM FOR PERSONAL .INJURY OR DEATH AGAINST LICENSOR WITHIN THE MEANING OF THE FEDERAL EMPLOYERS' LIABILITY ACT, OR ANY APPLICABLE SAFETY ACT, (45 U.S.C. § 51 ET. SEQ.), FOR ANY INCIDENT CAUSED, WHOLLY OR I .,pART, BY PROPERTY, EQUIPMENT, FIXTURES` OR CONDITION BELONGING TO OR SUBJECT TO THE CONTROL OF LICENSEE, OR CLAIMS OR ALLEGES THAT HE OR SHE IS AN EMPLOYEE. OF LICENSOR OR IS FPRTHERING THE, OPERATIONAL ACTIVITIES OF LICENSOR, LICENSEE AGREES TO INDEMNIFY AND HOLD HARMLESS 2of7 • • LICENSOR FOR ALL RELATED TO SUCH CL THE LIABILITY BY THE FACT, IF IT f1 INJURY WAS OCCA NEGLIGENCE OF LICE OTHERWISE, TO THE, LAW; PROVIDED,. OBLIGATION TO ASS1' THE NEGLIGENCE OI WHERE ASSUMPTION WASHINGTON LAWS. ES, DAMAGES, COSTS OR EXPENSES 3ARDLESS OF LICENSO 'S NEGLIGENCE. 3 BY LICENSEE SHALL NOT BE AFFECTED T, THAT THE LOSS, DAMAGE, DEATH OR BY OR CONTRIBUTED TO BY THE TS AGENTS, SERVANTS EMPLOYEES, OR �T • EXTENT PERMITTED BY APPLICABLE t, THAT LICENSEE SHALL HAVE NO LIABILITY TO THE EXTENT CAUSED BY ISOR OR ITS EMPLOYEES OR AGENTS :H LIABILITY WOULD VIOLATE STATE OF 10. If at any time during the term hereof Licensor shall desire to make any use of its rail corridor with which the pipeline will in any way interfere, including the.relocation of existing or the construction of new pipeline(s) and other facilities in which it shall have an interest, Licensee shall, at Licensee's own cost, within thirty (30) days after receiving written notice from Licensor to such effect, make such changes in the pipeline as in the judgment of Licensor may be necessary to avoid interference with the proposed use of its rail corridor. 11. (a) Licensee shall, at its expense, procure and maintain throughout the term of this License a comprehensive general form of . insurance covering liability, including, but not limited to, Public Liability, Personal Injury and Property Damage, as well as Contractual Liability in the amount of $1,000,000 per occurrence and $2,000,000 in the aggregate. Such insurance shall contain no exclusion with respect to rail corridor of Licensor in the care, custody or control of Licensee. Licensee's contractors shall also procure and maintain the above coverage when on Licensor's property. LICENSOR AND CATELLUS INSURED. (b) All risk insurance on the PIPE. LINE. of the Licensee, or Licensor's property in Licensee's care, custody and control, shall contain a waiver of subrogation of claims against Licensor. Licensee shall maintain Workers Compensation insurance which shall contain a waiver of subrogation against Licensor. (c) All insurance shall be placed with insurance companies licensed to do business in the State in which the PIPE LINE is located, with a current Best's Insurance Guide Rating of B and Class Xr or better. Licensee shall provide Licensor in advance of said installation a Certificate of Insurance evidencing such insurance. insurance must provide for coverage of incidents occurring within fifty (50) feet of a railroad track, and any provision in the insurance policy to the contrary must be specifically deleted. (d) A Railroa P�q yive Liability insurance policy issued in the name of Licensor with limits o $ ,0(:l,000 for bodily injury and property damage per occurrence with an aggree of $6,000,000 must be provided when construction work will be performed vy In y (50) feet of Licensees tracks. The policy will remain in force durind - " V.-`6onstruction Dhase of this Droiect and must be 3 of 7 (e) . In lieu of providing a Railroad Protective Liability Insurance policy, Licensee may participate in Licensor's Blanket Railroad Protective Liability Insurance Policy available to Licensee or its contractor. The limits of coverage are the same as above. The cost is $600.00. ❑ I elect to participate in Licensor's Blanket Policy; ❑ I elect not to participate in Licensor's Blanket Policy. (f) The furnishing of insurance required by this Section shall in no way limit or diminish the liability or responsibility of Licensee as provided under any Section of this License. 12. Upon written notice from Licensor, Licensee agrees to assume the defense of any lawsuit, or other proceeding brought against Licensor by any public body, individual, partnership, corporation, or other legal entity, relating to any matter covered by this License for which Licensee has an obligation to assume liability for and/or save and hold harmless Licensor. Licensee shall pay all the costs incident to such defense including, but not limited to, attorneys' fees, investigators' fees, litigation expenses, settlement payments, and .amounts paid in satisfaction of judgments. 13. (a) Licensee shall comply with all federal, state and local environmental laws and regulations in its use of Licensor's rail corridor, including, but not limited to, the Resource Conservation and Recovery Act, as amended (RCRA), and the Comprehensive Environmental Response, Compensation, and Liability Act, as amended (CERCLA). Licensee shall not maintain a treatment, storage, transfer or disposal facility, or underground storage tank, as defined by RCRA, on or under Licensor's .rail corridor. Licensee shall not release or suffer the release of oil or hazardous substances, as defined by CERCLA, on Licensor's rail corridor. Notwithstanding any other requirements in this.contract, Licensee assumes all responsibility for the investigation and cleanup of such release and shall indemnify and defend Licensor and its agents for all costs and claims, including consultant and attorney fees, arising in any manner out of such release or Licensee's failure to comply with environmental laws, except to the extent such costs or claims are proximately caused by Licensor's gross negligence or intentional misconduct. (b) Licensee shall give Licensor timely notice of any release, violation of environmental laws or inspection or inquiry by governmental authorities charged with enforcing environmental laws with respect to Licensor's rail corridor. Licensee also shall give Licensor timely notice of all measures undertaken by or on behalf of Licensee to investigate, remediate, respond to or, otherwise cure such release or violation. (c) In the event that Licensor receives notice from Licensee or otherwise of a release or violation of environmental laws which occurred or is occurring during the term of this License, Licensor may require Licensee, at Licensee's sole expense, to take timely measures to investigate, remediate, respond to or otherwise cure such release or violation. 4of7 14. If default shall be made in any of the covenants or agreements of Licensee contained in this document, or in case of any assignment or transfer of this License by operation of law, Licensor may, at its option, terminate this License by serving five (5) days' notice in writing upon Licensee; but any waiver by Licensor of any default or defaults shall not constitute a waiver of the right to terminate this License for any subsequent default or defaults, nor shall any such waiver in any way affect Licensor's ability to enforce any Section of this License. The remedy set forth in this Section shall be in addition to, and not in limitation of, any other remedies that Licensor may have at law or in equity. 15. Licensee shall promptly pay and discharge any and all liens arising out of any construction, alterations or repairs done, suffered or permitted to be done by Licensee. on the PIPE LINE and shall indemnify Licensor against any loss, liability or expense incurred by Licensor on account of such liens. Licensor is hereby authorized to post any notices or take any other action upon or with respect to the PIPE LINE that is or may be permitted by law to prevent the attachment of any such liens to Licensor's premises; provided, however, that failure of Licensor to take any such action shall not relieve Licensee of any obligation or liability under this Section or any other Section of this License. 16. In the. case of eviction of Licensee by anyone owning or obtaining title to the rail corridor on which the PIPE LINE is located, or the abandonment by Licensor of said rail corridor, Licensor shall not be liable to Licensee for any damage of any nature whatsoever or to refund any payment made by Licensee to Licensor hereunder, except the proportionate part of any recurring rental charge which may have been paid hereunder in advance. 17. Any. notice to be given by either party shall be deemed -to be properly served if deposited with the United States Postal Service, or other acceptable mailing service, postage prepaid, addressed to either party, at the addresses and department shown beneath signature of the parties. 18. In the event that Licensee consists of two or more parties, all the covenants and agreements of Licensee herein contained shall be the joint and several covenants and agreements of such parties. 19. Any contractor or subcontractor performing work on or in connection with the PIPE LINE shall for the purpose of this license, be conclusively deemed to be the servant and agent of Licensee acting on behalf and within the scope of such contractor's or subcontractor's employment for. Licensee. 20. Neither' Licensee,. nor the heirs, legal representatives, successors or assigns of Licensee, nor any subsequent assignee, shall underlease or sublet the PIPE LINE nor assign or transfer this License or any interest herein, without the prior written consent and approval. of Licensor. 21. It is understood and agreed that this License shall not be placed of public record. 5 of 7 22. All the covenants and provisions of this License shall be binding upon the heirs, legal representatives, successors and assigns of Licensee. No assignment by Licensee shall be binding upon Licensor without the *written consent of Licensor in each instance. 23. All questions concerning the interpretation or application of provisions of this License shall be decided according to the laws of the State in which the PIPE LINE is located. 24. To the maximum extent possible, each provision of this License shall be interpreted in -such manner as to be effective and valid under applicable law, but if any provision of this License shall be prohibited by, or held to be invalid under, applicable law, such provision shall be ineffective solely to the extent of such prohibition or invalidity, and this shall not invalidate the remainder of such provision or any other provision of this License. 25. The waiver by Licensor of the breach of any provision herein by Licensee shall in no way impair the right of Licensor to enforce that provision for any subsequent breach thereof. 26. Notwithstanding any other provisions . of this license, Licensee shall comply with all statutes,.. ordinances, rules, regulations, orders and decisions issued by any federal, state or local governmental body or agency established thereby relating to Licensee's use of Licensor's premises hereunder. 27. This license is given by Licensor and accepted by Licensee upon the express condition that the same may be terminated at any time by either party upon thirty (30) days' notice in writing to be served upon the other party, stating therein the date. that such termination shall take place, and that upon the termination of this license in this or any other manner herein provided, Licensee, upon demand of Licensor, shall abandon the use of the PIPE LINE and, remove the same and restore the rail corridor of Licensor, as near as possible, to the same condition in which it was prior to the placing of the PIPE LINE thereunder. In case Licensee shall fail to restore Licensor's rail corridor within Thirty (30) days after the effective date of termination, Licensor may proceed with such work at the expense of Licensee. No termination hereof shall release Licensee from any liability or obligation hereunder, whether of indemnity or otherwise, resulting from any acts, omissions or events happening prior to the date the PIPE LINE is removed and the rail corridor of Licensor restored as above provided. 28. This License is the full and complete agreement between Licensor and Licensee with respect to all matters, relating to license on the Premises, and supersedes any and all other agreements between the parties hereto relating to license on the Premises. Catellus Management Corporation is acting as agent for The Burlington Northern And Santa Fe Railway Company. 6.of7 Y WHEREOF, the parties have executed this agreement in duplicate the day and year first above written. THE BURLINGTON NORTHERN AND SANTA FE RAILWAY COMPANY By: Catellus Management Corporation Its Attorney in Fact 4545 Fuller Drive, Suite 105 Irving, TX 75038 By: James A. Ball, Manager Contracts ARMANDO CHILELLI AND MARIA TERESA "SINA" CHILELLI 17813 B 44 th Avenue W. Lynnwood, WA. 98037 By: Armando Chilelli By: Maria Teresa "Sina" Chilelli 0 7of7 TRerk IAIr mn on-??nnq EXHIBIT "A" ATTACHED TO CONTRACT BETWEEN THE BURLINGTON NORTHERN AND SANTA.FE RAILWAY COMPANY AND ARMANDO AND MARIA TERESA ''SINAI' CHILELLI FORT WORTH, TEXAS SECTION: 7 SCALE: 1 IN.=400 FT. TOWNSHIP: 27N PACIFIC DIV. RANGE: 4E SCENIC SUBDIV. L.S.0050 DATE 01/17/2000 REVISION 01/31/2000 3 i MP 21.12 ES 1218.51.E is t PROPERTY LINE 1� — x^100'' TO SEATTLE NOTE: ADS IS A HIGH DENSITY POLYETHYLENE CORRUGATED PIPE WITH A SMOOTH INTERIOR WATERWAY. 1 ; DIFFUSER AT BASE OF LINE •• FOR DISBERSMENT. jo e DESCRIPTION OF PIPELINE PIPELINE SHOWN BOLD CARRIER CASING PIPE PIPE SIZE: 6" N/A CONTENTS: STORM WATER PIPE MATERIAL: ADS/PVC N/A SPECIFICATION / GRADE: SEA N / A WALL THICKNESS: 0.032 N/A COATING: N/A N/A V- MAP — PARCEL wENpt GHEE Z0 �X`- • ~N`t A PROPERTY LWE v. - m-"ftr-zm w CARRIER CASING PIPE PIPE LENGTH ON R/W: 44' WA WORKING PRESSURE: GRAVITY BURY: BASE/RAIL TO TOP OF CASING N� / A BURY: NATURAL GROUND �3MIN BURY: ROADWAY DITCHES ' MIN CATHODIC•PROTECTION N / A VENTS: NUMBER N/A SIZE N/A HEIGHT OF VENT ABOVE GROUND N/A NOTE: CASING TO BE JACKED OR DR.Y BORED ONLY NEAR EDMONDS COUNTY OFSNOHOMISH STATE. OF WA P WG DRAWING NO. 1- 19804 z ��on lyow �°/ \'1s a Santare December 8, 1999 CLARENCEiSON Fidd Em#xesr A.C. Builders Homes, Inc Attu: Terra Chilelli-White 17813B — 446 Avenue West Lynnwood, WA 98037 Ms. Chilelli-White The Burlington Northern and Santa Fe Railway Company '1454 Occidental Avenue South, Suite I Seattle, WA 98134 106 625-6147 Fax 625.6115 F mail Clarence.)ohnson@BNSF.com EXHIBIT "C" JANUARY 18, 2 000 SHEET 1 OF 3 This is Burlington Northern Railway Co approval for storm water drainage as shown on Westem Surveyors, Inc drawing 97-067-A, sheet 1 of 2, dated 8/6/99. This includes 2 — 27" retention pipes with a V/4'11.orifice opening into the 6" pipe outlet to the BNSF RR ditch. In addition to the approval BNSF RR asks that you ihclude cable/clamp all the way from the header block to the tee and spreader/diffuser. Find enclosed anlxhibit showing the BNSF RR guide for Steep Slopes. The spreader/diffuser should be cabled into the piping system. On your plans it appears that the pipe will enter the BNSF RR ditch southerly of an existing retaining wall. If this is not the case I will need to see a detail on how you will be getting over the wall. The spreader/diffuser should not be placed into the ditch area. The spreader/diffuser elevation should be no lower than the existing top of rail. If the pipe is close to the end of the wall it should be place in line with, or behind,the wall line, if possible. Before construction you will need to obtain a permit from BNSF RR for this drainage pipe on BNSF right-of-way. Information required to complete BNSF form,— Line Segment 50, Pacific Div., Cascade Sub Div., Milepost 21.12, along with your drawings. For form please contact: . Catellus Manageinent Corp. Permit Dept. ' 4545 — Fuller Drive Irving, TX 75038 800 841-2771 972 719-6156 Clarence Johnson CC: Brian F ipol - Roadmaster (Co. does the permits for BNSF) t 57 54 48 WC 42 39 36 27 18 .EXHIBIT "C" JANUARY 18-, 2-0000 • EXHIBIT "C" JANUARY 18, 2000 CABLE CLAMPS SHEET 3 OF 3 PLACE Y-6" SPALLS 40 AROUND THE PIPE AND AROUND THE ENDS FOR / \ EROSION CONTROL. / \ UNDERDRAIN/ / \ OPEN ENDS byo ` IE=22.50'% ' S 12 ELEV=22.28 ---- -""" TOP OF RAIL ----- e v IVEMM fraIT-MIRS, INN DLFFUSER : DET&L EVEREiT. WASHINGTOIY NOT TO SCALE ? DEC 2 2 T • • ,Wes ern 13000 Highway 99 South • Everett, Washington 98204 purveyors, (425) 356-2700 742-5500 FAX 356-2708 - Inc. STR� l� STORM DRAINAGE REPORT FOR ARMANDO CHILELLI DATE: APRIL 28, 1999 REVISED AUGUST 4, 1999 (Revised per City of Edmonds letter dated July 15, 1999) SITE: 16424 75"" PLACE WEST EDMONDS, WA 98026 DONNA L. BRESKE, P.E. p CLIENT: ARMANDO CHILELLI 17813 44THAVE. W. LYNNWOOD, WA 98027 PHONE: (425) 743-0868 P'4-cl'o C AJIG1 FO PERM 91999 T c��NTER WESTERN SURVEYORS, INC. JOB NO. 97-067-A LAND USE CONSULTANTS • CIVIL ENGINEERS • LAND SURVEYORS • ENGINEERING CORPORATION TABLE OF CONTENTS PROJECT OVERVIEW..................................................................... VICINITY MAP................................................................................. 2 SOILDATA...................................................................................... 3-6 ISOPLUVIALS.................................................................................. 7-9 DRAINAGE CALCULATIONS.............................................................. 10- f & Project Overview One single family residence and associated driveway is proposed for construction on a 0.6 acre parcel located at 16424 75 h Place West. The property fronts 75"' Place to the east and a Burlington Northern Rail line to the west. More generally, this property is within Section 7, Township 27 North, Range 4 East, of the Willamette Meridian in Snohomish County, Washington. Offsite flow enters the site from the south, and is collected in an on site ditch, and then is dispersed and travels as sheet flow, eventually exiting the parcel and the west property line. A perimeter drain is proposed for installation parallel to the south property line. The offsite flows will be collected in this perimeter drain and routed to a spreader trench near the center of the western half of the property. Release of the flows via the spreader trench is similar to the current release of sheet flow from the site. A 27" diameter detention pipe and release orifice are designed in accordance with the SCS method for stormwater computations. In accordance with City of Edmonds requirements, the system is designed to detain the 10 year and 100 year storms and release at the pre -developed rates for the 10 year and 100 year storms. This revised report dated August 4, 1999 includes a change to the pre - developed CN=85 as opposed to CN=89 which was previously used. Additionally, the 10 and 100 year precipitation values for the 24 hour storm were increased to 2.0 in. and 3.0 in. respectively. A drainage ditch exists on the east side of the Burlington Northern Rail line. Flows will be directly discharged to the BNRR drainage ditch via a 6" ADS pipe. JOB NO. 97-067-A VICINITY MAP RD 1, RR N., r 133 1� Ln A S 13 tVI 36TH 9w PL Ij "I'v- ST 4 1\4 7 :T 1 PL SW J, 136r, sw P4 se 139TH < PL -S"r- ti ZC �e P, S 38T-8 lb,� G, 141SrSr la:T PICNIC �0'!INT w 3T W 32 4U Iq ST W S �c 33 z sr It 1ST ST $w�� < �"41--- 142ND 143RD ST SW ORMA 3E H '45 ST 144T ST 1.441mH. 144TH PL of w 5266-, �w 4- .41 1, w L" 1w 1 14 14 71 NORRA Si PL SW .1 %461 All sw ST SW LPLSW, TH. J=. PL 5-4 1 / .__-. .mtF�—f= �•;�� St �• I 47PH 51 w 10 -pt %17 FISHER 0 _0 'c PL W 5-5, F; L487H 148 7 7 5200 Ll 24,LT T,:: , �LS W 7 (NORRA I�T ST 149TH PL SW view 4 SW L %,q;, S, w SA �,t � 5�\ C7 Tl 150 r-- F PL. 3c ST < , 1_, I- J-4 PL �T Sw�� 152ND `"-i $FJ�' � 5400 15 3 aj.D/ < Cz.)z ;z� 4 ;° y, I �^ 156TH T fJ r '..e - PL SW T54TH PL SW 5 4TH ST sw 7�- c,' 157TH ST. S� R ST 3c sw PL �W SiTE ST PL SW Sw 15 +Skco g 158TH < MEAOOWOA\E MARIN ,7 PL -,-Sw 159T IL SW 160TH ST L-A ST 60TH PL SW xIM SW 16Qsfl P� 162N7DF:pt— 163PD ; �N W 0 0 6 D �] 161ST �L �—w PL < w S TW A T)4 pc W'� ..Ic SW 164TH ST =13C 1:3: 4L,-ISTWI- 4, sw 11 C"i L63RD PL SW -164Lf 65TH P L F I RWOW - $w �5 Ln I I > A, 48i < w L-ski 67TH PL SW SEE \- JOB NIO. 97-067-A I WASHINGTON STATE DEPART OF NATURAL RESOURCES SHINGTON WASHINGTON STATE UNIVERSITY WCULTURE RESEARCH CENTER SOIL LEGEND SYMBOL NAME 1 2 3 4 Alderwood gravelly sandy loom, 2 to 8 percent slopes Alderwood gravelly sandy loam, 8 to 15 percent slopes Alderwood gravelly sandy loam,. 15 to 26 percent slopes Alderwood. Everett gravelly sandy looms, 25 to 70 percent slopes Alderwood- ran land complex, to 6 percent slopes .6 Alderwood-Urban land complex,'8 to 15 percent slopes 7 Bellingham silty clay loam 8 Bellingham Variant mucky silty clay loam 9 Cathcart loam, 3 to 15 percent slopes 10 Cathcart loam, 15 to 25 percent slopes 11 Cathcart loam, 25 to 50 percent slopes 12 Cryohemists, nearly level 13 Custer fine sandy loam 14 Elwell silt loam, 3 to 30 percent slopes 15 Elwell•Olomount complex, 15 to 30 percent slopes 16 Elwell•Olomount•Rock outcrop complex, 30 to 60 percent slopes 17 Everett gravelly sandy loam, 0 to 8 percent slopes 18 Everett gravelly sandy loam, 8 to 15 percent slopes 19 Everett gravelly sandy loam, 15 to 25 percent slopes 20 Fluvaquents, tidal 21 Getchell silt loam, 3 to 30 percent slopes 22 Getchell•Oso complex, 16 to 30 percent slopes 23 Getchell•Oso-Rock outcrop complex, 30 to 65 percent slopes 24 Greenwater loamy send 25 Hartnit•PotchutrRock outcrop complex, 65 to 90 percent slopes 26 Indianola loamy sand, 15 to 25 percent slopes 27 Kitsap silt loam 0 to 8 percent slopes 28 Kitsap silt loam, 8 to 25 percent slopes 29 Kitsap silt loam, 25 to 50 percent slopes 30 Lynnwood loamy sand, 0 to 3 percent slopes 31 Lynnwood-Nargar complex, 65 to 90 percent slopes 32 McKenna gravelly silt loam, 0 to 8 percent'slopes. 33 Menzel silt loam, 0 to 3 percent slopes 34 Mukilteo muck 35 Nargar fine sandy loam, 0 to 16 percent slopes 36 Nargar fine sandy loam, 15 to 30 percent slopes 37 Nargar-Lynnwood complex, 30 to 65 percent slopes 38 Nargar Variant sandy loam, 3 to 30 percent slopes 39 Norma loam 40 Norma Variant loam 41 Ogerty-Tokul•Rock outcrop' complex, 65 to 90 percent slopes 42 Olomount gravelly loam, 3 to 15 percent slopes 43 Olomount-Elwell-Rock outcrop complex, 65 to 90 percent slopes 44 Orcas peat 45 Oso gravelly loam, 3 to 15 percent slopes 46 Oso•Getchell-Rock outcrop complex, 65 to 90 percent slopes 47 Pastik silt loam, 0 to 8 percent slopes 48 Pastik silt loam, 8 to 25 percent slopes 49 Pastik silt loam, 28 to 50 percent slopes 50 Pilchuck loamy sand 51 Pits 52 Potchub silt loam, 3 to 30 percent slopes 53 PotchubbHartnit complex, 15 to 30 percent slopes 54 Potchub-Hertnit-Rock outcrop complex, 30 to 65 percent slopes 55 Puget silty clay loam 56 Puyallup fine sandy loam 57 Ragnar fine sandy loam, 0 to 8 percent slopes 58 Ragnar fine sandy loam, 8 to 15 percent slopes 59 Riverwash 60 Rober silt loam, 0 to 16 percent slopes 61 Rober silt loam, 15 to 30 percent slopes 62 Rober silt loam, 30 to 65 percent slopes 63 Skykomish gravelly loam, 0 to 30 percent slopes 64. Snohomish slit loam 65 Sulsaver gravelly loom, 0 to 8 percent slopes 66 Sultan silt loam 67 Sultan Variant silt loam 68 Sumas silt loam 69 Terric Medisaprists, nearly level 70 Tokul silt loam, 2 to 8 percent slopes 71 Tokul silt loam, 8 to 15 percent slopes 72 Tokul gravelly loam, 0 to 8 percent slopes 73 Tokul gravelly loam, 8 to 15 percent slopes 74 Tokul gravelly loam, 15 to 25 percent slopes 75 Tokul-Ogarty-Rock outcrop complex, 0 to 25 percent slopes 76 Tokul-Ogerty•Rock outcrop complex, 25 to 65 percent slopes 77 Tokul-Winston gravelly looms, 25 to 65 percent slopes 78 Urban land 79 Verlot mucky silt loam, 3 to 25 percent slopes 80 Winston gravelly loam, 0 to 3 percent slopes 81 Winston gravelly loam, 3 to 30 percent slopes 82 Xerorthents, nearly level STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table M-1.6 Hydrologic Soil Groups foa Soils in the Puget Sound Basin Soil Type Hydrologic Soll Group Soil Type Hydrologic Soil Gip Age C Colter C Ahl B Custer ND Aits C Dabob ND Mderwood C B Delphi Dick D ND Arents, Alderwood Arerts, Everett B Duna! D Aahoe B Dupoat D Bak&W B Eatiannt C Bermsaoe C Edgerwick C &umgard B Eld B Beausite B Elwell B Belfast C Esquatzel B Bellingham D Everett A Bellingham variant C Everson D Boistfort B Galvin D Raw D Gauhell A Briacot D Gael B Bueklsy C Godfrey D Bunker B Greensnter A Cagey C Grove C Carlsbort ND Harstim C Casey ND Hermit ND Caeaolary C Hoh ND Cathcan B Hoko ND Centralia B Hoodsport ND Chehalis B Hoogdal C Chesaw A Hoypus ND Ctmbar B Huel ND Cam C ladlenola ND CIA" B Jonas B CoatW beaohea variable . Jumpe ND K+POWILD CID KAUlmb C Kuule C Renton D Kilchis C Republic B Kirsap C Riverwash variable Klaus ND Rober C Mona ND SaW C Was C Salkum B Lebam B Sammarnish D Lummi ND San Juan ND Lynnwood ND Scarrmwa D Lysuir ND Schneider B Mal C Seattle D Manley B SAW ND Mashel B Semiahmoo D Maytown C Shalear D MCKeana D Shano B McMurray ND Shelton C Melbourne B Si C Memel ND Sinclair C Mixed Alluvial variable Skipopa D Molwa B Skykomiah B Mukilteo CID Snahopish ND Naff B Snohomish D Nargar A Solduc B . National ND Solleks D Neilton A goom� Spare I LD.j III-1-9 FEBRUARY, 19 2 9 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Soil Type Hydrologic Soil Group Soil Type Hydrologic Soil Group Newberg B Spanaway A/B Niaqually B Springdale B Nookaack C Sulaavar B Norma CID Sultan C Oguty C Sultan variant B Olata ND Sumo C Oiomouot C swantown ND Olympic B Tacoma D Orw D Timm ND Oridia D Tealwhit ND Orting ND Tenino C Oao C T'iach D Ovall C Tokul ND Paatik C Towoaend C phftrAy C Triton ND Pbel.n ND Tukwila D Puchuek C Tukay ND Pouh" C Urban variable Poulabo C Vaillon B Prather C Veriot C Puget D Wapato ND Puyallup B Warden B Queen ND Whidbey ND Quilcene ND Wilkeaon B Ragnu B Winston A Rainier C Woodinville B Raught B Yelm C Reed ND Zynbar B Hydrologic Soil Group Classifications A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well -to -excessively drained Bands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately C. (Moderately high runoff potential). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission.. *(High runoff potential). soils having very slow infiltration rates when - thoroughly wetted and consisting chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at,or near the surface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. ND Data not currently available for this soil type. *From SCS, TR-551 Second Edition, June 1986, Ex i t A-1. Revisions made from SCS, Soil Interpretation Record, Form 05, September 1988 and various county sc surveys. III-1- 0 FEBRUARY, 1991 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, . suburban and urban land use for Tvfle lA rainfall distribution. 24-hour storm duration_ LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B D Cultivated land 1 : winter condition 86 91 94 95 Mountain open areas: low growin2 brush &grasslands 74 82 89 92 Meadow or paoturet 65 78 85 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on t75% of the 68 80 86 90 area Fair condition: graas cover on 50-75% of 77 85 90 92 the area Gravel roads & parking lots: 76 85 89 91 Dirt roads & parking lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds etc. 100 100 1100 1 100 Single family.residential(2): Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.O DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 PUD's, condos, apartments, %impervious commercial businesses & must be ` industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. III-1-12 FEBRUARY, 1992 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN i STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN rf' ♦ �� V �. , _r r.��>�. ,�✓� •;`yam-r.-�11 4s, "maninu i um 10 0 10 20 30 40 /0 MILES Figure 30 ISOPLUVIALS F 100•YR 24•HR PRECIPITATION IN TENTHS OF N INCH I � 124 123 mvv wtuceenK$noAtmosOMrieAttminlstretlon Netionel Weather Service, Off o}IHydroloEy Prepared for U.S. DeDertment of A jricutture, Solt Conservation Service, Engineering Division 122 121 35� 111-1-46 FEBRUARY, 1992 I 7- C67 -9m %Irv, , ") : " ) �-- -, r 10 160 VtOO Meadow( Per L Acres le4er 0,JL- L-o, !V-- IOa o-L 1�r CN-- ) 10 7/ 6/99 Western Surveyors Inc • page 1 ARMANDO CHILELLI 97-067-A AUGUST 3, 1999 BASIN SUMMARY BASIN ID: A100X NAME: 100 YEAR 24 HR EXISTING SBUH METHODOLOGY TOTAL AREA.......: 0.36 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 3.00 inches AREA..: 0.36 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 20.79 min' IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 PEAK RATE: 0.10 cfs VOL: 0.05 Ac-ft TIME: 480 min BASIN ID: A10X NAME: 10 YEAR 24 HOUR EXISTING SBUH METHODOLOGY TOTAL AREA.......: 0.36 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 0.36 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TIME OF CONC.....: 20.79 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN..... 98.00 PEAK RATE: 0.04 cfs VOL: 0.02 Ac-ft TIME: 490 min BASIN ID: B100D SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: NAME: 100 YEAR 24 HR DEVELOPED 0.36 Acres BASEFLOWS: 0.00 cfs TYPElA PERVIOUS AREA 3.00 inches AREA..: 0.20 Acres 10.00 min CN..... 86.00 10.00 min IMPERVIOUS AREA 0.20 AREA..: 0.16 Acres CN..... 98.00 PEAK RATE: 0.17 cfs VOL: 0.06 Ac-ft TIME: 480 min .7 0 7/ 6/99 Western Surveyors Inc page 2 ARMANDO CHILELLI 97-067-A AUGUST 3, 1999 BASIN SUMMARY BASIN ID: B10D NAME: 10 YEAR 24 HOUR DEVELOPED SBUH METHODOLOGY TOTAL AREA.......: 0.36 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 0.20 Acres TIME INTERVAL....: 10.00 min CN....: 86.00 TIME OF CONC.....: 10.00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.16 Acres CN..... 98.00 PEAK RATE: 0.09 cfs VOL: 0.04 Ac-ft TIME: 480 min • 7/ 6/99 Western Surveyors Inc page 3 ARMANDO CHILELLI 97-067-A AUGUST 3, 1999 HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 1 0.043 490 1039 cf 0.36 2 0.099 480 2076 cf 0.36 3 0.094 480 1647 cf 0.36 4 0.166 480 2815 cf 0.36 11 0.043 540 1647 cf 0.36 12 0.104 510 2815 cf 0.36 �3 • • 7/ 6/99 Western Surveyors Inc page 4 ARMANDO CHILELLI 97-067-A AUGUST 3, 1999 STORAGE STRUCTURE LIST UNDERGROUND PIPE ID No. P1 Description: DETENTION PIPE Diameter: 2.25 ft. Length: 90.00 ft. Slope...: 0.0050 ft/ft Calculate Oecrease in P; Len +h as cz res v if�� of s i-0v-age Ty pe I - L. c s `s 1q,2 ( - \- i7.01D -15.29 x 2 " X 28 x 2,26 FT = 56. 21 ft � 12 iz of 27" Di,,iefer PAPe eqL ivalef+ Len 9+h 3 �P_ ' N-Il" 2 ! 3.9 -7 per L(= o O 5-6,24 = 1,4 et- 3,-q 7 0*0 Use qQ 4 -:-- 76 L. F of 27 " 0160, Pipe • • ,7/ 6/99 Western Surveyors Inc page 5 ARMANDO CHILELLI 97-067-A AUGUST 3, 1999 --------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. C1 Description: COMBINATION DISCHARGE Structure: 01 Structure: Structure: N1 Structure: Structure: NOTCH WEIR ID No. N1 Description: NOTCH WEIR Weir Length: 0.1500 ft. Weir height (p): 0.5000 ft. Elevation 49.00 ft. Weir Increm: 0.10 MULTIPLE ORIFICE ID No. 01 Description: ORIFICE Outlet Elev: 47.00 Elev: 46.00 ft Orifice Diameter: 1.2000 in. • 0 7/ 6/99 . Western Surveyors Inc page 6 ARMANDO CHILELLI 97-067-A AUGUST 3, 1999 --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE PEA K <-------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) ou'r. �cfsl ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 10 YEAR 24 HR STORM .......... 0.04 0.09 P1 Cl 48.23 11 154.95 100 YR. 24 HR STORM .......... 0.10 0.17 Pi Cl 49.26 12 334.39 0.iV I (c L Z- z UU W Q • z U J Co LLJ N Q O > C9 Z Z_ W W Z C7 Y Q Q O W Q 0: 0: O . . . Z W 0 °aW c}� L 7 F- W F- J Z C' V. W Q W �LQ J 0z0 . . . 4 z G U to W W W W a 0 Z y z 3K o z z W O z IC LLJ m U O 0 z m w Z w OU U) z z OJ 0 LU W ~ W LL Z co O mIL W J w • OLU Z U o W z (n O O D LL. (n (A — � m1i p 1 1-71 11 APLE i Le CONSULTING ENGINEERS GEOTECHNICAL ENGINEERING FOR THE PROPOSED CHILELLI RESIDENCE LOCATED AT BAR 1 o 164xx 7511 Place West,',,,-, Meadowdale, Edmonds. PROJECT NUMBER 2131 6 January 1999 4041 WEST LAKE SAMMAMISH PARKWAY SOUTHEAST . BELLEVUE • WASHINGTON • 980081 PHONE 425 644 1080 FAX 425-643-3429 dchemphill@msn.com E TABLE of CONTENTS. 1.0 INTRODUCTION 1.1 IMPORTANT INFORMATION ABOUT REPORT . . . . . . . 1.2 AUTHORIZATION for GEOTECHNICAL ENGINEERING . . . . 1.3 PURPOSE of GEOTECHNICAL ENGINEERING . . . . . . . 1.3a PURPOSE of GEOTECHNICAL INVESTIGATION. . . . . 1.3bPURPOSE of GEOTECHNICAL REPORT . . . . . . . . 1.4 DESCRIPTION of PROJECT . . . . . . . . . . . . . . 1.5 RATIONALE for INVESTIGATION and RECOMMENDATIONS . . 1.6 ASSUMPTIONS for GEOTECHNICAL ENGINEERING . . . . . 1.7 LIMITATIONS of INVESTIGATION and REPORT . . . . . . . 1.8 RECOMMENDATIONS for the OWNER . . . . . . . . . . 1.9 GEOTECHNICAL INFORMATION for the CONTRACTOR . . . . 2.0 SITE INVESTIGATION 2.1 HISTORY of SITE .. . . . . . . . . . . . . . . . 2.2 GEOLOGIC RESEARCH ... . . . . . . . . . . . . 2.3 DESCRIPTIONS of TYPICAL PUGET SOUND SOILS 2.4 EXISTING SURFACE DESCRIPTION. . . . . . . . . . 2.5 SUBSURFACE INVESTIGATION . . . . . . . . . . 2.5a RATIONALE for INVESTIGATION . . . . . . . . . 2.5b METHODS of INVESTIGATION . . . . . . . . . . 2.5c VISUAL OBSERVATIONS. . . . . . . . . . . . 2.5d GROUNDWATER OBSERVATIONS 2.5e STORMWATER RUNOFF OBSERVATIONS . . . . . 2.5f FIELD TESTS . . . . . . . . . . . . . . . 2.6 LIMITATIONS of SUBSURFACE INVESTIGATION . . . . . 2.7 SITE STABILITY INVESTIGATION . . . . . . . . . . . 2.8 DESCRIPTION of EXISTING SITE SOILS . . . . . . . . 2.9 HOW PHYSICAL PROPERTIES of SOILS DETERMINED . . . 2.10SUBSURFACE CONCLUSIONS . . . . . . . . . . . 3.0 ENGINEERING STUDIES and RECOMMENDATIONS page 1 1 1 1 2 2 2 2 2 3 3 5 5 6 6 7 7 7 7 8 9 9 9 10 12 12 3.1 RATIONALE for RECOMMENDATIONS . . .. . . . . . . . 14 3.2 SEISMIC STUDIES . . . . . . . . . . . . . . . . . 14 3.3 STABILITY STUDIES . . . . . . . . . . . . . . . . 16 3.4 DRAINAGE . ... . . . . . . . . . . . . . . 17 3.4a LOCATING BUILDINGS . . . . . . . . . . . . . 17 3.4b SITE SURFACE DRAINAGE . . . . . . . . . . . . 17 3.4c PROTECTING FROM CLOGGING . . . . . . . . 18 3.4d FOOTING DRAINS . . . . . . . . . . . . . . . 18 3.4e PROTECTING FOUNDATION WALLS . . . . . . . . 18 3.4f CRAWL SPACE DRAINAGE . . . . . . . . . . . . 18 3.4g FLOOR SLAB DRAINAGE . . . . . . . . . . . . . 19 3.4h CONNECTING DRAINAGE SYSTEMS . . . . . . . . 19 3.5 SITE PREPARATION . . . . . . . . . . . . . . . . 19 3.5a LOCATING STRUCTURES . . . . . . . . . . . . 19 3.5b CLEARING and STRIPPING . . . . . . . . . . . . 19 3.5c PROOF ROLLING . . . . . . . . . . . . . . . 20 3.5d PLACEMENT of WORKING SURFACE . . . . . . . . 20 IrE-'1IrHrIrL I, 0 .0 • 3.6 GENERAL SITE EXCAVATING . . . . . . . . . . . page 20 3.6a DESCRIPTION of EXCAVATING . . . . . . . . . . 20 3.6b EXCAVATING for DRAINAGE . . . . . . . . . . . 20 3.6c EXCAVATING for STRUCTURE . . . . . . . . . . 21 3.6d EXCAVATING SLOPES . . . . . . . . . . . . . 21 3.6e ALLOWABLE SLOPES for TRENCHES and EXCAVATIONS 21 3.7 PRELOADING 21 3.8 GENERAL SITE FILLING . . . . . . . . . . . . . . . 21 3.8a DESCRIPTION of FILLING . . . . . . . . . . . . 21 3.8b DESCRIPTION of STRUCTURAL FILL 22 3.8c PREPARATION of EXISTING GROUND SURFACE . . . . 22 3.8d PLACEMENT of STRUCTURAL FILL on SOFT SOILS . . . 22 3.8e DENSITY REQUIREMENTS of STRUCTURAL FILL . . . . 22 3.8f CONTROL of COMPACTION of STRUCTURAL FILL. . . . 22 3.8g COMPACTION of BACKFILL ADJACENT to STRUCTURES . 22 3.9 SOIL DESIGN PARAMETERS for FOUNDATIONS . . . . . . 23 3.9a PREPARATION of EXISTING SOILS . . . . . . . . . 23 3.9b APPROVED BEARING SOILS . . . . . . . . . . . 23 3.9c ALLOWABLE BEARING CAPACITIES . . . . . . . . 23 BEARING CAPACITY of UNDISTURBED SOILS . . . . . 23 BEARING CAPACITY of STRUCTURAL FILL . . . . . . 24 INCREASED BEARING for SEISMIC or WIND LOADS . . . 24 3.9d SETTLEMENT ESTIMATIONS . . . . . . . . . . . 25 TOLERABLE DIFFERENTIAL SETTLEMENT . . . . . . 25 SETTLEMENT of UNDISTURBED SOILS . . . . . . . 25 • SETTLEMENT of STRUCTURAL FILL. . . . . . . . . 25 DIFFERENTIAL SETTLEMENT . . . . . . . . . . . 26 UNEXPECTED or UNUSUAL SETTLEMENT . . . . . . 26 3.10 DESIGN of FOUNDATION SYSTEMS . . . . . . . . . . 26 3.10a DESIGN of SPREAD FOOTINGS . . . . . . . . . 26 3.10b OVER -EXCAVATIONS to BEARING SOILS . . . . . . 27 3.10c MAXIMUM SPAN for SOFT SPOTS . . . . . . . . 27 SPAN for CONTINUOUS FOOTINGS . . . . . . . . 27 SPAN for COLUMN FOOTINGS. . . . . . . . . . 27 3.10d MINIMUM WIDTH of FOOTINGS . . . . . . . . . 27 3.10eMINIMUM DEPTH of FOOTINGS . . . . . . . . . . 27 MINIMUM DEPTH for BEARING. . . . . . . . . . 27 MINIMUM DEPTH for FROST PROTECTION . . . . . 28 MINIMUM DEPTH for STABILITY on SLOPES . . . . 28 MINIMUM DEPTH to RESIST LATERAL FORCES . . . 28 3.11 DESIGN of HIGH RETAINING FOUNDATION WALLS . . . . . 28 3.11a LATERAL DRIVING PRESSURES . . . .. . . . . . 30 3.11 b RESISTANCE to OVERTURNING . . . . . . . . . 30 3.11c RESISTANCE to SLIDING. . . . . . . . . . . . 30 FRICTIONAL RESISTANCE . . . . . . . . . . . 30 PASSIVE RESISTANCE . . . . . . . . . . . . 31 3.11d PRECAUTIONS for CONTRACTOR . . . . . . . . 32 3.11e STRUCTURAL DESIGN of FOUNDATION WALLS . . . 32 3.12 DESIGN of PILE FOUNDATIONS . . . . . . . . . . . . 34 Il l rP I'IrIrL page 3.13 CONCRETE FLOOR SLABS . . . . . . . . . . . . . 34 • 3.13a DESCRIPTION of CAPILLARY WATER . 34 3.13b PROTECTION of FLOOR SLAB from CAPILLARY WATER 34 3.13c PREPARATION of SUBGRADE for FLOOR SLAB. . . . 34 3.13d DRAINAGE of SLAB BASE COURSE . . . . . . . . 34 3.14 RADON . . . . . . . . . . . . . . . . . . . 35 3.15 METHANE . . . . . . . . . . . . . . . . . . . 35 3.16 RETAINING WALLS . . . . . . . . . . . . . . . . 35 3.17 SOLDIER PILE WALL . . . . . . . . . . . . . . . 36 3.18 ECOLOGY BLOCK WALL . . . . . . . . . . . . . . 36 3.19 ROCKERY . . . . . . . . . . . . . . . . . . . 36 3.20 PAVING . . . . . . . . . . . . . . . . . . . 38 3.20a INTRODUCTION to PAVING . . . . . . . . . . . 38 3:21b DRAINAGE REQUIREMENTS .. . . . . . . . . . 38 3.20c PREPARATION of SUBGRADE . . . . . . . . . . 38 3.20d PAVING DESIGN by ASPHALT PAVING ASSN of WASH . 38 3.20e PAVING DESIGN by ASPHALT INSTITUTE. . . . . . 38 4.0 FUTURE STUDIES and RECOMMENDATIONS 4.1 DESIGN REVIEW . . . . . . . . . . . . . . . . . 39 REVIEW of FINAL PLANS . . . . . . . . . . . . . . 39 RISK STATEMENT. . . . . . . . . . . . . . . 39 4.2 CONSTRUCTION INSPECTIONS and VERIFICATIONS . . . . 39 LIST of FIGURES FIGURE TITLE or DESCRIPTION PAGE 1 LOCATION of PROJECT . . . . . . . . 1 2 PLAN of EXISTING SITE . . . . . . . . 2 3 PLAN of PROPOSED SITE . . . . . . . 3 FRONT and REAR VIEWS . . . . . . . 4 4 GEOLOGY of SITE . . . . . . . . . 5 5 EXISTING TOPOGRAPHY . . . . . . . 6 6 TEST PIT LOCATIONS. . . . . . . . . 7 7 TEST PIT LOGS . . . . . . . . . . . 8 8 PLAN of SLOPES . . . . . . . . . . 9 9 FOUNDATION PLAN . . . . . . . . . 26 10 SITE ELEVATIONS. . . . . . . . . 28 11 SECTION ELEVATIONS . . . . . . . . 29 12 EXAMPLE RETAINING FOUNDATION WALL . 29 13 WALL DESIGN PARAMETERS . . . . . . 30 14 WALL DESIGN . . . . . 31 15 STEEL & CONCRETE DIMENSIONS . . . . 33 16 INSTRUCTIONS & EXPLANATIONS . . . . 33 17 EXAMPLE ROCKERY . . . . . . . . . 36 • 18 ROCKERY DESIGN PARAMETERS . . . . 37 19 ROCKERY OPTIONS for CONSTRUCTION 37 EVE URE 1 LOCATION *PROJECT N� ; s HlLb /� �v � M ld H19b NO HLLV � a M ld Hil4=3 V) M M Ad �3�HlBbM 4111?� ca, M ld � , QH18P n y„ 6� _ d $ M ld H16ti a. `^ o[AV H10S N N M co o r' d � NN NFS-1, ° N r.,� N a n H105 v}i JF--5 009Si n �O J J cn-� a ko d g M d V, ONZS v. H H 3 Ad �d ON29 U �a M ;d yes a d ONZ �� N o M Id OHl9S V(rd cn M Ad H SS M ld M 17S"'a MS 1S ^ M ld H1bS �4 F ^ ld H1S5 = d Lco £ST ; a "' a nHiSs M AV N N ►— Ln H19S d H19S H1gS = ni M Ad M Id ay �, W 1_ N Hl9s s at f- M AV r, a 3 3 H19S to t �Q N p h d. �_ G c [S 57TH l Ln N H1LS M Id b pl '; h �'" Q n Id N b IW4 tb� Co M n d Q y s = M ld M Id H18S N H185 � Ab Hl Wiues S �q(�` ih s�� 91 S1 a S H165 ^c E H109_ H S1 _ — _ _ .tAV ' OOZtii 1STg M �y d o H10.9 M AV M o �+ n Id 1ST9 V H109 M- 0 1 Ad H109 g a~ � ® N 61ST PL 3 �� 09 Ay �' �`: t ► a3c ^ a �� ^d r aH29 M AV Q JW y5\1 F[ y y 1 ON M y ~--y-- �ti� vL 1 NJ ap 9 `. M ld ONZ9 N 0NZ9 ON N = A r 6 1. 3 ~ r Ni ~ M na y > ld d HLb9 H169 M Ad " AVAl 9 ; ; M Ab - Hlb9 y1 p y ^' Lij � AV H159 N159 �� N ��..� M AV j H1S9 / ry ^ , v -I fly H199 O zi N PL AV 9 AV w o` cv C� �; J d J s N J n i _- M Ad ti� M A a .+ a H189 1 ', �Q ~ ~ ~ � B-- LV0 -_CD W = 3 j 0 ck J 1 o-ti. y N 1.0cn O r— SIL d . M Ab��3 t err ONZL ONZL s M AVLo p L a °. iSTL' / Qb � QNZi \ M AV .,� £L� `L—M Id cp Cz, 3v 9G<LU o 100 m cr { Project number 2131 6 January, 1999 page 1 of 41 pages • 1.0 INTRODUCTION 1.1 IMPORTANT INFORMATION ABOUT THIS REPORT There are two parts to this report. The "main report" and the 'Reference Manual". The main report presents only pertinent data and geotechnical recommendations. Only specific calculations and explanations are included in the main report. The main report is • simplified to make geotechnical recommendations more easily located for the architect, the structural engineer, ,and the reviewer. The subject can be easily found in the "Table of Contents" on the preceding pages. The Reference Manual presents detailed generalized information and explanations. If the reader needs a better understanding of a portion of the main report, then references are included in the main report to the appropriate sections of the Reference Manual for a more detailed explanation. The sections in the Reference Manual are located by the numbered tabs, or the subject can be found in the Table of Contents. 1.2 AUTHORIZATION for GEOTECHNICAL ENGINEERING In a contract dated 25 July 1997 Armando Chilelli of A. C. Builders Homes Inc. (CLIENT) authorized HEMPHILL CONSULTING ENGINEERS (HEMPHILL@) to conduct geotechnical engineering for the proposed A. C. Builders single family dwelling (PROJECT) to be located at 164xx 75t' Place West, Meadowdale (SITE) as shown in Figure 1 on the opposite page. 1.3 PURPOSE of GEOTECHNICAL ENGINEERING See Reference Manual Section 1.2 1.3a PURPOSE of GEOTECHNICAL INVESTIGATION 0 See Reference Manual Section 1.2a HrE-'�;, r�I�rIrL L ! FIGURE 1 FLAN Ot tXlb I INU JI I t -rTT�rri io6 E _ `=dFAUTT s� II Cl)00 r6 to Oe OIL, 0 z In V. my ((J� • , \�`. ^• • \ �.. \ \ Lu to091 St ` ��• �\ '`� ` t ` '\ '� , � i i JIB go in o� �'` `\ `�� 'r,� go 3Nil 1534.j N;'' / ./. \ h S r / to It RRIA VA I a P ((��..(/�� (Q� \ �a'.'`\�Q� pO •� \ 1 i _ I _— .r -- i- /MYu P` it tA j H H1SON %�l70 6 /� d}zo �� R• '` `� �•� i ' i I i I % !//vim (%C.. �1�? ico` In Q 00 KID '� lo . O�? � � `•:E'er '��` �\� '�..n "+'aJ._ _ .` 2 .........6r` 14% 1S LLJ Project number 2131 6 January, 1999 • 1.3b PURPOSE of GEOTECHNICAL REPORT See Reference Manual Section 1.2b 1.4 DESCRIPTION of PROJECT page 2 of 41 pages Figure 1 on the previous page shows the general vicinity of the project. Figure 2 on the opposite page shows a plan of the existing site, and Figure 3 on the next page shows the approximate location of the building on the site. The proposed building is described in 8 drawings titled "RESIDENCE for MR & MRS a. CHILELLI", dated 30 Ju;ly 1998, and prepared by Charles C. Lee, Designer. The proposed residence is a wood frame 2 story structure with an unfinished • daylight basement and an integral 3 car garage. The garage and basement will each have a concrete slab floor. There might be a crawl space as shown in section on the drawings. The east side of the main house and the garage will be below existing grade and will have retaining foundation walls. Rockeries or other retaining and/or protecting systems will support portions of the driveway and other landscaping. 1.5 RATIONALE for INVESTIGATION and RECOMMENDATIONS See Reference Manual Section 1.4 1.6 ASSUMPTIONS for GEOTECHNICAL ENGINEERING See Reference Manual Section 1.5 1.7 LIMITATIONS of INVESTIGATION and REPORT • See Reference Manual Section 1.6 HrE`'_',, rI-EPHrII L uj U) O a O w a 0 z Q a M W 0 LL O r �n � � L INS I • u Project number 2131 6 January, 1999 page 3 of 41 pages 1.8 RECOMMENDATIONS for the OWNER See Reference Manual Section 1.7 1.9 GEOTECHNICAL INFORMATION for the CONTRACTOR 1.9a REVIEW of the GEOTECHNICAL REPORT by the CONTRACTOR See Reference Manual Section 1.8a 1.9b OPTIONS for the CONTRACTOR See Reference Manual Section 1.8b 1.9c CONTRACTOR'S RESPONSIBILITY for INSPECTIONS • See Reference Manual Section 1.8c U _j 0 Project number 2131 6 January, 1999 page 4 of 41 pages VIEWS of the PROPOSED HOUSE FRONT ELEV ---� REAR ELEV. 'IGURE 4 GEOLOG)W SITE '-,,�jy ! _ ZUG Norma Bea& / - � . � a�` :�-. m Ap ! i f •• tr -'��•' id- �{ *- jj 1N j11 Ile • � it �� ?4 :E_„b�,w.__1^'`�-` a', `,�: =-ram .,++ yj .O f ,�,� I%. Yr�+a�f a:CC�/ .:i: �s► � !� �I D {.�/ .•r, -"�� f ;k� t .:i,,,` -\`. � f��\.� .., M wadi,. {;d w�:.i •%T 3" .,.r• J.• f i� i IS `t �, 3;\.L,\;. \\.•, F. . • N �'-'1 J.` yji '•' l: ../ � � `,l Sfi• ' c�X-�k� f.-''t }� L i5/ 9v a. •/ xs � I { ; 1 : i ✓ ..,`�' ; ^ /r /• . r � t� r^•?t°�'�" � fs _.--- • 2.1 Project number 2131 6 January, 1999 2.0 SITE INVESTIGATION HISTORY of SITE page - 5.- of 41 pages There is no known historical record of the site except for geologic m aps the Washington Department of Natural Resources, Division of Geology by 9 Earth Resources, and the Soil Survey by the Soil Conservation Se and the Department of Agriculture. ►vice of It is also obvious that the steep downward slope along the east side site is fill from the construction of 75th Place West. of the There is a drainage pipe located at the southeast corner of the conducts water from an unknown source; that then ponds alon the that center of the site. 9 east 02.2 GEOLOGIC RESEARCH Figure 4 on the opposite page shows a portion of the geologic map vicinity of the site titled Preliminary Surficial Geologic Map of o the East and Edmonds West Quadrangles, publishedEdmonds Washington Department of Natural Resources. The m bs the State of be covered with Whidbey- Clay (Qw) P hows the site to Just north of the site is an old landslide (Qols) that might actually onto the site. The steep slope at the southwest corner of the site ad pose the south property, might be the southerly edge of the slide. along probably occurred thousands of years ago, maybe as the lacier the slide The soils that covered the site would have slid or been dragged into Puget ue t Sound as it existed in those days. 99 nto Puget r1�Igm Ir, i FIG J E 5 EXISTING TOP RAPHY o 106* - N. -�T - Tt O '�'1y = • 00 CC TO cn Q�. ♦ fir. \ �. ° I 09 cr CD SZ In to 7r •O " .o�tr� `J'OUl/ UV2�✓C!, ♦t- �'"� \0�.06.�_ ` —. - —to CCLI -"—'*' — �"'T il(� F- �!1 �� \$ • T 1C.Lol Jo .tom `' V � .•\y jj;;\ � I,'`\ \, � \ �!` � / I � / % / / �'��• •� ' •'.�.`�1: � � a� �' // 1YNNIHON,'or i (t'' /• '� ` ':. Q J1,0 y NfCO ou Ke IR \.♦ \. ,\ IIngo m� \ �a Project number 2131 6 January, 1999 page - 6 - of 41 pages The geologic maps do not have great accuracy, but they help to show soil types that are probable at the site but are not always obvious, or they help to verify that observed soils are as suspected. The significance of the geologic maps is that they might show a general trend of geologic conditions in the vicinity of the site that might help the geotechnical engineer to evaluate the observed soils. See Reference Manual Section 2 for descriptions of the typical geology of Puget Sound. 2.3 DESCRIPTIONS of TYPICAL PUGET SOUND SOILS See Reference Manual Section 3 for descriptions of the typical soils of Puget Sound. 41 2.4 EXISTING SURFACE DESCRIPTION (topography) Figure 5 on the opposite page shows the shape of the existing ground surface of the site and vicinity. The site is covered with trees, shrubs, and old fallen trees. The west side of the site is covered with blackberry vines. There is a pipe (not shown in Figure 5) that enters the site at the southeast corner that conducts water to the site. The source of the water is unknown. The water is trapped along the east side of the site at the base of the road fill. Over time the ground surface in that vicinity has become mucky. Shown in Figure 5, at the center of the south property line is a ditch that conducts water across the site. The source of the water is a 12" RCP shown on the property to the south. The steep slope west of the site was probably excavated for the railroad • tracks and exposes hard and very dense soils overlain by weathered soils. The slope might also have been partially carved by wave action from Puget Sound prior to the construction of the railroad tracks. rE-'lIrP HrIrL L `A Q U Cl) Z O F- Q U 0 LLI - W w M 0 LL 9 O n LL F CS v N N ` cotn \ N\ 2 `� \ \ 06_Y79-3N17 153M at �•� �(�� £' �107 rJO I j7VH HlMON' tj ZO ilk b t.t , 00 • • • • Project number 2131 6 January, 1999' 2.5 SUBSURFACE INVESTIGATION 2.5a RATIONALE for INVESTIGATION See Reference Manual Section 4.1 2.5b METHODS of INVESTIGATION page - 7 - of 41 pages 7 test pits were conducted by backhoe on 30 August 1997, located as shown in Figure 6 on the opposite page. Logs of the test pits are shown in Figure 7 on the next page. The test pits were located by pacing, and each test pit is assumed to represent the general vicinity. See Reference Manual Section 4 ' for a description of subsurface investigation methods. 2.5c VISUAL OBSERVATIONS at the SITE and VICINITY HEMPHILL observed that the undisturbed soils are the Whidbey Clay, sometimes called the Whidbey Clay, exposed at the bottom of some of the test pits, in slopes on the east side of 75t' Place West, and in cuts along the railroad tracks. Overlying the hard silt and clay is a sandy silt that could be weathered Whidbey Clay. The silty sandy and gravely surface soils below the forest duff could be old beach deposits, or soils eroded from the slopes to the east by surface runoff and groundwater seepage at the top of the Whidbey Clay. Those soils are not suitable for bearing. The gray sandy silt and silt at the bottom of Test Pits 3, 4, 5, and 6 can support loads in excess of 2000 psf. The bearing capacity of the silt soils (Whidbey Clay), which underlies the entire site, can increase with depth to a maximum of 6000 to 8000 psf. FIGUI*7 LOGS of TEST PIT DEPTH TP-1 TP-2 TP-3 TP-4 DEPTH 1 MUCK v WATER (STREAM) ORGANICS ORGANICS 1 p GRAVEL & GRAY & BROWN COBBLES MEDIUM DENSE 2 GRAY SILT BROWN & GRAY 2 SANDY SILT MEDIUM DENSE GRAY SILT v 3 • SANDY SILT 3 ,I,11111111111111111I1111,1111,IIII,/)III/,IIIII,I,, I, GRAY 1111111111111111111111/1I„1,1„)III II IIIIIIII111111II STIFF 4 SILT 4 (5000 psi) GRAY 5 SILT 5 (4000 pso 6 1111111„III„III,), 111111,111111111IIII/IIIIIIINIIII 1111111111IIIIIIII1111111111111111111I1111111111111111 6 7 7 TP-5 TP-6 TP-7 1 ORGANNCS ORGANICS MUCK 1 v 2 SILTY FILL? SILT 2 FINE SAND SAND & SILT _______--------- 1111111111111„IIIIIIII,IIIIIIIIIIIIIIIIIIIIII1111111/ 3 -------- ------------------ -- BROWN SAND, SILT 3 FINE to MEDIUM & COARSE GRAVEL SAND 4 4 GRAY GRAY 5 SILT SILT 5 (2500 psi) (2500 pso 6 1111111111111111111I,IIIiN11111111111N111111111111 NIIIIIIIIII,111111, 111, 111111IIIIIIII INI,IIIIIIIII 6 7 7 LEGEND --------------------- ESTIMATED LOCATION of CHANGE of SOILS GRADUAL CHANGE of SOILS KNOWN LOCATION of CHANGE of SOILS """""""14111 """""" BOTTOM of TEST PIT v TOP of GROUNDWATER 10 r • • Project number 2131 6 January, 1999 page - 8 - of 41 pages J The test pit descriptions are similar enough that HEMPHILL assumes there are no unusual conditions between the test pits. Those presumptive conditions will be verified at the time of construction. See Reference Manual Section 4.2 for an explanation of a visual investigation. 2.5d GROUNDWATER OBSERVATIONS Groundwater was observed in Test Pits 1, 2, 4, and 7. The water in Test Pits 1, 2, and 7 originates from a pipe that enters the site at the southwest corner from an unknown source. The water ponds along the toe of the road fill. The water is supported by the underlying low permeability silt layer. The water restricted the depth of the test pits. The water eventually builds up to overflow the low spots and flow downstream to the adjacent north property. That water can be eliminated by continuing the pipe past the site. The groundwater observed in Test Pit 4 was a low rate seepage that did not hinder excavating to a greater depth. The source of the water could have been a ditch shown at the south center of the site, and a 12" RCP shown on the property to the south. The pipe and ditch were not observed at the time of the investigation. See Reference Manual Section 6 for an explanation of groundwater and Sections 6 and 12 for an explanation of capillary water. 2.5e STORMWATER RUNOFF OBSERVATIONS There was no evidence of concentrated stormwater runoff or erosion • at the site. Apparently runoff from the site to the south sheet flows through the heavy vegetation. 1; 1 E 1 ORIHrI IN L J rr-rr,r1,'' *41 II J Is --oe A —y - T� n j ✓ to 1 - � x O -E; 00 rgt 3 -....__- _ �rn1 W • " 4. OfiBp `�`,*� I I ci Nv oe o00 US cc H� boo `\ 3 tI1�-� ♦ \ t t cc go 0 N h % / rT ii rr a to 3 r r.r a 0 �IIn 2 _ T S 1 /�777 co co 09 � ^ - --(►�'-\'>.\\`\ t�i ', ,\i it �`, •i �f !:�' I��\ �\. �---- :� W - nV' p ` u �2OU 1% ��2L oL. J♦ �O�.Ob �_ _ - - I t T }! r i /i i 1 N ♦ \ \1�5\` \\'1•' O I� / ill � (Y �t �'� .. Z�• or \ ♦ 2is. C10710 i y %, / 1• �t ;c"►''Z7'•. \\ ` i7YH HIWN; I / � : q�.•v'j. A" lb ',�� Or 2 .._•i: CL to ao It- �� tom\ ��•��-.�'.\�\ ;\ �� ,� ` �• _� �/�r% `� J, • `•'• `,ham♦'. •':`� 'O�' /! Project number 2131 6 January, 1999 page - 9 - of 41 pages 2.5f FIELD TESTS Visual classifications, probing, and penetration tests were conducted within the test pits, and within soils exposed at the site and general vicinity. See Reference Manual Section 4.3 for an explanation of conducting test pits. 2.6 LIMITATIONS of SUBSURFACE INVESTIGATION See Reference Manual Section 4.5 for cautions concerning geotechnical information. 2.7 SITE STABILITY INVESTIGATION Figure 8 shows the slopes on the site. The steepest slope on the site is 290 at the southwest corner that originates on the neighbor property and slopes down to the north. The steepest slopes to the railroad tracks are 220. The slopes along the west side of the site are natural undisturbed soils capable of standing much steeper. The slope from 75t' Place West is fill that stands at 220, which is less than the natural angle of repose of those soils. The compaction of the soils is not known, but there is no evidence of settling or shifting. The rest of the site slopes gently down to the west at approximately 100. There is no evidence of any sliding at the site in recent history. See Reference Manual Section 16 for an explanation of slope stability. IrE-'1Ir1�IrIrL L • Project number 2131 6 January, 1999 page - 10 - of 41 pages 2.8 DESCRIPTION of EXISTING SITE SOILS 2.8a DESCRIPTION of UNDISTURBED NATURAL SOILS The undisturbed natural soils are glacially compacted silt and clay described as the Whidbey Clay, and similar to the Lawton Clay. The Whidbey Clay is composed of various combinations of clay, silt, and very fine sand that were deposited in calm waters of the lake that existed in the Puget Sound area as the glacier advanced. Since the lake waters were calm, the fine grained soils were laid fairly level. The glacier eventually sat on the Whidbey Clay and compressed it to great densities and strength. Where the Whidbey Clay is exposed on slopes, it is usually stable, and seldom has deep seated slides. Any instability generally occurs in the soils that rest on the clay, or within the upper weathered clay that results from freezing and thawing, wetting and drying; and root action. The Whidbey Clay sometimes contains vertical relief cracks where it is exposed along some slopes that were carved by the glacier or other erosion after the clay was compressed. The relief cracks were the result of the removal of great loads that once contained the Whidbey Clay laterally prior to the removal of the soils that were once adjacent to the slope. The relief cracks can exist for great distances into a hillside, depending on the extent of the lateral pressure of the removed soils. Water seeps into the cracks and softens the soils, creating weak • joints. The weak joints and hydrostatic pressures in the joints can cause deep seated slides in the Whidbey Clay, and can also cause the Whidbey Clay to fall off steep slopes in chunks. That type of HKE-11-MINEF MEMEL L •Project number 2131 6 January, 1999 page - 11 - of 41 pages • failure generally occurs where the slope is adjacent to wave action or running water that constantly washes away any accumulation of slide or erosion debris at the toe of the slope. If the debris can accumulate, the build up will eventually cover the slope and will provide lateral support, and also protection against weathering. The undisturbed Whidbey Clay generally has bearing strengths of 6000 to 8000 psf, has very low compressibility, low permeability, a friction factor of approximately 0.2 to 0.3 (depending on the other material involved in sliding), and side friction on piles of 1000 to 2000 psf (depending on the pile material, and the initial pressure when the pile is placed). Those physical values are similar to the Lawton Clay. The undisturbed glacially compacted Whidbey Clay can'be confused • with Whidbey Clay that has been disturbed by weathering, sliding, and rebounding and cracking from relief. The undisturbed Whidbey Clay can also be confused with silts and clays that were deposited in the glacial lake as the glacier receded, and therefore were never over ridden by the glacier. The Whidbey Clay can also be confused with stream, river, and lake deposits that occurred since glacial times. The Whidbey Clay can also be confused with the Lawton Clay, but the two soils are so similar that there is no discernable difference in the physical properties, since each should be properly evaluated by the geotechnical engineer at the time of construction. Because of the great difference in physical properties between the undisturbed Whidbey Clay, and either disturbed Whidbey Clay or other clays, and the great differences in the physical properties. only a geotechnical engineer or engineering geologist should evaluate the physical properties of any clay or silt type soil. �rE-'�1 rP HrIrL L 1 .Project number 2131 6 January, 1999 page - 12 - of 41 pages • 2.8b DESCRIPTION of EXISTING FILL SOILS The fill soils encroach on the east portion of the site from the construction of 75th Place West. The soils under the paving are obviously sufficiently compacted, but the outer edges of such fills usually are not well compacted because of the difficulty of access with the compactor, and because the edges usually squeeze out during the compaction of the edges at the top of the slope. The fill slope has been stable, but will require some treatment where the driveway will be located. The existing slope will be reduced when a mound at the top of the slope will be removed, and the depression at the base of the slope will be filled. 2.9 HOW PHYSICAL PROPERTIES of SOILS were DETERMINED The properties of the soils were determined by visual classification, probing, and penetration tests, and compared to the properties of similar soils that have been tested in the field and lab. Any minor differences are of no consequence because the design requirements are much less than the actual soil parameters; provided that proper verifications are conducted at the time of construction. See Reference Manual Section 3 for typical soil descriptions. 2.10 SUBSURFACE CONCLUSIONS HEMPHILL concludes that the upper 2 to 4 feet of soils at the site are not suitable for the support of footings. The underlying soils can support loads in excess of the proposed structure. Those soils should be verified at the time of construction. H rE-'1filIrl�HrIrL L • Project number 2131 6 January, 1999 page - 13 - of 41 pages n LJ The bearing soils are fairly impervious, and therefore could support water. Groundwater can seep to the west, but might be trapped in depressions in the impervious soils. Water that enters the site at the southeast corner, and at the south center, can be intercepted and conducted off the site at locations approved by the City of Edmonds. Drainage requirements should be determined at the time of construction. Because of the great strength of the deeper soils, a deep seated slide is not likely. Any instability would be the result of minor surface sluffing in the weathered soils, usually the result of uncontrolled concentrated surface runoff. HrE-'1�/IrP IrIrL Project number 2131 6 January, 1999 page - 14 - of 41 pages 3.0 ENGINEERING STUDIES RECOMMENDATIONS 3.1 RATIONALE for RECOMMENDATIONS The geotechnical recommendations presented in this report are based partially on presumptions by HEMPHILL that all the soils are similar to those observed and tested at the site, and on the requirement that HEMPHILL will verify the presumed conditions, and will make final decisions for foundations, slope stability, retaining systems, structural fill, soil preparation, slabs, paving, and for drainage, at the time that the excavations reveal the true nature of all the subsurface soils and conditions. 0 The following design recommendations are based on the soil conditions that 0 might occur during normally anticipated storm or seismic conditions, and even resulting from some poor construction practices. The worst of any of those conditions would not be normally anticipated, therefore the lower limits of the design parameters and safety factors are based on engineering judgment. 3.2 SEISMIC STUDIES Page 5 of Section 15 of the Reference Manual shows the Puget Sound region to be in Seismic Zone 3 which can have intensities of VII and higher. Intensities are described on page 3 of Section 15 in Figure 15-2. HrE-'l�/IrI�HrIrL L • CI "Project number 2131 6 January, 1999 page - 15 - of 41 pages Figures 15-7, 15-8, and 15-9 list the various soils in the Puget Sound Region based on agricultural descriptions of the upper weathered soils. The AIF values of the soils indicate the relative densities of the underlying undisturbed soils, since density is the criteria that determines the relative intensity of shaking compared to other soils during a specific magnitude earthquake and distance from the epicenter. The soil names are based on descriptions by the Soil Conservation Service (SCS) of the Department of Agriculture. The SCS describes the soils in the vicinity of the site as Alderwood, which is the upper weathered portion of glacial till. The actual proposed bearing soils at this site are the parent soils for Kitsap soils, shown in Figure 15-8 to have an Al of 0.65. Figure 15-13 on page 13 in the reference manual shows a map of seismic epicenters, and shows that soils with an AIF of 0.6 would experience a VII intensity at this site once in over 40 years. Although the actual intensity is based on the location and the depth of the seismic epicenter, the magnitude of the earthquake, the density of the soils at the site, and the conditions between the epicenter and the site, the VII intensity has become an accepted reasonable value to use for design purposes. Figure 15-24 on page 19 shows that for a VII intensity the acceleration is approximately 0.09 x 32 fps/s = 2.9 fps/s = 3 fps/s. Some building departments have codes that mandate the required minimum seismic acceleration, sometimes based on soil conditions, and sometimes based on nothing. The estimated acceleration determines how hard the earthquake jerks the house back and forth as the shaking starts at zero, then accelerates to a maximum velocity, then decelerates to zero again, then accelerates in the opposite direction to a maximum then back to zero, and back and forth and back and forth and back and forth and back and forth and .........enough already! See Reference Manual Section 15 for explanations of seismic design. rIrL L • 1 Project number 2131 6 January, 1999 page - 16 - of 41 pages 3.3 STABILITY STUDIES Meadowdale has had many damaging slides throughout history. There is a large slide that is believed to have occurred in glacial times shown as Qols in Figure 4 on page 4. That slide might have infringed onto this site. Most of the slide debris is probably gone, or stabilized. There have been several slides that occurred in the 1950s caused partly by a large influx of effluent from septic systems. The septic systems have been replaced by a sanitary sewer. The effluent combined with heavy rainfall and runoff infiltrated into loose granular soils that were a combination of old beach deposits, glacial outwash, sluff debris, and seepage and surface runoff that eroded soils from the sand clay intersection higher on the east slopes. Those slides damaged many homes north of the site. There have been several slides recently caused by shallow surface sluffing of the exposed steep slopes on the east side of 75"' Place West. The normal slide conditions that Meadowdale is famous for do not exist at this site. If the 'old slide" (Qols) did infringe onto this site, it removed the slide debris and left a more stable site. The worst section of the 1950s slide is now covered with new residences that have been stable. That area and this site remained stable through the two worst conditions in recorded history. The first occurred in February 1996 during the heaviest rainfall for a 5 day period including a 100 year 24 hour storm, and the second, and worst, occurred in December 1996. during a 2 foot snow melt and rainfall combination that caused the several slides on the steep slopes east of 75"' Place West. See Reference Manual Section 16 for an explanation of stability calculations. 5 1:11 IrP HEEL Project number 2131 6 January, 1999 page - 17 - of 41 pages • 3.4 DRAINAGE See Reference Manual Section 7 for this very important phase of design and construction. Improperly constructed drainage (groundwater and surface runoff) is the cause of more failures, and frustrating problems for the owner, and lawsuits than any other phase of construction. And yet improper drainage is one of the cheapest problems to prevent. It's one of those "pay a little now or a lot later". Reference Manual Section 7 presents the logic of drainage, and presents probable drainage design and construction, but final decisions for drainage should be determined by HEMPHILL at the time of construction after all the existing groundwater conditions have been revealed by the excavations, and grading reveals the probable directions of surface runoff, or the City of Edmonds has dictated the required distribution of surface runoff. 3.4a LOCATING BUILDINGS to DRAIN See Reference Manual Section 7.2 for an explanation of this first important step in drainage design. 3.4b SITE SURFACE DRAINAGE A complete stormwater runoff study is not included in this report because stormwater detention is not a requirement at this site. See Reference Manual Sections 7.3 and 7.4 for preparing the ground surface for drainage. See Reference Manual Section 24 for an explanation of stormwater control. HER WU:I : HIE Xlea L i Project number 2131 6 January, 1999 page - 18 - of 41 pages 3.4c PROTECTING DRAINAGE SYSTEMS from CLOGGING See Reference Manual Section 7.5 3.4d FOOTING DRAINS See Reference Manual Section 7.6 3.4e PROTECTING WALL from DAMPNESS and PRESSURE See Reference Manual Section 7.7 3.4f CRAWL SPACE DRAINAGE Crawl space drainage is one of the least understood and more important problems of construction because there are more complaints and lawsuits related to crawl spaces than any other phase of construction. Reference Manual Section 11 presents the true facts about crawl spaces. Unless the contractor committed the worst error of building in a hole or below the inlet of the approved drainage system, then installing proper drainage is cheap and easy,. and fixing a crawl space problem can be a cheap and easy fix. See Reference Manual Section 7.10 and Reference Manual Section 11. HrEE 1 13PHrIrL L • u . Project number 2131 3.4g SLAB DRAINAGE 6 January, 1999 page - 19 - of 41 pages Improper slab drainage is one of the least understood and most costly problems of construction to .fix, and yet one of the cheapest and easiest problems to prevent. See Reference Manual Section 7.9 and Reference Manual Section 12. 3.4h CONNECTING DRAINAGE SYSTEMS See Reference Manual Section 7.11 for an important explanation of how to connect different drainage systems so that they do not clog or flood each other. 3.5 SITE PREPARATION The preparation of the site is much more important than most contractors believe. They often leave the. site preparation to an excavator who has no idea how to shape the final outside grade and the building excavations for proper drainage, or how to create slopes for the protection of workers. They often pile excavated soils on or adjacent to slopes, creating unstable conditions. This important phase of construction requires. much more attention from the general contractor, the building department, and the geotechnical engineer. 3.5a LOCATING STRUCTURES See Reference Manual Section 5.1 3.5b CLEARING and STRIPPING See Reference Manual Section 5.2 IrE-'l�llrIrIrL L • • is Project number 2131 6 January, 1999 page - 2 0 - of 41 pages 3.5c PROOF ROLLING See Reference Manual Section 5.3 3.5d PLACEMENT of WORKING SURFACE on SOFT SOILS See Reference Manual Section 5.4 3.6 GENERAL SITE EXCAVATING 3.6a DESCRIPTION of EXCAVATING Most of the excavating at the site will be for the placement of the house. Excavating outside the house will be minimal except for the removal of a mound adjacent to 75t' Place West. 3.6b REMOVAL of UNACCEPTABLE SOILS See Reference Manual Section 8.1 3.6c EXCAVATING to SITE GRADE Any excavating outside the house will be for drainage, and aesthetics desired by the owner. See Reference Manual Section 5 for a description of site preparation. IBM -'1�,/ielpmt M L L • Project number 2131 6 January, 1999 page - 21 -of 41 pages 3.6d EXCAVATING for STRUCTURE It is very important that the excavating for the proposed structure be properly conducted to allow for drainage, as explained in the Reference Manual. See Reference Manual Section 8.2 (Excavating), Section 5 (Site Preparation), and Section 7 (Drainage). 3.6e EXCAVATING SLOPES See Reference Manual Section 8.3 for a discussion of maximum excavated slopes. • 3.6f ALLOWABLE SLOPES for TRENCHES and EXCAVATIONS See Reference Manual Section 8.4 3.7 PRELOADING Not required for this project. 3.8 GENERAL SITE FILLING 3.8a DESCRIPTION of FILLING Fill will be placed to raise the depressions that hold water near the east side of the site, to shape the site for landscaping, and to shape the site for drainage. Any organic soils excavated for the house can be used for landscaping. All inorganic soils excavated for the house can be used as fill for landscaping except where properly compacted • structural fill will be required. Structural fill will be placed to construct the driveway entrance to the site. Structural fill can also be placed to raise the footing level if desired and approved by HEMPHILL. IMrE-'1�IIrIrlrL L • Project number 2131 6 January, 1999 page - 2 2 - of 41 pages • 3.8b DESCRIPTION of RECOMMENDED STRUCTURAL FILL Clean non organic soils that are not saturated beyond the optimum moisture content can be used as structural fill for the driveway, backfill for the foundations, and bearing for foundations. Structural fill can be imported. The type of soil imported must be inorganic, and the grain size is dependent on the moisture conditions of the soils and at the site. See Reference Manual Section 10.1 for a definition of structural fill. 3.8c PREPARATION of EXISTING GROUND SURFACE for FILL • See Reference Manual Section 10.2 3.8d PLACEMENT of STRUCTURAL FILL OVER SOFT SOILS See Reference Manual Sections 5 (Site Preparation, working surface) and Section 10.4 3.8e DENSITY REQUIREMENTS of STRUCTURAL FILL See Reference Manual Section 10.6 3.8f CONTROL of COMPACTION of STRUCTURAL FILL See Reference Manual Section 10.5 3.8g COMPACTION of BACKFILL ADJACENT to STRUCTURES See Reference Manual Section 10.7 IrE-'�;� �P'-�` HrIrL L rI L Project number 2131 , 6 January, 1999 page - 23 -of 41 pages 3.9 SOIL DESIGN PARAMETERS for FOUNDATIONS 3.9a PREPARATION of EXISTING SITE SOILS for FOUNDATIONS The existing site soils located at 2 to 4 feet below the existing ground surface are suitable for foundation bearing. Because the depth of the bearing soils varies, and because the bearing capacity increases with depth, and because large trees could have broken up the soils at greater depths, then HEMPHILL should verify the bearing soils at the time of construction. See Reference Manual Sections 5 (Site Preparation), 8 (Excavating), 10 (Structural Filling), and 17 (Footing Design). 3.9b APPROVED BEARING SOILS The approved bearing soils are described as GRAY SILT that has been field tested to have a minimum penetration strength of 2500 psf. See Reference Manual Sections 3 (Soils of Puget Sound) and 17 (Footing Design). 3.9c ALLOWABLE BEARING CAPACITIES BEARING CAPACITY of UNDISTURBED -SOILS The allowable bearing capacity of the undisturbed soils identified as Gray Silt is 2500 psf if approved by HEMPHILL. The allowable bearing capacity of the undisturbed soils identified as Gray Stiff Silt is 5000 psf if approved by HEMPHILL. • See Reference Manual Section 17 for an explanation of bearing capacity and how it is determined. 7 E-311 I31P. �rIrL L r Project number 2131 6 January, 1999 page - 24 - of 41 pages • BEARING CAPACITY of EXISTING FILL -SOILS C� Any existing fill soils are not approved for bearing unless approved by HEMPHILL and properly prepared and compacted. See Reference Manual Section 17 for an explanation of bearing capacity and how it is determined. BEARING CAPACITY of STRUCTURAL FILL The allowable bearing capacity of approved and properly prepared and compacted on site or imported structural fill is 3000 psf. See Reference Manual Section 10 for an explanation of structural fill. INCREASE of BEARING CAPACITY for SEISMIC or WIND LOADS The bearing capacity of undisturbed Gray Silt can be increased to 3500 psf for temporary loads. The bearing capacity of Gray Stiff Silt can be increased to 6500 psf for temporary quick loads. The bearing capacity -of properly prepared structural fill can be increased to 3500 psf for temporary quick loads. �rE�� r��irIrL L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o M J o J m .o 0 0 0 0 o Y m .o 0 0 0 0 .t o 0 o O• P M .o m o 0 0 V O W r ][ i► CO coCp O m m m 0 . . m m m m 0 m m m m O O A O N J M m m m 0 N CD J M m m 0 A m m 0 A m N .O V m m O M W Y m N W 2 Y I Y J O d d V 0 d d J J 0 J J d V 0 d J J J Y O Y J J Y J V O I d Y V J V J 0 d d V J d d d 0 Y V J d J V d 0 O " • W C 1% .O O N A J O ^ O 10 0 10 7 n N O N 0: A 0 0 m p •O ^ O O I nO. N J A d .- 0 0 m P N .O N 0 0 0 m .O 1% O .O O O O a O H I ^ N O P^ O A m^ 0 0 A N .O O J d N A 0 0 M J V N O' O O M M M J .O O O M m N N M d 0 0 M N N M M N O O v 1 " N J Y. W W O d d d 0 V d J 0 0 J Y d Y 0 V d Y Y 0 0 J d J d Y 0 0 I Y J J J J 0 0 V d V J J d 0 0 N V d J d V 0 0 " P V N O O O A N N N O O m N J N O O A J P M m N M P 0 0 z u v O N N N O N N N O O .O •O N N O A .0 .O N O O m A A •O N O O m co m A .CI O O O. O. m m A N 0 0 O O 0: 0:m .O O O r• o Ij Z W C M O 0: 0: 0.1 O M N d O ClJ 0: N J I O m P •O P 0:1 O P d 1M1 A m A O O N .O O .p S u O I O N' O N^ O• O N^ 0 •O O m^ A N O N' A N J 0 0 0 .O N J M O^ P •O Y M M O m 0. •O J M M N O m 0. .O d M M N •. y v N N f I 1 J I r W W N O 6• I O J d O J d d O d J d d p Y d Y V O d Y V V J O d J d d V d� O V J Y d d d O d d V J d J d O V V V d V Y d W I-• W v S " " J 2 W O N N O N N N O N N N N O N N N N O N N N N .} O N N N A .O N I O N N N P m m O N N N 0 0 0 O N N N N N M M • v 2 U = S I O •O •O O •O .O .O O .O •O •O •O O 'O .0 •0 .O O .O .O .O .0 A O •O •O .O •O A m O .O V .O .O A m O •0 .O •O A m O. O O •O •O .0 A m O. O _ C- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - - . N W Z .O O. O 0 0 0 N N N- d V d d d .O •O •0 .0 .O P 0: 0. CP. P 0.V d d J d Y d I O. 0• 0. 0. C. 0. 0. N N N N N N-- N N N N N N N N a w i n g I l0 0: ^ N^ N O O O O O 0: 0: 0: P 0:m m m ap ap m ap m m CO m m m A A A A A A A A A A A A A A A Cl) " _ W • W N d d d O O O O M M M M M •O d .O •O .O Y J d V V J N N N N N N N P P P P P P P M M M M M M M M P P P P P P P P .C^ C! ti I V Mm O O co co O .O 'O 'O .O O N N N N N N tt d J J d d d J { M M1 M M M M H M M M M M M M H N N N N N N N N JW Q V > " n N N .- •- ^ J " i > M N O K I 3 d d d d J Y J d d d d d d d d d d J d Y J d Y V d d d V J d Y d d d V V d d V d d d d d d J d V d d V d d d d d > " v " J 2 N N 0 0 0 0 0 .O O .O .O .O .O N N N N N N N ( P P P P P P P .O .O •O .O .O •O •O •O V d J d J V V V . ![ 3 +� 3 Z ` v N N N N N N N N N N N N N N N O •O •O .O •O .O •O .0 .O .O .0 A A A A A A A A A A A A A A m m m m m m m m P P P P P P P P C O - - - - - - - - - - - - - A - - - - - - - - - - - - - - ( -- - -- - pp - - - - - - p PmMMM - - - - -^ -In - - - - - -- - p -^n - - - - G = 0 a I 6 .O P .0 � m • JO •• J N^ X W N .O m P. p .p ' .0 A N O. d iA N O A A O m m !o. 'mm ttpp • Q • K I IOM W '^P, O'm V ..pp• ^ ^^ x b W O O O O O O O O O O O O O O O O O O O O 0 0 O O O O O O O O O O O i.9 0 0 0 0 0 0 O O O O O O O O O O O O O O O O • � u p v I " J m .0 co co .0 co co OV OV a,.O P.O P.OPP 0..p CP..O MMMM H N0,0,NN NNNN_NNNNN^''^ V V d dO d d NP NNNN .PO .O _QP ^CM N N N N 1+1 MM M M N N N N N N N .O `O .O .O .O •O .O .O A A A A A A A A LL O^ "> m to 'O m m m 0 m m m m O m m m m 0 m m m m m 0 co in m co a*m 0 I m co co m co 0 O m com co to Go com m W m m m m O • � N O 7 U < O� O. d W I M M N N M M M N N N M M M M N N N N M M M H N N N N M M M M M N N N N N M M M M M M N N N N N N M M H M M M N N N N N N M M M M M M M N N N N N N N M M M M M M M N N N N N N N > O Z ti 7 7 V I V O a N N N N N N N .N N N N N N N N N N N N N N N N N- N N N N N N N N N- N N N N N N- - N N N N N N N N N N N N N N N N V N N N f•J N N i N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N � < W w• I Z> W^ O N O d m co O N O^ M O N N d A 0 .} O (O N O P O r- Y p O 0, P O O Nt P N I P A J N N v N P O M m A N P O M N y 2M W• . PrNO P A M NO�P •O POW N A M MMPO NJ .O P On N N .Vf ^ ^ ^ ^ ^ ^ .- ^ ^ ^ .. ^ - ^ - N N - ^ •-• - N N N W OC O O M M M .0m N N .0 N m .0 P P .0P P P P G? MO 2 M •NO .•NOO N N N N N O 0. a- a,2 P P 1•Y1 MV1 J J J V V '^''^^ O O O O O O O ON• 0. 0..MO N N N N N N .MO .MO .HO d d .0 N N N N N N N N O W ^ N N N N N N N M M M M M M M J J J J J J d N N N N N N N N A A A A A A A A O v 4 2 W^ W y d I N O O O N N. N M M M M N N N N N d Y J d d N N N N N .O .O .O •O •O m m m m m m N N N N N N N C C 0 0 C 0 0 1 .0 •O .O .O .O •O .O N N N N N N N M N M M M M M H N N N N N N N N N N N N N N N m m m It m m m m • O W W J ^ O Z 01 m m m to co on Go co Go co com co co In m co m m m m .0 .0 m com .0 to .0 m m co m co co co co co co In co com m m com m m m Go co co co I J Y J Y d J Y J J V J Y J V V V V Y V V J V J V J V J J V J J J J d Y Y V V V V V V V V I -- N - - - - - - - - - - - - - - - - - - - - - - - - _ C P 1% N O .O J .O O O P m N •-• N .O O M^ m N O M O .O N N m d m P 0 P CO N N m n .O O W N N VI Y v Y I 2 O .� ^ •�• O O N^^ O O N-^^ p N N N^ O N N N N 0 0 I M M N N N .� O M M M N N 0 0 M M M M =m O: Z O A O V V 1% A C. N M J A .0 O• M M A A M V N M M A A O P P N M A A A V M Y N M A A M P A m •- N A A W J " Z W � O W v I O �^ O N^ '- O M^ •� O O • M^^^ O V" �' ^ O O N N .-• ^ .O O 1 ^^ .•• d N B O O �^ � .O M N O O A N F O HH W O N 7 O N O- O N p N 0 O N p N 0 O N O VN O N I O O N O N p O N O N O N O O N O N O YN O N O O N O N O N V Z J _ O S v 0 0 O O •- ^ C. 0^^ N O O O O O W O J 4 - - •O •O .0 •O •O A A A A A m m m m m m P P P P P P P O O O O O O O N^ N N^ N N N ^^^^ I*Project number 2131 6 January, 1999 page - 25 - of 41 pages 3.9d SETTLEMENT ESTIMATIONS See Reference Manual Section 17 (Footing Design). Settlement calculations are described on page 10 of Section 17. TOLERABLE DIFFERENTIAL SETTLEMENT The tolerable differential settlement over the length of the building is 0.003 ft/ft x 64 ft = 0.2 ft = 2.3 inches. HEMPHILL has seen numerous cases where settlement has exceeded the tolerable without serious structural damage, but the visual effects, and the nuisance of binding windows and doors, can be intolerable to most people. The concern for further settlement can also be intolerable, especially when making a sales transaction. See Reference Manual Section 17, Figure 17-1 on page 1. SETTLEMENT of UNDISTURBED SOILS Settlement- of 2 ft wide footings exerting 2500 psf on undisturbed soils described as Gray Silt will be approximately 0.25 inches. Settlement of 2 ft wide footings exerting 5000 psf on undisturbed soils described as Gray Stiff Silt will be approximately 0.33 inches. SETTLEMENT of EXISTING FILL SOILS Foundations will not be placed on any existing fill soils. SETTLEMENT of STRUCTURAL FILL Settlement of 2 ft wide footings exerting 3000 psf on undisturbed soils described as properly prepared Structural Fill will be approximately 0.15 inches. HrE�. rI�HrIeirea ------------------ I I � I ! • i II j I�I i II II 1 I I ' j I I I Ili r, Z I I I I I I O � dL 19 a g 0. le WI �— I I =---------- �9 1� ', � , � ` 9S I -- - // /r•--- -----1\ '`• Tom/ /'--- —; \ _- 79 - —� I I ac Ids r �Jg g3d1Y I• I co co I� I = i � � ,< �—_ -- Zvi — �,�j~ b•1 I f; � � I j, r:,nn TJ � 1 / r.d.l yl,o� � l •.yot w f+%4 / O1 r Olr �� LI.� © I 0 I I n 11 I t e J 11 0-16 •90.71D � I �' d 13� � � �• b W LL. �-b 11 ;I) c� I tjHLd P: f dOIxL I I C}a 0 14 I TK 6 I o • tlwga ri a ' -- - •ac ` �c d'w3$ :z3 \ `S�aOL`�JT----------� � ci} • 3.10 �J 0 0 Project number 2131 6 January, 1999 page - 2 6 - of 41 pages DIFFERENTIAL SETTLEMENT Maximum anticipated differential settlement of footings located on properly prepared undisturbed soils is approximately 0.15 inches. UNEXPECTED or UNUSUAL SETTLEMENT Any unusual settlement will be the result of poor workmanship while preparing the bearing soils. SETTLEMENT CONCLUSIONS HEMPHILL concludes that normal settlement will be minimal and within the tolerable range of a wood frame structure. DESIGN of FOUNDATION SYSTEMS 3.10a DESIGN and PLACEMENT of SPREAD FOOTINGS Figure 9 on the opposite page is a plan of the proposed foundations. Continuous and column spread footings will be constructed to support the house and decks. In the portion of the basement where there will be a floor slab, the interior 8 inch thick column footings will be placed 4 inches beneath the concrete basement floor as a monolithic pour; since the excavated floor area will expose bearing soils, and the floor slab will be underlain by a 4 inch capillary break. Interior column footings placed in a crawl space will be poured individually directly on the crawl space floor if excavations expose approved bearing soils, or else placed in excavations conducted to approved bearing soils, or on structural fill over deeper bearing soils. HrE-'�;; rI'=IrIrL L . Project number 2131 6 January, 1999 • Page - 2 7 - of 41 pages 3.10b OVER -EXCAVATIONS to BEARING SOILS See Reference Manual Section 17.4 and Figure 17.8 if footings will be placed on structural fill placed in excavations conducted through unsuitable soils to bearing soils. g 3.10c MAXIMUM SPAN for SOFT SPOTS SPAN for CONTINUOUS FOOTINGS See Reference Manual Section 17.5a SPAN for COLUMN FOOTINGS See Reference Manual Section 17.5b • 3.10d MINIMUM WIDTH of FOOTINGS See Reference Manual Section 17.3a and 17.6 3.10e MINIMUM DEPTH of FOOTINGS MINIMUM DEPTH for BEARING The required depth of footings for bearing varies throughout the site because of the varying depths of weathered and loose soils and because of the required elevations of the footings. Bec the east end of the house will be deeper into the ground, the excavations will be well below the top of the bearing soils. The minimum depth for bearing should be determined at the time of construction. • See Reference Manual Section 17.7a Mrs'-?affe-M)YmpraT., r., I its • �� '� L Z 0 F- Q LIJ J W W F_- f) O Z O w LL • E 0 • U L� . Project number 2131 6 January, 1999 MINIMUM DEPTH for FROST PROTECTION page - 28 - of 41 pages The minimum required depth for frost protection of exterior footings exposed to weather is 12 inches. Interior footings can be placed directly on approved bearing soils. See Reference Manual Section 17.7b MINIMUM DEPTH for STABILITY on SLOPES No footings will be placed on a significant slope, therefore there will be no potential sliding from under footings. See Reference Manual Section 17.7c MINIMUM DEPTH to RESIST LATERAL SOIL PRESSURES The minimum depth to resist lateral soil pressures will be determined in the following section. See Reference Manual Section 17.7d 3.11 DESIGN of HIGH FOUNDATION WALLS As shown in Figure 10 on the opposite page, the ground surface at the southeast corner of the house is elevation 68, and the floor slab of the adjacent basement is 58. Assuming that the retaining foundation wall footing is 1 foot lower than the slab, then the height of the retained soils can be 11 feet, as shown in section in Figure 11 on the next page. Since the floor slab is not an appropriate lateral resistance to the bottom of the wall, and the opposite footings are not designed to resist the lateral forces of the upper structure, then a restrained wall is not appropriate. The design of a cantilever wall that is capable of supporting itself is shown in the following paragraphs. Figure 12.on the next page shows an example cantilever wall. HrE��;`1 rl�H�IrL L Project number 2131� 6 January, 1999 page - 29 - of 41 pages FIGURE 12 EXAMPLE RETAINING FOUNDATION WALL GRAVEL WRAPPED in FILTER FABRIC • and SLOPED to DRAIN APPROX. 1" = 10' FLOOR SLAB TOE PASSIVE BLDG LOAD SLOPED to DRAIN '� -- IMPERVIOUS SOIL L •: h'L' •• ::•}:::?•:;:tip ; � �y ; •• y.; .� •.. ,: ?,Y,:'::'::.};;?V:•::•:' �:•::•y ?•� ' •:;I ;.I V/ :::; },1 ;:::???•:J f!:};tif';'ti:'::''J;};�tititi?f: J;:;:i; }1: J;:}ti:: �•:L :• :::?:{:,:•: {� j:{:::::$:': .;:;:}tip ?: ::;:•: •.; •.h• :•::.:::.: � :::::::: WEIGHT:: of SOIL ,;• :::::::::::::.:•:.:•;?::?•::::•:::•: ':'f: .,. ?�?. .�f:ti;f}:ti}ti?�: :'?f:ti: :tiff;:?:• HEEL ?:r,�;.;{, •.:{::::?:::::::::. err,$:}i::::{: Allvl'% ICTION ' .fir.:' `..�'.•..�: •`........: �:;'.'... HrE-' rI�HrIrL L FIGURE 1AVALL DESIGN PARAISTERS DESIGN TRIAL NUMBER = 1 DATE of TRIAL is 01-04-1999 DESCRIPTION of PROJECT A. RETENTION DESIGN for . . . . A. CHILELLI B. PROJECT NAME . . . . . . . . CHILELLI NEW RESIDENCE C. PROJECT NUMBER . . . . . . . 2131 D. LOCATION OF FOUNDATION WALL EAST SIDE of HOUSE and GARAGE -------------------------------------------------------------- DESCRIPTION of SOIL WEDGE -------------------------------------------------------------- A. SHAPE of WEDGE 1. SOIL ADJACENT TO FOUNDATION WALL a. ANGLE of WALL is VERTICAL . . . . . . . . = 90 deg b. BACKFILL HEIGHT VARIES, MAXIMUM HEIGHT . . = 12 ft 2. GROUND SURFACE BEHIND FOUNDATION WALL is HORIZONTAL B. NO SURCHARGE LOADS on WEDGE -------------------------------------------------------------- SOIL PARAMETERS -------------------------------------------------------------- A. DRIVING SOILS a. INTERNAL FRICTION . . . . . . . . . . . . = 30 deg b. COHESION . . . . . . . . . . . . . . . . = 0 psf c. UNIT WEIGHT . . . . . . . . . . . . . . . = 120 pcf B. RESISTING SOILS a. INTERNAL FRICTION . . . . . . . . . . . . = 35 deg b. COHESION . . . . . . . . . . . . . . . . = 0 psf c. UNIT WEIGHT . . . . . . . . . . . . . . . = 120 pcf d. RATIO FRICTION FORCE / NORMAL LOAD . . . . = .40 -------------------------------------------------------------- FOUNDATION WALL PARAMETERS -------------------------------------------------------------- A. DIMENSIONS of FOUNDATION WALL a. HEIGHT of FOUNDATION WALL VARIES FROM MINIMUM HEIGHT . . . . . . . . . . . = 4 ft TO MAXIMUM HEIGHT . . . . . . . . . . . . = 12 ft b. MAXIMUM UNSUPPORTED LENGTH of WALL . . . . = 40 ft c. MAXIMUM SPACING of HORIZONTAL WALL STEEL . = 12 in d. HEIGHT of SOIL BELOW TOP of WALL . . . . . = 0 ft e. DENSITY of FOUNDATION WALL . . . . . . . . = 150 pcf f. BUILDING DEAD LOAD on WALL / FT . . . . . = 0 ppf B. SF for RESISTANCE to OVERTURNING and SLIDING . . = 1.5 -------------------------------------------------------------- CONCRETE and STEEL -------------------------------------------------------------- A. STEEL PARAMETERS a. PREFERRED BAR SIZE . . . . . . . . . . . . = NO. 4 b. MINIMUM ALLOWABLE SPACE BETWEEN BARS . . . = 2.0 in c. DESIGN STRESS of STEEL BARS (fs) . . . . = 20,000 psi d. STEEL STRESS/STRAIN (Es) = 29,000,000 psi/in/in B. CONCRETE PARAMETERS a. ULT COMPRESSION STRESS at 28 DAYS (f'c) = 2500 psi b. DESIGN PARAMETERS 1. RATIO of EFFECTIVE DEPTH BETWEEN TENSION, COMPRESSION STRESSES . = j = 0.868 2. RATIO of DEPTH of COMPRESSION AREA to EFFECTIVE DEPTH of SECTION . = k = 0.395 3. RATIO of STEEL AREA to EFFECTIVE AREA of CONCRETE SECTION (As/bd) = p = 0.011 c. ALLOWABLE WORKING STRESSES 1. COMPRESSION STRESS (fc) = 0.45 x f'c = 1125 psi 2. TENSION STRESS (ft) = 0.03 x f'c = 80 psi 3. SHEAR STRESS (v) = 0.03 x f'c = 55 psi d. CONCRETE STRESS/STRAIN (Ec) = 2,500.000 psi/in/in e. RATIO STEEL/CONCRETE (n) = Es/Ec = 12 f. -------------------------------------------------------------- -------------------------------------------------------------- MAXIMUM WATER/CEMENT RATIO = 7.3 gal/sack a MINIMUM REQUIRED LENGTH of EMBEDMENT for BOND for 2500 psi CONCRETE and 40,000 psi STEEL • • BAR BOND BOND SPLICE BEND SIZE STRESS LENGTH LENGTH DIAMETER No. psi inches inches inches --- ---- ---- ---- ---- 2 500 6.0 8.0 1.5 3 500 9.0 12.0 2.3 4 480 12.0 16.0 3.0 5 385 15.0 20.0 3.8 6 320 18.0 23.9 4.5 7 275 21.0 28.0 5.3 8 240 24.0 31.9 6.0 9 215 27.0 36.0 6.8 10 190 30.0 39.9 7.6 • 11 175 33.0 43.9 8.9 • 0 • Project number 2131 6 January, 1999. page - 3 0 - of 41 pages • See Figure 13 on the opposite page for all the design parameters used by HEMPHILL to design the foundation walls. See Reference Manual Section 18 for a description of the design and construction of high foundation walls. 3.1la LATERAL DRIVING PRESSURES HEMPHILL used conservative values of 300 internal friction with no cohesion to determine the lateral forces on the retaining foundation walls. See Reference Manual Section. 18.2 3.11 b RESISTANCE to OVERTURNING The combination of heel and toe will resist overturning. At each height of wall there are many combinations of heel toe that can resist overturning. The values shown in Figure 14 on the next page are based on a sequential increase of 0.5 feet between zero and the maximum required length of heel. See Reference Manual Section 18.5 3.11c RESISTANCE to SLIDING FRICTIONAL RESISTANCE As shown in Figure 13, the ratio of the friction force required to resist the lateral soil pressures plus the safety factor of 1.5 compared to the weight of the retaining foundation wall plus soil • is 0.4. �rE�� r�HrIrL • • FIGURE 14 WALL DESIGN PROJECT NUMBER 2131 DESIGN TRIAL NUMBER I I 1 WALL OINEMStOMf 1 FORCES 1 SOIL BEARING.1 WALL I HEEL I TOE I KEY 1.........................I........................................._........._......_...............1_........_....I.......................................I.........._.......__...I......_...---....••--..1.SIZE S..... HEIGMTIFOOTING DIMENSIONSI SLIDE LATERAL MOMENT FRICTION PASSIVE ACTIVE PASS WEIGHT RACK I MAX MAX I MINI MIN VERi VERY. ROR12 MORIZ I MINIMUM STEEL SPACINGI XI NIMAI STEEL SPACINGI SIZE SPACI Ni I o} 1 1 PLANE DRIVING e/ RESISTING RESISTING EaIV EauiV of LOAD on1 HEEL TOE IfNICKRE55 0.EINF STEEL RE INf STEEL ItNICKRESf REINS of ITMICKNESS REINS of 1 of of WALL NEEL TOE KEY I ANGLE FORCE OVERTURN FORCE FORCE FLUID F1U10 WEDGE WEDGE I PRESS PRESS I of WALL SIZE SPACING SIZE %PACING I of HEEL SIZE STEEL 1 of TOE SIZE STEEL ISTEEL STEEL i <ra (fq Ara (it) 1 (deg) ftbs) (it lbal (lofI <11x) Pc tpcf) tlEf) (lbf) 1 tparI tlnf) I tint (No) tin) (No) tin) 1 Un) (NO) tin) 1 tin) (No) (in) 1 (xo) tin) V N T K I I I Wt WRv V. VRM WMS I Nt MR Xf I T[ iR Tf I XR Ks t- - I 1 1 48 13 4 25 53 01 1 5.5 4 121.8 4 8.6 1 2 I 48 51 32 25 212 of I S.S 4 ".2 4 9.9 i 1 3 1 48 114 110 2s 477 01 I S.5 4 23.8 4 12.0 1 4 0.0 1.4 1.3 I 48 202 264 110 201 2s 238 848 01 16 313 1 LS 4 15.4 4 12.0 1 0.It 5 0 0.0 1 5.5 4 13.7 1 4 48.0 1 < 0.S 1.4 0.7 I 46 202 264 260 se 25 238 $48 DI 1,108 4 I 5.5 4 15.A 4 12.0 1 6.S 4 29.9 1 5.5 < 2f.6 I < 48.0 A 1.0 0.7 0.0 I 48 202 264 341 0 25 O "a DI 1,331 -160 1 5.5 4 15.4 4 12.0 1 6.s 4 14.9 1 0.0 0 0.0 1 0 0.0 1 S 0.0 2.0 1.7 1 48 316 519 138 343 25 238 1.324 01 -37 312 1 5.5 4 11.0 4 11.5 1 0.0 0 0.0 I S.S 4 9.S I 4 48.0 1 5 0.5 1.4 1.1 1 48 316 519 337 144 25' 238 1,324 01 690 392 1 S.S 4 11.0 4 It.$ i 6.5 4 27.1 1 5.5 4 11.1 1 4 48.0 5 1.0 1.4 0.7 i 48 316 519 429 58 25 236 1, 324 OI 1,966 -540 I S.S 4 11.0 4 11.5 I 6.S 4 13.6 1 5.5 4 36.4 1 4 48.0 S 1.5 0.7 0.0 I 48 316 S19 548 0 2S 0 1,324 OI 1.512 -113 I S.5 4 11.0 4 11.5 I 6.5 < 9.0 I 0.0 0 0.0 1 0 0.0 1 b 0.0 3.0 2.1 1 48 455 901 165 $24 25 238 1,907 DI -56 291 1 5.5 4 8.3 / 4 10.4 1 0.0 0 0.0 1 5.8 4 7.1 I A 46.0 1 6 0.5 1.4 1.5 I 48 455 9Di 1120 267 25 238 1,907 01 417 633 1 5.5 4 8.3 4 10.4 i 6.5 4 25.0 1 5.5 4 8.0 1 4 48.0 1 6 1.0 1.4 1.2 i 48 455 "1 518 171 25 238 1,907 OI t,425 -23 I 5.5 4 8.3 4 10.4 I 6.5 4 12.5 I S.5 4 I1.3 1 i 48.0 1 6 1.5 0.1 O.S 1 48 455 901 658 30 25 238 1,907 01 2,249 •S7o 1 5.5 4 a.3 < 10.4 I 6.5 < 8.3 1 0.0 0 0.0 I 4 48.0 i 6 2.0 0.7 0.0 1 48 455 901 806 0 2s 0 1,907 of 1,714 7S i S.S 4 8.3 4 10.4 1 6.5 4 6.2 1 0.0 0 0.0 1 0 0.0 1 7 0.0 3.9 2.3 1 48 620 1,434 335 628 25 238 2,596 OI 7 377 1 6.0 4 / 6.6 4 9.6 1 0.0 0 0.0 1 6.5 4 5.6 1 4 48.0 1 7 0.5 1.$ 1.9 1 4IT 620 1,<34 514 429 25 238 2, 506 Of 2B2 756 1 6.0 4 I 6.6 < 9.6 1 6.5 4 23.3 1 6.2 < 6.1 1 4 48.0 1 7 1.0 1.3 1..1 1 48 620 1,434 624 343 25 238 2, 596 01 1,100 298 1 6.0 4 6.6 4 9.6 1 6.5 4 11.7 1 5.6 4 7.5 1 4 48.E 1 7 1.5 1.4 1.2 1 t8 620 /,434 785 171 25 238 2, 596 01 2,387 •S63 1 6.0 4 6.6 4 9.6 1 6.5 4 7.8 1 5.5 4 14.5 1 4 48.E 1 7 2.0 0.T 0.0 1 48 620 1.414 951 0 2S 0 2,596 01 2,331 -427 1 6.0 4 6.6 i 9.6 I 0.5 < 5.8 1 0.0 0 0.0 I 0 0.[ I 8 0.0 4,6 2.6 1 48 $to 2,145 430 903 25 238 3.391 01 7 409 1 6.6 4 5.4 4 a.9 1 0.0 0 0.0 1 7.2 4 A.5 1 < 40.-- 1 8 0.5 1.9 2.4 ( 48 810 2.145 $39 684 25 238 3,391 01. 130 774 1 6.6 4 5.4 4 5.9 I 6.5 4 21.9 1 6.9 4 4.9 I 4 47.4 1 8 1.0 1.3 2.1. 1 to 810 2,145 715 $24 25 238 3.391 01 848 504 1 6.6 G 5.4 4 8.9 1 6.5 t 11.0 1 6.4 < 5.7 1 4 48.E 1 8 1.5 1.3 1.6 1 48 910 2,145 922 304 25 238 3,391 01 2,021 -172 1 6.6 4 5.4 A 8.9 1 6.5 4 7.3 1 5.5 4 7.9 I G I 8 2.0 0./ 1.0 I 48 8I0 I,1G5 1,111 119 25 218 I,S91 OI 3,070 -892 I 6.6 4 5.4 4 8.0 1 6.5 < 5.5 1 0.0 0 O.0 I G 1 8 2.S 0.7 0.0 ( i8 810 2,t45 1,316 0 25 0 3,391 01 2, 463 •306 I 6.6 G 5.4 < 8.9 i 7.4 t 4•4 1 0.0 0 0.0 1 0 0.0 I 9 0.0 5.3 2.9 1 48 1,025 3,058 539 999 25 238 4,291 01 a 4A5 1 7.2 4 4.5 4 5.4 1 0.0 0 0.0 1 8.0 4 3.8 1 4 32.4 1 0 0.5 2.4 2.8 1 48 1,025 3, 058 650 931 25 238 4,291 OI 78 350 1 7.2 4 4.5 4 8.4 1 6.S 4 20.8 1 T.7 4 4.0 I 4 34.E I 9 I.0 1.5 2.S 1 <8 1,025 3,058 843 742 2S 238 4,291 OI 682 6% 1 7.2 4 4.5 4 8.4 1 6.5 4 10.4 I 7.2 4 4.5 1 t 43.6 9 1.5 1.3 2.1 1 4a 1,025 3,058 1,0<7 524 25 238 4,291 01 t,700 129 1 7.2 4 4.5 4 8.G 1 6.5 t 6.9 1 6.s < 5.6 I < 48.0 I 9 2.0 1.3 1.5 i 48 1, 025 3, 058 1, 280 267 25 238 4.291 01 3,025 -734 1 7.2 4 4.5 4 8.4 I 6.7 4 5.2 1 S.5 4 t0.1 I 4 Ga.t I 9 2.5 0.7 0.6 1 48 1.025 3,058 1,507 43 25 238 4,291 01 3,120 •692 1 7.2 4 4.5 4 8.4 1 7.6 < 3.4 1 0.0 0 0.0 1 4 48.4 1 9 3.0 0.7 0.0 1 48 1,025 3,058 1,749 0 25 0 4,291 01 2,627 •200 1 7.2 4 4.5 4 a.4 1 8.5 4 ].G I 0.0 0 0.0 1 0 O.Z 1 10 0.0 6.0 3.3 1 48 1, 265 <,19a 612 1,294 25 238 5,298 01 10 484 1 7.9 4 3.9 4 7.9 1 0.0 0 0.0 1 8.8 4 3.2 1 4 25.0 1 10 0.5 2.9 3.1 i 4a 1,265 4,195 775 1, 142 25 238 5,298 01 43 915 1 7.9 4 3.9 4 7.9 1 6.5 4 19.8 1 8.5 4 3.4 1 4 26.1 1 f0 1.0 1.9 2.6 I 48 1, 265 4, 198 984 931 25 238 5.298 01 SSa 832 1 7.9 4 3.9 4 1.9 1 6.5 4 9.9 1 8.1 4 3.7 I 4 34.E I 10 "1 1.2 2.5 1 49 1, 265 4,198 1, 205 742 25 238 3.298 01 1,457 395 1 1.9 4 3.9 4 7.9 1 6.5 4 6.6 1 7.4 4 4,4 1 A GS •! 1 1 0 2.0 1.3 2.0 1 GB 1.265 4,198 1,A59 475 25 238 5,298 01 2,692 •363 1 7.9 4 3.9 4 7.9 1 6.9 A 4.9 1 6.2 4 6.1 i 4 48.E 1 10 2.5 0.1 1.3 1 48 1, 265 4, 198 1,708 201 25 238 5,298 OI 3,875 -1,171 1 7.9 4 3.9 4 7.9 1 7.8 4 3.9 1 0.0 0 0.0 1 4 48.M 1 10 3.0 0.7 0.0 1 48 1,265 4.198 1,967 0 25 0 5,298 01 3,225 -537 1 7.9 4 3.9 4 7.9 1 8.e 4 3.3 1 0.0 0 0.0 1 0 0.M 1 11 1-0 6.1 3.6 1 48 1,531 5,592 799 1,540 25 238 6,410 01 11 527 1 8.6 4 3.3 A 7.5 1 0.0 0 0.0 1 9.7 4 2.3 i 4 21.M I 11 0.5 3.4 3.5 1 48 1.531 5,592 914 1,455 25 238 6,410 DI 18 974 1 8.6 4 3.3 4 7.5 1 6.5 4 18.9 1 9.4 4 2.9 1 4 22.. i 11 f.0 2.3 3.2 1 48 1,531 5,592 1.138 1,216 25 238 6,410 01 463 95< 1 8.6 4 3.3 4 7.5 1 6.5 4 9.4 1 8.9 4 3.2 1 < 26.1 i I1 1.5 1.4 2.8 1 48 1,531 5,592 1,375 931 25 236 6,410 01 1.261 617 1 8.6 4 3.3 4 7.S 1 6.5 4 6.3 1 8.3 4 3.6 1 4 34.1 1 11 2.0 1.2 2.4 1 48 1,531 5,592 1,630 664 25 238 6,410 01 2,389 -53 1 8.6 < 3.3 4 T.S. 1 7.1 4 4.7 1 7.3 4 4.S 1 4 47., 1 11 2.5 1.3 1.8 1 48 1,531 5,592 1.919 SITS 25 238 6,A 10 01 5, 773 •966 1 8.6 4 3.3 4 7.5 1 8.0 4 3.6 1 5.5 4 8.0 1 4 <a.- 1 11 3.0 0.7 0.9 1 48 1,531 5,592 2.201 96 25 239 6,i 10 OI 3, 904 •946 I 8.6 4 3.3 < 7.5 1 9.0 < 3.1 I 0.0 0 0.0 I 4 48. 1 11 3.5 0.7 0.0 1 48 1,531 5,592 2,498 0 2S 0 6.410 01 3,365 •404 1 8.6 < 3.3 4 7.5 1 10.0 4 2.7 1 0.0 0 0.0 I 0 0.- 1 12 0.0 7.3 3.9 1 48 1,821 7,263 954 1,807 25 238 7,629 01 14 573 1 9.4 4 2.9 4 7.2 1 0.0 0 0.0 1 10.6 5 3.8 1 4 17. 1 f2 0.5 3.9 3.8 1 48 1,82t 7, 263 1,068 1.715 25 238 7.629 OI 1 1,030 1 9.4 4 2.9 4 7.2 1 6.5 4 18.1 1 10.3 4 2.6 4 IS. 1 12 1.0 2.7 3.5 1 48 1,821 7.263 1,306 1,455 25 238 7,629 Of 390 1.058 1 9.4 < 2.9 4 7.2 1 6.5 4 9.1 1 9.8 A 2.7 1 4 22. 1 12 1.5 1.8 3.2 I 44 1.821 7,263 1,559 1,216 25 238 7,629 OI 1,103 805 1 9.4 < 2.9 < 7.2 1 6.5 4 6.0 1 9.2 4 3.0 4 26. 1 12 2.0 1.1 2.8 1 48 1.921 7,263 1,832 931 25 238 7.629 01 2.143 230 1 9.4 4 2.9 4 7.2 1 7.2 4 4.5 1 8.3 4 3.6 1 4 34. I 12 2.5 1.2 2.3 I 48 1,621 7,263 2,t22 628 25 238 7,629 01 3,"0 -613 1 9.4 4 2.9 4 7.2 1 8.2 4 3.6 1 6.9 4 5.0 1 4 48. I 12 3.0 0.7 1.6 1 48 1,821 7,263 2,445 304 25 238 7.629 DI 4,663 -1,430 1 9.4 4 2.9 4 7.2 1 9.3 4 3.0 1 0.0 0 0.0 1 4 48. 1 12 3.5 0.7 0.0 1 48 1,821 7,263 2,760 0 25 0 7,629 01 3,988 -765 1 9.4 4 2.9 4 7.2 1 10.3 4 2.6 1 0.0' 0 0.0 0 0. 0 Project number 2131 6 January, 1999 page - 31 - of 41 pages That friction force does not include the weight of the building and live loads because the wall will be backfilled before the upper structure will be constructed. After the building is constructed the safety factor will increase. The full friction force will not be included if the maximum length of heel is not used, since the friction is the result of the weight of the wall plus the weight of the soil on the heel. See Reference Manual Section 18.6a PASSIVE RESISTANCE If the heel is not the maximum length to generate the required friction force to resist lateral movement of the wall from the external soil pressures plus the safety factor, then passive resistance must be generated to help the. frictional resistance. The smaller the heel, the less friction resistance, and therefore the greater required passive resistance. Passive resistance is generated by soil in front of the toe, any buried wall, and a key. As shown in Figure 14, the smaller the heel, the larger the key. A basement floor slab can be used to help resist lateral sliding if properly designed, properly constructed, and installed before the wall is backfilled. Floor slabs do not offer as much resistance as many structural engineers believe, and if the sliding resistance of the floor slab is exceeded the floor can buckle and/or the opposite footing can slide. • See Reference Manual Section 18.6b TIO! mv ewTamTr.,Tr., • Project number 2131 6 January, 1999 page - 3 2 - of 41 pages 3.11d PRECAUTIONS for CONTRACTOR During the construction of the wall forms, the workers must be protected from being trapped between the forms and slumping soils. To prevent the soils from slumping the excavation can be sloped back to a safe angle determined by HEMPHILL and in accordance with requirements by WISHA, or temporary retaining systems can be installed (soldier pile wall), or a shotcrete foundation wall can be constructed against the excavated face (similar to a retaining wall shown in Figure 14 without a heel). See Reference Manual Section 18.7 3.11e DESIGN of FOUNDATION WALLS Figure 14 on the previous page shows the design of the retaining foundation walls for optional heel, toe, and key combinations, for member thicknesses, and for steel placement. (For convenience, a larger copy of Figure 14 is included as an insert into this report.) Required bond lengths are shown in Figure 13 on page 30. For the recommended #4 bars of 40,000 psi steel, and with 2500 psi concrete, the minimum required length for bond is 16 inches for overlap, and 12 inches for insertion into adjacent members (from wall into footing). Notice that wall steel is inserted into the toe. Figure 15 on the next page shows the proper placement of steel. Figure 16 on the next page explains Figure 15, and also describes the concrete. Hr�J�JJ rp` HrIrL L 0 «`O•',Ym0w~cmd C am Co "i.ma.vpv«w LL O~ oC9aOO7a_oam 1 t=m3pt_q�wUG3 O qt«uyom eoLLo_~wm°aoo°° ° mmma L o awpta Qc° m O�=mm C«a« aO�_wL m`L`m CtOmapmw O��uGtUcoa7i �7Lamcccom cQa=--.aoN.t -ar-i:amc>tmTp dtOOucmw yaw°Zme aY�cEu_ 9va_°ba0t `t7omC m.«pom>`t-:Ec+Cm�lmLecom Wa��at awOLJ.mco,two.. a°«cia.w.E aacC~mc~mc€r.om,.,um =�_pmmmm «mmo.,v°omu,.=a"°tw nmMccq~comm �s«�3 �aqWuvaauw vmo_«`^OpmGIL«mm°m '�Mo�oTwaG tW�mmmV- va«-`�cm°-" t3.Qwmc' C°«rodrCV 0m m9CyD OEZ= `ydm-00- -0E to =0F 0g -a yN C 9t ° cadmi?c''sm.-a3«ooG-.6, on -X. mtmm- ° mp«=m uCm.wL=-'�uaOo em vE Eto> y mw8voS° 0tca m°om 'VaLocm>W mcaEd Cmo9mod um ma-u`° m ooao� L= mSo ` m Gca im Gwpoo�0Wm OOWmm2 amp G+_p0a0ym.tCE.EOy m- m°cmvmwrnt Cu m m mT�m .0 Ot m �t m-m.t mvD-«mmd co�Lm,Lm.' `mmmc ~dam Z maio t-da 3Gw5mu?` om10o «�Z>. °mim EOM ai mr>.y O Ypt of ° mavEq�m` au �_ �a c L m- flm> Lame CCm m'mp•Naxt «aimm«m«9 C'mam coma NGC aW VL gap 5;. �m>`NC O-tV WE° 3_Lc Emadwa0q o-v« m� E .m_o3m.. oa>: otLo ax«m Xm�c aiSm mwF.m oavvw °o mQZ'«. Ew m�o�mmo >, m cr m m_a m«- cc« «o « ,r_o a «`mom omaio «�°mLoc mg- now mL°°yvy Qa�cm-Eai vm>o 9omam`^a"t c~EC OE- 0 m vmmrnv 5ma°ad�`m 9«=o mWmma -0OMeowso m=_~ yvQ Eazy CmN ucm oLrmLm vmma «o� v°oC0Ca v°° °'aaoo ;CC'4 `o.�= omd�a O~3oLm a«tc .m°.E rn°o am�uuEL at-U cE° 90mt uout Qc o3La ««--`oacimvO Emma fi°-� E«G_oo,°a amm m«" mLSa+° J prat myx dL«mmm m.L' 061ywG mpi: EmLm �Gpa 0--c C.O+L II~o0 rm wvc m...W a1z a~ww� RGmmr« •m-20' m' 0 cot« wtm70 C-vm Q C. —so Lt✓V W mrLm. C�� mmdrGCLm— IO a CmC yC-�G mCCmgOC COC LmC mptmit da}eta O coo °wom..wtn uc o o ummL mc- mim a-�� U inXo%d /� Nv O L OY= m C w.0 ~m p1G NZ JL 3Y N Ca E~w m J=a m mtp O_ G m m m w �- a� W O w m w W C m G E«L �a m o C.dO Fat m- W m`m C.m. fv G �.O G� W m'00 m~ OY yj atom O o mvv m «x O 4Tiwcm 0 «� 01� atJ Nmtmc mQuac Ncm_re;' U) 3ovL ~L ° 0cai°tw 06 -i o ymm y- m`_W Ju"m° d�mm° uGo3 �m mac.. N _vc n a'ooa W W py %� mcmiyy Z mQNCwL �9W J=OmOt t w W07L 3..OQ Wyta «. at° Y=mom, J mua - W cmw W Lm� O L >om'�m H Q m ON. Wm�o7Lm O_m m � Wmmo W Lrxxm f^ S OLa Y f c a« CD 1- o u«Sa�cn 3 o='mv =«v m:: =L Ov u N hva -a m_ Y 3 c c W 1- o am C/) H rn Z m w" m v T— m ym dCpy NmGm O«1.� «= mm^�L « a�tN aL wiOt Ud� dmcy E° vy33E�~ .00�y cow atom w m .- `� �- o a p at•p ,0 W wN p 02 y C_O' tp aH mLm L ° Gm..o m a 3m.-wc°G. mi Yy« y«mc p«Gp o u`mmr am Zfl= wZ e`m O� �. YtA �.N V m C Cqe «`ymy�N 0« p7C_ mE u V m mEEo me c-mm w. w G '^ 3U` ;p+°v ,.`um m3a ct�umoY ma mm3 aL auNy V! m m.. Z d Oa m m w m�vt« y `ap« E cot awL m w C V N `LU� .°..m„~m ~coma u C—ate~ vm w_—m OC wL—m mac m0> :mCw «mom °i p�mmmm= 3L vcoa .m yornE v«a m'.0 01o`mo ;,:F ® c m, 3«0m 101 mmad mR mvw «9 ,0 -SL 0 0a0 `m a amity tro om cm°o «aui �otm3 «cam mya y>m� p> O Lrm2'u d i-mm GCS cao• m O N m m m v N^ ai ` yam_ m... 3 7,C co o Ea7 w rm, t� `N mME aoi� GCC.>` m _ wq c..= mQ~m « m pmm da �.m....0 `Cmw m—OY t .L.. mm�G .pC Nrr .L„�E3 00 Goa« W •Om° GGm' at �cOO _ ° om1°E 7m mOtpO Gam— m— E Na C m m p C mL m m pt0�. G E `m G— m 3=ft «y p m m O m C _.a2 m C w.. E— V w Y u�L m__ «oC m-oy rnEON momm o m C3 0Gm�� u� Lmm�- m� m a`my ww u- m Nod m�>o w z w-yQ.um1 �E >+n.o� «oE u m m�m_ai Lam~ a o 7...m`wm C NN coo O vcEE 'O tea,,. >' LD O O U m CL p-N _ L m my C m•; Z m— O m c a _m mF m L Q u m.. w Cl -� rA m �r1 `ic micO1tm m°�e v °L is u m-me '° m«m° `mm U o°Ea `J m 3 c �w�a.; 0 2Q aci cA m�aEcmi«� 3« LmEc tmc Q �ca G>� t3Wc mmmmC iaCa� m « •O 3E=arCa m m41— OI«m y Gp m•E tT= O .. m— >O.m— O m m m w «.O- .L„L 0m L -0 Ln V w m awiv= >',cmum L-��Uawi ��"'� « m «c;t>act� _ W3�c mao `awiM,>i y° d °~ C U m'E 0 E W O; m a N p c i" m �tL e i v w au w c~ II m-, g u o c=ac «>Ecn mda�r 10 �+ N oaom�a� cm amrnwU mm`m C7 1:=a m T m 3 m m m« . -m O•a z ; - y Eav o ��L wt c m iL o v N w w�L m m N >,: vv m� a wv U m m t —0-5 mY a m aO G; mL m_ io O J r QQ=^coin s O 2 W y m C C e' Q « war m oa` m _:a va"'o a~cc m G W mmi�;d ua m _mm mmw a m: o and « w W Ey.. m « m w. ° v °_ oS-- 0 0 _ a-- m to a oc F- omor� �E Gov v u m`rl mmm wVm�C Ov°m C (n rwmLatmw rant w�0� O"m ik aCLL _O m m7 wO1N�01 Om m mL a7 C..� p10iCV —��L m O `m mmw2C E« �N CL m.0 X am a1 m«t pav` 00— CL ;aQ� x a M «GmL@tom C~m Ga WL aOto N o m«amty aid ommiot `v>Lm -t `otoco w w U rn3«RaL`c cm atom «9dQ Q ~C2u omL °Uv om~m Q ,._y c C fn cmm3d~d c_ w~-« >m W W comma O=~m cciO1 mom" L t005 _n.. m W >> me v-m ¢ ¢ a L am L p a.0 V O m=:E l0 m O w m m W Z ° C m w 3 a�i 10 " W apt=t m�.« Q Q N C C m W wNmC Ot N O`iOtd O LOOm d m U iaOm`�m=; m ~w C~w~ maT w� a • rn Gv o rnm uv m e L- E L 7 p «E — ut ai mva tort F- `�ca :tmc_ d�`� Z_ u^uU t°n w = ��m°2-�tr o mCLO vm�t oaCmu W `m Ofd io0 p mC�C loco y°�m`L mE 3f1 a wOt a L— up�� 0m�cu Eua�C N m_C « « �` mE�`m`c° to ux atw=m «mull cos. at U O C- m.. L m OL O C m m O m O J O trL_ ama C a7 L m OL -L C L m O m Z Uuao F-a>uu ZI C O u.«Eu2 - - Q F-E!F !2:SL in- P-Ezu .um hccw U N ' Ht ' t Project number 2131 6 January, 19991 page - 3 3 - of 41 pages FIGURE 15 STEEL & CONCRETE DIMENSIONS wt _rX OPTIONAL SLOPE on EITHER FACE of WALL Y MAXIMUM to MINIMUM WRh _ I WALL THICKNESS V2 MINIMUM THICKNESS 5" + BAR DIAMETER I I WRV vi -I--I- -I- -�- -I- - wvs I I w -i- I( I ' I I I —I -I -I -I —I I I I I • I-I-I-I-I-i WHs TR B �T� " B I _� �� Tt B � --Idyll—Ill-Iliil I 4�Ix I I I I I HR KR K I Ks H T THs B HHs I—� --I Hs I HrE-'�;, r�HrIrL L Project number 2131 6 January, 1999 3.12 DESIGN of PILE FOUNDATIONS page - 3 4 - of 41 pages Pile foundations are not anticipated for this project. since the bearing soils are shallow. 3.13 CONCRETE FLOOR SLABS See Reference Manual Section 12 for a description of concrete floor slab drainage to resist dampness and flooding. See Reference Manual Section 7 for additional information on drainage. 3.13a DESCRIPTION of CAPILLARY WATER See Reference Manual Section 12.1 3.13b PROTECTION of FLOOR SLAB from CAPILLARY WATER See Reference Manual Section 12.2 3.13c PREPARATION of SUBGRADE for FLOOR SLAB See Reference Manual Section 5 for preparation of existing site soils and Reference Manual Section 10 for preparation of structural fill. 3.13d DRAINAGE of SLAB BASE COURSE See Reference Manual Section 12.3 E •rE-' �'� rP�HrIrL L Project number 2131 6 January, 1999 page - 3 5 - of 41 pages 0 3.14 RADON PROTECTION Radon protection is not a requirement at this time, but future changes in minimum requirements by the EPA, and heightened awareness of radon dangers, might make it more difficult to sell an unprotected house in the future. See Reference Manual Section 13 for an explanation of radon and recommendations for protecting against intrusion of deadly radon into the building. 3.15 METHANE PROTECTION See Reference Manual Section 14 for an explanation of methane and how to protect against the intrusion of explosive and deadly methane into the building. 3.16 RETAINING WALLS Exterior retaining walls are not anticipated except rockeries along the driveway and for landscaping. Other possible retaining walls might be desired, such as Keystone or similar, ecology block, covered geotextile, carved shotcrete tieback, pile supported walls. Generally walls under 3 feet in height do not require structural design. If the preceding options or others are desired that exceed the minimum requirement by the City of Edmonds, then that option must be designed by HEMPHILL in an addendum. If tiered walls are desired to reduce the wall heights, the upper wall must be stepped back a distance equal to the height of the lower wall. TE3I`V:;d `LIe7 9 % LTrTrTe MAURE 17 EXAMPLE ACKERY HORIZONTAL DISTANCE ANGLE of TILT BACK IMPERVIOUS SOIL 9 •y,� Sf ylL MA a �jy,�wyy.�.F M. p^��y�tsj"tJ' e y... 4'�t�Ze`t 4'"}i ��aLBa#gT.�+t�.As:+4•t,t1; .`¢� ., % y4'v 3`AvlN�y�cyh i ''•i S"'xb`exw' '.T �• �a `S '�s%ram � ayP}+�°a f3y�, 'F •. I"R," �`` 1 nth - r:;•; O1 QO %aN 04S FILTER SOIL or •�i•�r�� 11 ' KEY f rF it C '• - -:2 - '.pit ..a."..' ' s a j ti NATURAL SOILS y NOTES: 1. CRUSHED ROCK IS TIGHTLY PACKED TO HOLD NATURAL OR FILL SOILS IN PLACE, AND TO SUPPORT THE ROCKS TO PREVENT SHIFTING. 2. THE FILTER FABRIC IS WRAPPED UNDER THE DRAIN PIPE AND BEHIND THE CRUSHED ROCK. 3. THE NATURAL SOILS MUST HAVE THE BEARING CAPACITY TO SUPPORT THE ROCKERY. 4. THE KEY MUST BE THE REQUIRED DEPTH TO RESIST LATERAL MOVEMENT AT THE BASE OF THE ROCKERY. 5. FILL SOILS MUST BE PROPERLY COMPACTED TO REDUCE LATERAL PRESSURES ON THE ROCKERY, TO PREVENT SHIFTING, AND TO LIMIT WATER CONTENT. Project number 2131 6 January, 1999, page - 3 6 - of 41 pages 3.17 SOLDIER PILE WALL Soldier pile walls are not anticipated at this time. Since soldier pile walls are usually expensive and not aesthetically pleasing, they are used as temporary walls, or as covered walls. 3.18 ECOLOGY BLOCK WALLS Ecology block walls are not anticipated at this site. Ecology block walls are not usually aesthetically pleasing, but because the blocks are cheap and easy to place, they can be hidden with vegetation, shotcrete, a trellis, or other covering. 3.19 ROCKERIES 40 A rockery can be placed along cut and fill portions of the driveway, and to support changes in level in the yard areas. The maximum anticipated height of rockery will be approximately 8 feet. Figure 17 on the opposite page shows an example rockery. Figure 18 on the next page gives the design parameters used by HEMPHILL to design the rockery. Figure 19 on the next page gives the options for construction. The options include the minimum rock sizes, the angle of tilt back, and the height of the rockery at each 1 foot section and for each angle of tilt back. An enlarged insert of Figure 19 is included for convenience. See Reference Manual Section 22 for explanations of rockeries, their design, and their construction. I'irE-'�; rP HrIrL �, FIGURE 18 ROCKERY DESIGN PARAMETERS _ --------------------------------------------------------- DESCRIPTION of PROJECT A. ROCKERY DESIGN for : A. CHILELLI B. PROJECT NAME . . . . : CHILELLI NEW RESIDENCE C. PROJECT NUMBER . . . : 2131 D. ROCKERY LOCATION . . : ALONG DRIVEWAY & LANDSCAPING E. ROCKERY DESCRIPTION : RETAINING & PROTECTING F. DESIGN TRIAL NUMBER : 2 G. -------------------------------------------------------------- DATE of TRIAL . . . : 01-04-1999 DESCRIPTION of ROCKERY A. SHAPE of SOIL BEHIND ROCKERY 1. SHAPE of SOIL BEHIND ROCKERY ANGLE of SOIL VARIES from 0 to 30 degrees (a) VERTICAL HEIGHT of SOIL VARIES from 0 to 8 ft 2. GROUND SURFACE BEHIND ROCKERY is HORIZONTAL B. NO SURCHARGE LOADS BEHIND ROCKERY C. SLIDE PLANE ANGLE (0) TRIALS are CONDUCTED at 1° INTERVALS -------------------------------------------------------------- SOIL DESIGN PARAMETERS -------------------------------------------------------------- A. ACTIVE DRIVING SOILS a. INTERNAL FRICTION (4) . . . . . . . . = 25 deg b. COHESION (C) . . . . . . . . . . . . = 0 psf c. UNIT WEIGHT (UW) . . . . . . . . . . . = 120 pcf B. PASSIVE RESISTING SOILS a. INTERNAL FRICTION (gyp) . . . . . . . . = 30 deg b. COHESION (Cp) . . . . . . . . . . . . = 0 psf c. UNIT WEIGHT (UWp) . . . . . . . . . . = 120 pcf C. BEARING -------------------------------------------------------------- CAPACITY of SUPPORTING SOILS . . . . . = 4000 psf ROCKERY DESIGN PARAMETERS VERTICAL HEIGHT of ROCKERY VARIES from 0 to 8 ft (V1) TILT of ROCKERY from VERTICAL VARIES from 0 to 30 deg (a) MINIMUM ROCK THICKNESS AT TOP (THmin) . . . . . = 1.5 ft MAXIMUM ROCK THICKNESS AT TOP (THmax) . . . . . = 3.0 ft MINIMUM ALLOWABLE WEIGHT of ROCK . . . . . . . . . = 120 Lbs DENSITY of ROCK (Dr) . . . . . . . . . . . . . . . = 160 pcf MAXIMUM ALLOWABLE VOIDS (V%) . . . . . . . . . . = 20 FRICTION FACTOR for ROCK on ROCK (fr/r) . . : . . = 0.55 FRICTION FACTOR for ROCK on SOIL (fr/s) . . . . . = 0.40 FRICTION FACTOR for SOIL on ROCK (fs/r) . . . . . = 0.30 DESIGN SAFETY FACTOR (SF) . . . . . . . . . . . . = 1.70 Ll Z 0 ■ U D CO Z 0 U L 4— Z _0 F— m 0 LLJ U 00 w F 0 IA W -1 cm C In on cm Uj S co CX O w Ile S r OW off on /A W Z Y S r Q 3 O IX CY O W a C7 In O Z U J r OC Y n = 08 ' J 0 J ^ w U)O J O u r O N W J cix a c W L- ao O N 2 Z C •a- O J .O w U 6 Q W W O Ix Z O J H Y 1•- Y Y Z w V O.' w W Illu0 Y 0 le u C9 U O 0 W O CIC 0 w a w x N O N O N 'T '0 M •- 10 /1 P C0 A I- 1^ A 10 In ^ 11 Y M M A O ^ 10 11 d' N U 3 11 I 11 0 N N M V V N M A tl p• n x I O O O O O 10 ^ 10 eo 1 Y n w O O O (D O O^^^ 11 " 11 11 M M N In U'1 N In V7 M 11 Z U r- e- ^ e- ^ e- �•- ^ �-• e- 11 > 11 O of U1 N U9 U1 In N U% In N 1 1O 11 N 11 ! II on • O ry A 0 Y 1 OD O O P O 11 M M 10 co ]L U 3 �^" .V-- N 11 3 to 11 1 t1 11 n O O IV IV M M V IT V1 A tI 0 ry 11 S 1 11 11 � • n \ Y O O O CDN 10 M V1 19 II Y Y N 11 Y • O O O O O CD — ^^ 11 It Y. 11 U Z 11 N In U\ VIn 1 U1 U•1 N N 11 Z 11 O I 11 O U ry p • 11 N U1 In If! In N In It M N O It to I .J 11 ^ ^ ^ ^ — ^ ^ N N1 11 J If U) 1 If to 1 n 1 O N 1110 10 M M fn In 11 II 11 Y I C � w A N M O 11 M U1 CO ^ N P 11 Y CC 11 tl 1 U 0 1 O N N M H1 M .T 10 A 11 p .•- I 11 Y O O O O M 01 M M N II Y \ ILAJ I Y 1 0 0 0 0 0 0^^^ I1 ][ 1 11 Z 11 N to N N U1 In In In U'1 II _ ^ ^ ^ ^ ^ ^ ^ ^ ^ O up 11 1 It O II N N N N N In P V P 11 O ry U ., J a ^ ^ ^ ^ ^ ^ ^ M M 11 y tI O N V 10 V v A M 11 I It II Y K O' .0 A 10 A CO N P 11 en M CO ^ V II Y IY of 3 ^ N M II 3 II If If 1 p If u O N N N M M N 10 10 11 1 O It ^ n x I 11 n .- • 11 Y O O O O N N V tt Y \ If 1WC 1 11 O O O O O ^ ^ ^ ^ 11 W ]C V is it It U Z I- N In Ln N U1 In In N U1 11 - U Z N ry > O I - .- - - .- ^ .- ^ a u > O 11 N O II M N U1 V7 N In ^ CO V O U 11 J U)1 11II ^ ^ ^ ^ ^ ^ M M 'TII 11 J In . O 10 N CO V O V O N In •" 10 IV CO ..pp J M 11 11 Y 11 [C O O O O O 0 O N N O N O M N 'O P M r0 11 11 u Y O w 10 ^ 10 O N O .J' to M N A M In P O N V1 A- O N 10 O V .^ •- ^ N • N 11 3 • 11 ^ r- .- N N 11 11 3 ^ M O N M M V In M 10 '0 11 it = 0 on M .T V In 'O 10 A 11 ii V V In N 10 A A • N I O O O O O O In O V7 InI YW O O O O O O O N 01 ry Y O, O O O O O O O O O O O O O O O .- .- 11 Y • 11 O O O O O O O O O II U It W Y O O O O O O O O O 0 0 0 O O O O O O 11 Z M In 1n In In N In N� 11 Z O O O O O O O O O N N N N N N N N N n 1- U > N N N N N N N N N II I 1- >O , M MI M M M M In M M • It O 11 o O o o p o 0 0 0 o O v+ I^ In In In v+ In 'n u` u p o 0 0 0 0 O O o 0 N N N N N N N N N 11 J N N N N N N N N CV 11 I M M M M M M M M M U y • 11 yJ tl O O O O O O O O N It O V c0 N 10 O V CO A O _N CO N 00 In P MO 10 P II Y N .} 10 CO O N O N 10 P tl Y 1 co 10 In M N O CO c0 A^ N In A O N A N N 11 OC 11 = M .O P ^ ^ ^ N N It 3 M N P N N M ^ ^ ^ ^ t1 11 11 O O M M V 'T N N '0 '0 it It O O M It V 1n y 10 'O 10 O N M M V V U1 N 10 ry x I U x O O O O O O A N A of 11 >" O O O O O O O N 11 Y O O CD O O O O CD M • 11 uj 1 CD O O CD CDO O .- It Y I ; O O O O O O O O O O O O O O O O^^ 11 11 O O O O O O O o O to 11 M N M M M M M M N it 11 11 ZH O O O O O O O O O > N N N N N N N N N >O i I M M M M M M M M M N N N N N N N N N II , n O O O O O O O 11 11 O N In N N N U1 In n II 11 1I1 ON I I O O O O O O O CD On N N N N N NNN N 1, ev M M M M M M M M M O 'O N O V '0 ^ O A n • O O O O O O O .T 10 v 10 A It 11 Y, O V c0 N 10 O It O N t0 1p M M N O co O _ N 'O N O U N N N A O ry K , In 10 01 iV 10 O' N N II 3 M A^ N P In %0 In o' N 11 3 I 11 ^^ II '� ^cljN M O NM on M IT V V. 10 11 O O M M M V V In M V7 li O O M V V V N N V7 10 I 11 S ^ O O O O O t0 V A 11 Y O O O O O O o A. M II Y i I 0 0 0 0 0 0 0 0 10 • 11 W Y I • 0 0 0 0 0 0 0 0^ 11 11 W tl tl O O O O O O O O O 11 Z to N N N U1 N In N N U1 11 2 1 I 0 0 0 0 0 0 0 0 0 N N N N N N N N N 11 1•• 11 Q , . N N N N N N N N N 11 tl a H I ; > O, , M M M M M M M M M 1 I.1 O O O O O O O O O 11 O N 1! N N N N 1A N N 11 O 0 0 0 0 0 0 0 0 C. N N N N Nu N N N 1 J N N N N N N N N N It U J to M M M M M M M M M U on, O CtQ N P 11 11 Y 0 0 0 0 0 0 10 O N N V 10 w O 10 A 11 11 I Y O V 10 N 10 O V 10 O CO 10 N M N O N LIN_N t0 P P 1G/ N Y1 R O M A N^ 11 3 M 10 O' N 10 O In O ^^ N N M 11 11 C Ir_I 3 M A^ V1 P M A V ^ �- N N M ^ .- .- N M 11 11 1 11 O N N M M M V V 1p 11 O O M M M M V V V N tl u O 2 O M M V It V N In In N x 1 O O O O O O M n O O O o 0 0 0 •- P O O O O O V O In V 11 W it Y 0 o o o o o 0 0 0 0^^ u Id o 0 o 0 0 0 o^^ o o o C. O tl to 11 Z N M In M N IA In N U1 ry If 11 Z'• 0 0 0 0 0 0 0 0 0 N N N N N N N N N 11 > N N N N N N N N N U a > O M M M M M M M M M n O I 1 0 0 0 0 0 0 0 V V 11 p u1 N V1 M U1 N u'1 In u1 II O' 0 0 0 0 0 0 0 0 0 11 N N N N N N IV N N tt JA I M M M In M on M M M N N N N N N N N V y • I U O N �T 10 M P N M W 11 11 Y O '0 N co V V on In 10 to ^ 10 N M V M 'O 11 11 C O O O O O O O V t0 P co O 1t tt - C O V CO N 10 O V O M co A N I 11 Y II K P CD A q0 O 1n 0 10 ^ M N CO M P 10 V 11 CY N N A O V O 'O V 11 = 1100 M 10 10 M ^^ N N M 11 = •M' P M� ^^^ N N M 11 3 ^ ^ N M 11 3 ^ ^ ^ N 1't1 11 11 O II 1 11 O N N N N M N In '0 It I = CD N N N M M M N 10 11 O 11 2 1 O M M M M M 'T V U1 It p O M M M V V V V V ^ It 11 It Y 1 0 0 0 0 0 0 V1 N 'O 11 11 Y O O O O O O Cl M N 0 Y O O O O 10 O O N M 11 N O O O O O 10 N N M 11 W . tl W O \ 11 U,11 W 11 'X 1 0 0 0 0 0 0 0^^ II Y 0 0 0 0 0 0 0 0^ ^ O It Y It • O O O O O^^^^ 11 ry Y • 0 0 0 0 0 0^^^ ry 11 n I n a z n In In In In In In In v+ o ry z o 0 o O o 0 0 0 o ii z a 1- In In an In In In N In In u u z I r . o 0 0 0 0 0 o CDo II H 11 �' tl > N N N N N N N N N 11 > M M M M M M M M M ry > O ^^ .- ^^^^^ .- 11 1 11 > 1 O11 N N N N N N N N N II O r 11 O 11 11 O It �' M M M M M^ 10 N P 11 O O O O O O O O P P 11 O 1 II ,•, 1 �+ In N 1n U1 In U> to U\ M 11. . • 11 11 O .•. O O O O O O C. O O II -.1 U J '1• • 11 '- ^ ^^^ N M V V II J ' ' ++ N N N N N N N M V 11 U) 11 y 1 N N N N N N N N M 11 II J CA 1 �+ M M M M M M M M M '� It CA I 11 'y I w N In 11 N 0 0 0 0 0 0 10 O N 11 M O V t0 N 10 0 V U1 CO 11 ^ O N V 10 N N^ M M II N O O N CO V N N M M 11 Y N V 'O co O A N P 11 Y O 10 N M N 0 01 V 11 Y II K P 10 A N A _V 10 O U ^ In V> P V 10 co 11 'L oC U1 '0 N co M co 0 N N A O V O CO C0 II C It = M1 10 P N 'O ^ A A 11 ^^ N N M 11 II IY 3 M A N P M P 10 II ^^ N N M to 3 to •" N N M 11 3 11 ^ -- N N M 11 1 II U 11 II O 1 11 y 11 In O N N N N M V N 10 II I In y y o N N N N N M N 'O 11 O x . y O M M M M M M M 'O W 11 p y O M M M M M V V V II x I W 11 2 . W 11 II S W .-- 11 n Y Z 11 Y O O O O O P O M 11 ^^ Y Y 0 0 0 0 0 co M L.I ]C O O O O O O O IO In N \ 11 W II X U 11 1 11 O O O O O O ^ CO 11 W Y . U ' ^^ -- O O O O O O .•- 11 I 11 -• O O O O O O O^^ x It II Y -� 0 0 6 0 0 0 0 0^ ry ItI I S to ~ 11 11 2 1-• 11 N M N N N IA COO It Z O O O O O O O O^ II Z 1 In N N N N U1 N N V7 II II `- II > . Y • 11 ^ ^ ^ ^ ^ • OC ^ .- •" N II O Y ' ' W N N N N N N N N N li LU N N N N N N N N N II O W M M M M M M M M M II O I Lot11 . X 11 I Y 11 II O Y II I U N V1 N M U1 P P 10 M II O Y U O O O O O O t0 10 M O ' ' • 11 O 1 11 „• U In N N V IA V1 . M M O tl 11 O I •� I 0 0 0 0 0 0 0 0 0 0 O II r O 11 ^ N M V N '� C N N N N N N N V 1!1 II J y 1 tY N N N N N N N N M 11 II J • y CL' M M M M M M M M M . It J tl y �^^^^ • 11 I II Z £ � f I1 f 11 j £ O N V V C�00 co N •- V 11 _ £ O 'O In _N O 10 M "• V O on 0� V 11 11 v 0 0 0 0 0 10 N A .T N �T 'O w 0.A 0. V_ N 11 Y O IT N 10 O 10 O A co 10 U1 M N N_ In 0, 11 Y I P 10 10 P M _V V 11 Z e- M 10 P .0 Z N In A ^ N N •V- 11 pC 3 Z M 'O P N' `0 N M V •- •- 11 3 I; Z M A^ N ^^ N M Ol M I1 3 N M V 11 3 ^^ N M V 11 1 £ Il £ 11 11 • £ 11 £ It O O M M M M M F11 V 10 It O O M M M M M M M V 11 p O N N N N M V In '0 11 O N N N N 'T N O N 10 It S I 11 2 I1 Q 11 1 If • 11 Y O O O O O M M M 11 Y O O O on O V 10 U 11 Y CD O O N w O M 1t u O O O O O M O ^ M of Lot I; O ••- 11 W II ]L I CD O C.O O O •- ^ ^ 11 `,[ . O O O O O ^ ^ ^ ^ 11 Y . 11 0 0 0 0 0 0^ .- ^ it 11 u O O O O O o 0 •- ^ cc11 LLI 11 II 11 it 11 Z In 0 V� L In L In 1 A 11 Z O O O O O O O o 0 > 11 Z N In N In In A P N V tl Z O O O O O O .- M to II r tl >^^^^^^ 11 N N 11 > N N N N N N N N N If > II O 1 N N N N N N N N N if 11 > p M M M M M M M M N1 it O 1 - it O 1 ii O In In U•I In 1n In In O O 11 O 0 0 0 0 0 0 0 0 t0 11 O 11 N In U� N A In M O co 11 -It O O O O O O O O O 10 ... 11 J . N N N N N N N V In 11 � J . M M M M M M M M M • 11 J U y 1" •'• '- ^ ^ M V M V1 11 • 11 J y . N N N N N N V M N 11 In I 11 w I II 11 K UI O W 2 II 11 tl S 11 11 11 O -- N M V N 'O A co II 1- x l7 O^ N M V an 'O A CO It r II S 11 O ry ,� O ^ N M 'T V> 10 A f0 11 II It 19 I I LU O^ N M V N 0 A 10 . W \ ce 11 t.7 11 Il v K 11 W tl W 11 SW 11 S W W O I > 11 S 11 • II II 2 U ' 11 K u O 8 O /Y Ix QEE b l 11- �- O 67 lu on O Q J w LLA � O O u 1 1- IY •- O W X C Z W U W 3 V O 3 O O C O 2 W w J /A C O T I- Q off, W O 2 S I- cc lu 0 W S �+ j - O 0 Lot Z O C W W J £ C 3 Q O O '- > 1- y W H Q tD Y O W J m 2 6 0 i O Z twa S W x O y i- I.- O W Z W 9 S ]C Ir LO 0.cg o C � U Los j y Y ✓ £ W O z p d W C y O LL W H Z S O U O S ][ O 1I- on too, V -0 17 C O O U IY • W y Q W p tY J W X O Z O v IX J 0 O Z z 0 z 0. z O x J > O x Y d y O J C H 1•- CD Q ]C S U > > ]C YO w C IY O 1- — x 0 m m w 0 0 w C - O O L F- • Y �+ +•' O Y S K K y b W Y Y Y W W O ]C Y tY O O C tJ 1..1 C J 3 O IY x -0 0 o o m 0. 4- In _ O y y Z - W W W O W Z Z Y L) Y Y Y x Q d' 0.J IJ 0. H le H U 2 S W W U O w r Z C Ix O O O Q W W W W 1-• N > tY K tY U1 0 u DC W O IY tt C Q Ill f f £ IOH J -1Z Z Z Z C H Q U £ £ £ = O y to 11 1t 1t It 11 II ][ 0 d U., W C7 O Z J > Y O Q U) w x O Y i 3 Z J Project number 2131 . 6 January, 1999 • page - 3 7 - of 41 pages -FIGURE 19 ROCKERY OPTIONS for CONSTRUCTION DESIGN TRIAL NUMBER 2 ROCKERY DESIGN for A. CHILELLI PROJECT NUMBER 2131 ROCKERY DESCRIPTION RETAINING i PROTECTING ROCKERY LOCATION ALONG ORIVEWAY i LANDSCAPING REOUIRED WALL THICKNESS end DEPTH of KEY for VARYING HEIGHTS and ANGLES of TILT DEGREES..:aa...alaaaa.oa ...............aaa.al: 5aa ........... 10a...... .........aaa--------aaasaasaaaaaaaaZOaa:aaaaa:aaaasaaa:aaaaals 15 ....................... ....................... ........ ....... 30 ........ VERT/ROR ....................... ....................... VERTICAL 12 / 1 ....................... 6/ 1 ....................... 4/ 1 3/ 1 2/ 1 ...................a.aa 1.7 / 1 .."...........1. ......aa.el...s........ ..as.. ..... sa....... ..........1.......... ...................... NEIGNia WRK SLIDyOVTNfIKEY1NO�WRKy SLID OVTN KEY NO WRK .... ... .. ..... SLID KEY RD WRK .... .... ... .. ..... SLID OVTN KEY NO WRK .... .... ... .. ..... SLID OVTN KEY HD .... .... ... .. WRK ..... SLID OVTN .... .... KEY HD ... .. ..... WRK SLID OV7N .... .... KEY RD WRK ........ .... .... ... .. ..... .... MINIMUM ROCKERY THICKNESS - 1.5 It 1.5 /.5 0.0 0 0 1.5 1.5 0.0 0 0 1.5 1.5 0.0 0 0 1.5 1.5 0.0 0 0 1.5 1.5 0.0 0 0 1.5 1.5 0.0 0 0 1.5 1.5 0.0 0 0 0 1.5 1.5 0.0 2 192 1.5 1.5 0.0 192 1.5 1.5 0.0 2 192 1.5 1.5 0.0 2 192 1.5 1.5 0.0 2 192 1.5 1.5 0.0 2 192 1.5 1.5 0.0 2 192 1 2 .2 1.5 1.5 0.0 2 394 1.5 1.5 0.0 2 384 1.5 1.5 0.0 2 384 1.5 1.5 0.0 2 384 1.5 1.5 0.0 2 384 1.5 1.5 0.0 2 354 1.5 1.5 0.0 2 384 •1.5 1.5 0.2 2 614 1.5 1.5 0.0 2 576 1.5 1.5 0.0 2 576 1.5 1.5 0.0 2 576 1.5 1.5 0.0 3 576 1.5 1.5 0.0 3 576 1.5 1.5 0.0 3 576 3 1.7 1.5 0.8 2 968 1.5 1.5 0.8 2 922 1.5 1.5 0.6 2 883 1.5 1.5 0.5 3 864 1.5 1.5 0.3 3 626 1.5 1.5 0.2 3 806 1.5 1.5 0.0 4 768 4 5 3.5 1.7 0.8 3 1598 2.9 1.5 0.9 3 1472 2.1 1.5 1.0 3 1309 1.5 1.5 1.1 3 1171 1.5 1.5 0.9 3 1133 1.5 1.5 0.8 4 1114 1.5 1.5 0.6 4 1075 6 4.3 1.9 1.0 4 2332 3.9 1.7 1.0 4 2141 3.6 1.5 1.0 5 1952 3.1 1.S 1.1 5 1784 1.9 1.5 1.3 4 1533 1.5 1.5 1.3 4 1402 1.5 1.5 1.1 5 1363 7 5.0 2.2 1.1 5 3141 4.6 1.6 1.1 5 2883 4.2 1.5 1.2 5 2653 3.8 1.5 1.2 6 2427 3.4 1.5 1.3 6 2213 2.3 1.5 1.5 5 1894 1.5 1.5 1.6 5 1651 8 5.8 2.4 1.3 6 4144 5.3 2.0 1.3 6 3803 4.9 1.6 1.3 6 3468 IWRK 4.4 1.5 1.4 6 3193 IKEYaNO 3.9 1....a.aa..aa2905 3a..1. 5 1.6 7aa2602 .2.2.a1.5 .8 7 2148 1 11EIGHT9 SLID OVTH KEYIINO'aWRK SLID OVTN ..... a KEY HD WRK ... .. ..... SLID OVTNI'KEY HD .... .... ... .. ..... SLID OVTN WRK .... .... ... .. ..... SLID SLID OVTN KEY NO .... .... ... .. WRK ..... SLID OVTN .... .... KEY NO ... .. WRK ..... SLID OVTN .... .... KEY RD WRK ... .. ..... ........ .... .... ... .. ..... .... .... ' MINIMUM ROCKERY THICKNESS - 2 ft 0 2.0 2.0 0.0 0 0 2.0 2.0 0.0 0 0 2.0 2.0 0.0 0 0 2.0 2.0 0.0 0 0 2.0 2.0 0.0 0 0 2.0 2.0 0.0 0 0 2.0 2.0 0.0 0 0 1 2.0 2.0 0.0 2 256 2.0 2.0 0.0 2 256 2.0 2.0 0.0 2 256 2.0 2.0 0.0 2 256 2.0 2.0 0.0 2 256 2.0 2.0 0.0 2 256 •2.0 2.0 0.0 2 256 2 2.0 2.0 0.0 2 512 2.0 2.0 0.0 2 512 2.0 2.0 0.0 2 512 2.0 2.0 0.0 2 512 2.0 2.0 0.0 3 512 2.0 2.0 0.0 3 512 2.0 2.0 0.0 3 512 3 2.0 2.0 0.0 2 168 2.0 2.0 0.0 2 768 2.0 2.0 0.0 2 768 2.0 2.0 0.0 3 766 2.0 2.0 0.0 3 768 2.0 2.0 0.0 3 768 2.0 2.0 0.0 3 768 4 2.0 2.0 0.3 2 1101 2.0 2.0 0.0 2 1024 2.0 2.0 0.0 3 1024 2.0 2.0 0.0 3 1024 2.0 2.0 0.0 3 1024 2.0 2.0 0.0 4 1024 ?.0 2.0 0.0 4 1024 5 2.0 2.0 1.0 2 1536 2.0 2.0 0.8 2 1485 2.0 2.0 0.6 3 1434 2.0 2.0 0.4 3 1382 2.0 2.0 0.1 4 1306 2.0 2.0 0.0 4 1280 2.0 2.0 0.0 5 1280 6 4.0 2.1 1.0 4 2293 2.8. 2.0 1.1 3 2035 2.0 2.0 1.2 3 1843 2.0 2.0 1.0 4 1792 2.0 2.0 0.8 4 1741 2.0 2.0 0.7 5 1715 2.0 2.0 0.5 5 1664 7 5.0 2.3 1.1 5 3141 4.6 2.0 1.1 5 2883 3.9 2.0 1.2 5 2635 2.4 2.0 1.5 4 2297 2.0 2.0 1.4 4 2150 2.0 2.0 1.2 5 2099 2.0 2.0 1.0 6 2048 e 5.8 2.5 1.3 6 4144 5.3 2.1 1.3 6 3BO3 4.9 2.0 1.3 6 3468 4.4 2.0 1.4 6 3193 2.8 2.0 1.7 6 2757 a�' 2.0 a 2.0 1.7 6 2483 2.0 2.0 1.5 6 2432 'HEIGHT• SLID•OVTN vKEYa....................as . I HDWRKSLID0VTNKEY HD WRK ... .. ..... a : SLIDOVTN KEYNOWRa K' .... .... ... .. ..... '`aaa SLIDOVTN KEY RD WRK .... .... ... .. ..... n SLID OVTN KEY RD WRK .... .... ... .. ....., SLID .... OVTN .... KEY NO ... .. WRK ..... SLID _... OVTN .... KEY NO ... .. WRK ..... ........ .... .... ... .. ..... .... .... MINIMUM ROCKERY THICKNESS - 2.5 ft 0 2.5 2.5 0.0 0 0 2.5 2.5 0.0 0 0 2.5 2.5 0.0 0 0 2.5 2.5 0.0 0 0 2.5 2.5 0.0 0 0 2.5 2.5 0.0 0 0 2.5 2.5 . 0.0 0 0 1 2.5 2.5 0.0 3 320 2.5 2.5 0.0 3 320 2.5 2.5 0.0 3 320 2.5 2.5 0.0 3 320 2.5 2.5 0.0 3 320 2.5 "2.5 .•0.0 3' 320 2.5 2.5 0.0 3 320 2 2.5 2.5 0.0 3 "0 2.5 2.5 0.0 3 640 2.5 2.5 0.0 3 640 2.5 2.5 0.0 3 640 2.5 2.5 0.0 3 "0 2.5 2.5 0.0 3 640 2.5 2.5 0.0 3 64C 3 2.5 2.5 0.0 3 960 2.5 2.5 0.0 3 960 2.5 2.5 0.0 3 960 2.5 2.5 0.0 3' 960 2.5 2.5 0.0 3 960 2.5 2.5 0.0 4 960 2.5 2.5 0.0 4 96C 4 2.5 2.5 0.0 3 1280 2.5 2.5 0.0 3 1280 2.5 2.5 0.0 3 1280 2.5 2.5 0.0 3 1280 2.5 2.5 0.0 4 1290 2.5 2.5 0.0 4 1280 2.5 2.5 0.0 4 128C 5 2.5 2.5 0.3 3 1696 2.5 2.5 0.0 3 1600 2.5 2.5 0.0 3 1600 2.5 2.5 0.0 A 1600 2.5 2.5 0.0 4 1600 2.5 2.5 0.0 5 1600 2.5 23 0.0 5 160C 6 2.5 2.5 1.1 3 2272 2.S 2.5 0.8 3 2176 2.5 2.5 0.5 4 2080 2.5 2.5 0.3 4 2016 2.5 2.5 0.0 5 1920 2.5 2.5 0.0 5 1920 2.5 2.5 0.0 6 192C 7 4.0 2.5 1.3 4 3097 2.5 2.S 1.5 3 2720 2.5 2.5 1.2 4 2624 2.5 2.5 1.0 4 2560 2.5 2.5 0.7 5 2464 2.5 2.5 0.5 6 2400 2.5 2.5 0.2 6 2304 8 5.8 2.7 1.3 6 4144 5.3 2.5 1.3 6 3792 3.3 2.5 1.6 5 3328 2.5 2.5 1.6 5 3072 2.5 2.5 1.3 5 2976 2.5 ...................... 2.5 1.1 6 2912 2.5 2.5 ......................_ 0.9 7 28" aaa.a... NEI GMT a......a............... ....................... SLID OVTN KEY NO WRK SLID OVTN KEY ND WRK ....................... SLID OVTN KEY 80 WRK .... .... ... .. ..... .a .... a...a........... SLID OVTN KEY ND WRK .... .... ... .. ..... .........a............. SLID OVTY KEY NO .... .... ... .. WRK ..... SLID OVTN .... .... KEY NO ... .. WRK ..... SLID .... OVTN .... KEY HD ... .. WRK ..... ' ........ .... .... ... .. ..... .... .... ... .. ..... MINIMUM ROCKERY THICKNESS - 3 ft 0 3.0 3.0 0.0 0 0 3.0 3.0 0.0 0 0 3.0 3.0 0.0 0 0 3.0 3.0 0.0 0 0 3.0 3.0 0.0 0 0 3.0 3.0 0.0 0 0 3.0 3.0 0.0 0 C 1 3.0 3.0 0.0 3 384 3.0 3.0 0.0 3 384 3.0 3.0 0.0 3 384 3.0 3.0 0.0 3 384 3.0 3.0 0.0 3 384 3.0 3.0 0.0 3 384 3.0 3.0. 0.0 3 381 2 3.0 3.0 0.0 3 768 3.0 3.0 0.0 3 768 3.0 3.0 0.0 3 768 3.0 3.0 0.0 3 768 3.0 3.0 0.0 4 766 3.0 3.0 0.0 4 768 3.0 3.0 0.0 4 76C 3 3.0 3.0 0.0 3 1152 3.0 3.0 0.0 3 1152 3.0 3.0 0.0 3 1152 3.0 3.0 0.0 4 1152 3.0 3.0 0.0 4 1152 3.0 3.0 0.0 4 1152 3.0 3.0 0.0 4 115i 4 3.0 3.0 0.0 3 1536 3.0 3.0 0.0 3 1536 3.0 3.0 0.0 4 1536 3.0 3.0 0.0 4 1536 3.0 3.0 0.0 4 1536 3.0 3.0 0.0 5 1536 3.0 3.0 0.0 5 153t 5 3.0 3.0 0.0 3 1920 3.0 3.0 0.0 3 1920 3.0 3.0 0.0 4 1920 3.0 3.0 0.0 4 1920 3.0 3.0 0.0 5 1920 3.0 3.0 0.0 5 1920 3.0 3.0 0.0 5 192( 6 3.0 3.0 0.4 3 2458 3.0 3.0 0.0 4 2304 3.0 3.0 0.0 4 2304 3.0 3.0 0.0 5 2304 3.0 3.0 0.0 5 2304 3.0 3.0 0.0 6 2304 3.0 3.0 0.0 6 2301 7 3.0 3.0 1.1 3 3110 3.0 3.0 0.8 4 2995 3.0 3.0 0.5 4 2880 3.0 3.0 0.1 5 2726 3.0 3.0 0.0 5 2688 3.0 3.0 0.0 6 2688 3.0 3.0 0.0 7 26& 8 3.8 '3.0 1.6 4 3957 3.0 3.0 1.5 4 3648 3.0 3.0 1.2 4 3533 3.0 3.0 0.9 5 3418 3.0 3.0 0.6 6 3302 3.0 3.0 0.3 6 3187 3.0 3.0 0.0 7 307: M 0 7 E S ALL ROCKS SHALL EXCEED 1.5 ft THICK, 1 It WIDE, 8 In HIGH, and 120 Ibs L E G E N D HEIGHT a CAN be TOTAL VER71CAL HEIGHT of ROCKERY, or CAN be the POSITION In a HIGHER ROCKERY SLID . MINIMUM REDUIRED THICKNESS of ROCKERY to PREVENT SLIDING, MEASURED from FRONT to REAR, for HEIGHT SHOWN MEASURED from TOP of ROCKERY OVTN a MINIMUM REWIRED THICKNESS of ROCKERY to PREVENT OVERTURNING (ALSO LOCATES MINIMUM PIVOT POINT of CONTACT BETWEEN UPPER and LOWER ROCK MEASURED from REAR of ROCKERY) • KEY MINIMUM REOUIRED DEPTH of BOTTOM ROCK or ROCKS BELOW GROUND SURFACE for TOTAL HEIGHT of ROCKERY SHOWN (ONLY VALID if HEIGHT SHOWN is TOTAL HEIGHT) RD a HORIZONTAL OISTANCE TAKEN UP by ROCKERY for TOTAL HEIGHT of ROCKERY SHOWN is DISTANCE FROM FRONT EDGE of BOTTOM ROCK to REAR EDGE of TOP ROCK WR . TOTAL WEIGHT of ROCKERY for TOTAL HEIGHT of ROCKERY SHOWN, INCLUDING KEY IN"l,IIIP` HIIrL L • Project number 2131 6 January, 1999 page - 38 - of 41 pages 3.20 PAVING 3.20a INTRODUCTION to PAVING See Reference Manual Sections 21.1, 21.2, and 21.3 for an explanation of paving design and paving problems. 3.20b DRAINAGE REQUIREMENTS See Reference Manual Sections 21.5 and Section 7 for drainage design, and see Figure 21-2 for a description of an oil and silt separator catch basin. 3.20c PREPARATION of SUBGRADE SOILS • See Reference Manual Section 21.6 3.20d PAVING DESIGN by ASPHALT PAVING ASSN of WASHINGTON See Reference Manual Section 21.7 and Figure 21-4 3.20e PAVING DESIGN by ASPHALT INSTITUTE FULL DEPTH PAVING OVER SOILS with CAPILLARY WATER See Reference Manual Section 21.8a PAVING OVER DRAINED SOILS with OPEN GRADED ROCK See Reference Manual Sections 21.8b and 21.8c PAVING OVER WORKING SURFACE See Reference Manual Section 21.8d H r E �`, rMOMHrIrL L • • Project number 2131 6 January, 1999 page - 39 -of 41 pages 4.0 FUTURE STUDIES and RECOMMENDATIONS 4.1 DESIGN REVIEW HEMPHILL has reviewed the final plans and specifications and determined that they are reasonably in accordance with the recommendations presented in the geotechnical report, assuming that HEMPHILL will conduct the recommended geotechnical inspections, and will present any necessary adjustments resulting from differences between presumed site conditions and actual site conditions, along with some options by the contractor, in accordance with actual conditions encountered at the time of construction. HEMPHILL concludes that if the proposed project is constructed in • accordance with the plans, and with any recommendations by HEMPHILL at the time of construction, and with the approval of the following inspections, then there should be no risk of damage to the proposed project or the adjacent properties. 4.2 CONSTRUCTION INSPECTIONS and VERIFICATIONS 1. HEMPHILL should inspect the soils that are exposed during excavating for foundations to verify that the allowable bearing soils have been encountered, and that there are no unexpected conditions that would require changes in foundation design. .2. HEMPHILL should inspect excavations for high foundation walls to determine that the footings, or a key, or both, are placed at the required depth into the undisturbed soils to resist the lateral driving forces 3. HEMPHILL should verify that reinforcing steel has been properly placed • in the retaining foundation walls. H rE-MWN/ PHrILI L • Project number 2131 6 January, 1999 page - 4 0 - of 41 pages 4. HEMPHILL should verify that excavations for footings, crawl spaces, and floor slabs have been properly sloped for drainage. 5. HEMPHILL should inspect, and if necessary conduct tests, to determine that any structural fill is composed of the proper soils, and that the required density has been achieved by the compaction process. 6. HEMPHILL should inspect the excavations to verify any suspected groundwater conditions, or to determine any unexpected groundwater conditions, or to determine any design changes. 7. HEMPHILL should determine that any perforated drain pipes are placed at the proper locations to achieve the required drainage, and that the intercepted groundwater is properly conducted from the site. • 8. HEMPHILL should inspect all surface runoff drainage systems to determine that surface water is properly intercepted and conducted from the site, and that the runoff systems are not improperly tied to the subsurface system to cause the runoff system to back up into the subsurface system. 9. HEMPHILL should determine that any drainage backfill has the required permeability, and that properly designed and installed filters will protect the drainage system from clogging by fine grained soils that could be eroded into the drainage system by groundwater seepage. 10. HEMPHILL should determine that the garage floor slab, and the driveway paving, are underlain by a proper base course to protect against damage from freezing . HrE-'�1 rP HrIrL L • 40 Project number 2131 11 6 January, 1999 page - 4 1 - of 41 pages 11. HEMPHILL should inspect any rockeries to determine that the proper size rocks have been properly placed to assure stability, and that drainage, if necessary, has been properly installed. 12. HEMPHILL should determine that the concrete floor slabs are underlain by a proper base course and/or capillary break and drainage to protect against- capillary or free water creating dampness or wet conditions. 13. HEMPHILL should determine that the garage floor slab, and the driveway paving, are underlain by a proper base course to protect against damage from freezing . • Dale C. Hemphill P.E. Registered Engineer No. 14777 State of Washington • o WAS 14777 O,t�, RFCISTER� CS'Sf0 E�G�� NAL EXPIRES 17 FEBRUARY 2000 HrE:jJ rP' HrIrL L .00`....--#TURN ADDRESS: City of Edmonds, City Clerk 200008210128 Avenue North 08/21/2000 10:49 AM Snohomish `Ed&6nd WA 98020 P.0006 RECORDED CoLinty G�i.. ........ RECoRDER's V07.,c P, ORTIONS AROF THIS DOCINE41- po()R 01j,4LITY FOR SC,41VIVIIVG. ..COVENANT OF NOTIFICATION .PFMNIFICATION/HOLD HARMLESS Reference Grantor(s): (1) Additional on pg. Grantee(s): City oftilE601- Legal Description (abbretiatpd):, Sec Twn MN'ling Qw N IV E; 14] 9-7 F 463 )Block lat Rwo-ct+ fi�s do '-0 -7 _0 3S Assessor's Tax Parcel ED#(s):'(i).- I 9 :LAssessor,'s-Tax Pircei 1D# not yet assigned crry OF EDMO"S APPROVED j�M.gtc6iDI�Q BY:_Yz6_ DATE: _0/1('.*PAC . E OF Under the review procedures established pursuiltt..to '_.the? Stab Building Code, incorporating amendments promulgated by the City-* of: Idifi'ouds, and as a prerequisite to the issuance of a building permit for the cdastruptibW6 . f t.-residential structure, and attendant facilities, the undersigned OWNERS of 'p'rppe% y do. hereby covenant, stipulate and promise. .as follows: E VED FOR RECORDINGs4DATE P Y(� ix�4 OF --,1. Dgg�t of abject Proo_e�-ty This covenant of notification and iridemnification/Italtl.harmless relates to a tract of land at the street address of Bert street addres0, dmonds•Snehomish County, Washington and legally described as: •1 7-DIN , R A t Paccnl_ .y •��- - ..�+,.stGL Smart: GL r HG D E✓�ti� b► t � 2. Notification and Covenant of Notiiic�on:' ::The above referenced site (hereinafter "subject site") lies within an area,whicf�.has been identified by the City of Edmonds as having a potential for earth subsidence 6r landslide hazard. The risks associated with development of the site hk-ye been...e,valuated by technical consultants and engineers engaged by the applicant as a.: pert• of'the process to obtain a building permit for the subject site. The result9*pf the..cikpsiiltgint's reports and evaluations of the risks associated with development ar'q.•contained in* building permit file number ZMP5 Z (insert number) on file .with : tfie City of Edmonds Building Department. Conditions, -limitations, or'' prohibitions Qn development may have been imposed in accordance with the recouiineadatign of. 20000 8210128 r APPROVED FOR RECORDING By . PAGE DATE fC i.� _%- •..tbe consultants•-in`the course of permit issuance. The conditions, limitations, or proliibitieias may !C%9�a ongoing maintenance on the part of any owner or lessee or may •req rfre-modiiiaatj to the structures and earth stabilization matters in order to address fvfur. •br. anticipated changes in soil or other site conditions. The statements',:arid: cogditioiis ro os p p ed by the OWNERS geotecbnical e' weer, g , geologist, arch tecit.undltn- struatuial engineer are hereby incorporated by reference from the conten&-of_fully as if herein set forth. Any future purchaser, lessee, lender or any'•pther-•pexse8 acquiring or seeking to acquire an interest in.the property is put on notice of the exUtence`o* f the content of the file and the City urges review of its contents. The. file imay be reviewed during normal business hours or copies obtained at the Buildix%- Department;' City, of Edmonds, 121 5th Avenue North, Edmonds, Washington 98020. 3. .e .._.. undersigned OWNERS hereby waive an and all Y liability as sociate �,w''-- tY d rth 4evelo me . p nt, stating that they have fully informed themselves of all risks• :associated-- With development -_•.• _ opment of the property and do therefore waive and relinquish any:and'all rauses of action against the Ci of ty. Edmonds, its officers agents g is and employees arising.•frofi t and out of such development. In addition, the OWNERS on behalf of theirisetyes, •theit.$uccessors in interest heirs and assignees, do hereby promise to indemnify..*""* ndemnifx and, h0&Aa'_rmless the City of Edmonds, its officers, agents and employees from any •loss; clai' Iiabilit y ty or damage of any kind or nature to persons or property eithee`` n`or..offAhe.':site resulting from or out of earth subsidence or landslide hazard, arising ip' 6 or:out of. the issuance of permit(s) y p mit(s) authorizing development of the site, or"'occrirrjn,g.ot- 20000 8 210128 APPROVED FOR RECORDING BY TL6 DATE $ -IV -oC PAGE_ OF nrisidg.•out of'-.aidyfalse, misleading, or inaccurate information provided by the OWNERS, their a pdoypes, or professional consultants in the course of issuance of the building-per..tait:' 4. InsuifemenL In addition to any bonding which may be required during the coarse•••.of.•development, the Community Services Director has/h <t (strike oi4.e)'speeifcal1y required the maintenance of an insurance policy for public liability coseirage ln.iiie amount and for the time set forth below in order to provide for the financial •respousi4iliiies,.established through the indemnification and hold harmless agreemertt••above: •. 5. Covenant to Touch gnd Concern t 'e Land_ This covenant of notification and indemnificationthold harmless touches••und concerns the subject tract and shall run with the land, binding, obligatin°g aningring to the benefit of future owners, heirs, successors and interests or any 4er ••person or entity acquiring an interest in property, as their interest may appear:• This•lirovision shall not be interpreted to require a mortgagor or lender to iridenRnifx: th�,City except to the extent of their loss nor to obligate such persons to maint`ain•the insurance above required. 2000082101 , 28 r APPROVED FOR RECORDING BY 7ZC� DATE to cV PAGE _ S- OF DONE thi .._�� day of Fe b cL4_a f `� ,1991. OWNER(S) BY: a ..... y: -$y /T,' i z_ o ^ 92' STATE OF ss: . COUNTY OF 1m CA ,I certify that I know or have sa'hisfactory ,evidence that M Cr 14, T �,+_i , �� _ .-$igped this instrument and acknowledged it to be (his/her) free and voluptnry-actlf r-..the purposes mentioned in this instrument. DATED this S day of 1991. MARK MEDELBO Notary Pub11C-AMOno ' Ptmo county NOTARY PUBIJC W Commission Expires My commission expire§: -� 3 20 D( • L:ITEMP\BUILDINGIMEADOVACOVENANT 20000 8210 128 Exhibit A Covenant of Notification And Indemnification/Hold Harmless Grantor Armando Chilelli & Maria Teresa "Sena" Chileth Grantee City of Edmonds LEGAL- ----D1WCRLPT-ION PARCEL "AV,.* LOT 2 AND IK--*NA * RIN.-KAIF-OF LOT .3, BLOCK 97, MEADOWDALE BEACH, ACCORDING TO_ )W* PLAT TKRt0F RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNbHOM'SR., C0`UN Tf-'.. WA . SHING TON, TOGETHER WITH T-qArp6RtON.,-6F VACATED ROAD ADJACENT TO AND WEST Or SAID OT 2 AND THE "kOO ' 4.44ALF.-OF LOT AND BETWEEN THE NORTH LINE PRODUCED OF -SAID LOT 2.. LINE PRODUCED OF THE NORTH HALF OF SAID LOT J, TOGETHER WITH BEGINNING 0--JYE"NORTHEAST: CORNER OF LOT 2, BLOCK 97, MEADOWALE BEACH, ACCORDING.' T0".THE` PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38,.RECORDS OF'SNONOMISH COUNTY WASHINGTON, THENCE SOUTH ALONG THE EAST LINE OF FEET TO SOUTHEAST CORNER OF THE NORTH HALF OF LOT 3, A.5-.4EASUPEO ON THE EAST LINE THEREOF, THENCE EAST' 40 FEET ALONG EXTENSION 'OF SOUTH LINE. OF THE NORTH HALF OF SAID LOT J. THENCE NORTH 90 FEET ALONG THE NEST ONE SAID PLAT, THENCE WEST TO THE POINT OF BEGINNING PARCEL *610- THAT POR17ON OF TRACT 90, UEADOWVALE BEACH, ACCORDING:: -.TO. -,THE P'-LAT .' 6s-"bF..-S-9' THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECopv CiHOYISH COUNTY, WASHINGTON. LYING WESTERLY AND NORTHWESTERLY `OF THE. -COUNTY ROAD AND SOUTH OF THE NORTH LINE OF LOT 2 IN BLOCK 97:--PR&JEC.T56.,. EASTERLY TO ME COUNTY ROAD AND NORTH OF THE SOUTH LWk OF " E ..TH NORTH HALF OF LOT J, BLOCK 97, PROJECTED EASTERLY TO COUNTY ROA' PARCEL `C0.- ............... TIDE LANDS OF THE SECOND CLASS EMBRACED WITHIN TRACT 24, BLOCK A,'-" MEAMOVALE TIDE LANDS, ACCORDING TO THE PLAT THEREOF RECORDED IN"..' VOLL*"6 OF PLATS, PAGE 28, RECORDS OF SNOHOMISH COUNTY, WASHINGTON: SITUATE IN THE ,COUNTY OF SNOHOMISH, STATE OF WASHINGTON ....... > 8 2 10 2 8 RECORDER'S NOTE: PORTIONS OF THIS DOCUMENT ARE POOR QUALITY FOR SCANNING .. ,,,`� •:::'..,._...,'. I I� IIN 11� I� Ifll IWI �I Ilf tl� Intl IWI Wu I� IIA CITY CLERK 200008210130 .`...aT1'-OF rDMONDS 08/21 /2000 10:49 AM Snohomish 121 5TH••AVENUE NO. P.0001 RECORDED County EDMONDS. WA 88020 ..........� 1 A u chQ.c.k rJ= qct - :'�TATEMENT ON ACCESSORY DWELLING UNITS Property Address li o,�i• �� QLptc E W C, ST Edmonds, Washington Legal Descrip.tion:..Opd ; l�. P, � {_bk a N'/� peocab5of SKAOM:k%* CnaV .U:A.:PM•C-GA C; -nZC W J wl.a TRACT aN,3j L�JS.A JV4Ao.uctate i,dolgKta.rboSKr.a 4•ot-Pi.,.rS, afa, Snc�wr�b- COw.nnt w$ Assessor's Parcel Numbgr: l'3 -Y�9Z - - o 31-oao -_MO- v7o5 tic /-I '/'i , S�'.Z �r7'. a'ltti SE:�Fc �.uC` N"�� N�%Y`i becB�T..�'7N 2tI8 W.A I have read the requirentet�ts•foi •accessory dwelling units contained m Chapter 20.21 of the Edmonds Community :Devela0ient Code knd understand that an accessory dwelling unit, including a second kit-chen;•is psditibited f'or two years after occupancy by the current owner (unless a waivet is granted by`the Community Services Department) and until after a conditional use pecmtt•Eias peen approved by the City of Edmonds Hearing Examiner. I also understand that approval of a conditional use..pertnit is subject to a public hearing, and neither this statement nor thdissuafice'bf a building permit shall act to limit the discretion of the City in the reyiew•of anyapp(ieation for a conditional use permit. ` Property Owner Signature: Date: STATE OF WASHINGTON ) COUNTY OF SNOHOMISH ) I certify that I know or have satisfactory evidence that signed this instrument and acknowledge it to be his/her free and•'.voiantary act -for the uses and purposes mentioned in this instrument Notary's pressure seals must be smudged Signature of NE �M�` ►. Notary Public THIS Residing at �..Z, &</=. rn; My Appointment r� Expires de-0e) MUST BE RECORDED WITH THE SNOHOMISH COUNTY`•.AUQiTOR: q?,- L lReturn A,&Wss: City tielmoptts LJ 1111111111111111H 200005170157 05/17/2000 10:27 AM Snohomish P.0002 RECORDED County 356790 AAA - Z!LU 4M 11 Edmondsr, WAAM0 QUIT CLAIM DEED Property Ad": 1.64i4-75&'Place West, Edmonds WA Assessor's Property-Jai.i Parcd N6.: 5131"097 002 0104 THE GRAN'rORS,"� for and in N c consideration of mutual 56ne**f1ts* to b;-denved'by the establishment of a publicroadwa convey and quit clam to the CITY OF EDMOND9', TIC GR;iRUE, the following described real estate, situated in the County of Snohomish, State of Wash inigtoil. , . iuoludiiig.any interest therein that grantor may hereafter acquire THAT PORTION OF Txn--,NbRTJiEAST1* "QUARTER OF THE NORTHEAST QUARTER, SECTION 7, TOWNSHIP '2-7.-NOR.3.11,.ANC?,E'4 EAST, W M , DESCRIBED AS FOLLOWS COMMENCING AT THE 6k]ZET-15' MONUMENT AT THE INTERSECTION OF 162ND STREET SOUTHWEST A:fq.Rr`75r7.4LACE WEST-,-. THENCE S 16*59'17"E, ALONG THE CENTERLINE OF SAID 19H.AACE WEST;, "A "DISTANCE OF 26150 FEET TO THE _INTERSECTION OF 164TH STREET SOUTAFEST AND 75- PLACE WEST, THENCE S 14'56'02"W , A DISTANCE OF 81 95 F139T TO-THE"POINT OF BEGINNING, THENCE S 13-35-37-W , A DISTANCE OF 91 75 ' FEET, THENCE 14 87-35'43 -W , A DISTANCE OF 30 58 FEET, THENCE N 13*35-37"E, A' DISTAkE-br- 91 75 FEET TO A POINT 80 00 FEET SOUTH OF THE CENTERLINE OF'160'$TFE9T SOUTHWEST, THENCE S 87-35'43-EA DISTANCE OF 30 58 FEET TO THE 00INT OF BEGINNING SITUATE IN THE COUNTY OF SNOHOMI_SHS1'ATE_9F *WASHINGTON. together with the right to make all necessary cut or fill slgpes an tlki'land of grantors adjacent to the above - described real property m connection with the construction, rriiinienap6e.prilnprovement of the above - described real property for purposes of a public roadway DATED THIS DAY OF .47f7fildr-, q0L 0 40W STATE OF W*8H0WFTQN+ 111,17-ok, 92;A91FIA COUNTY OF /01,m I On this day personally appeared before me fmpvVii to lie• the individual described in and who executed the within and foregoing instrument andi . c"6wIWgd thiik_ --ZAe z;,( — signed the same as —T A fr=ind voI6 i �taly a5l and deed, for the uses and purposes therein mentioned UNDER MY HAND AND OFFICIAL SEAL THIS oZ 7 DAY 9,21AW 20-00 9 NOTARY PUBLIC in and for drL- Aiz.6A'1. MARK MECE.190 Strata99 WasbU409ar residing at Notary Public-"Jw Ptrno County My Comn-Julon E)Vros Feb 13 2001 > • lltGAL DESCRIPTION: CHILELLI JOB NO 97-067-A KI ll=RAD L994 Ml�Ajidll ROAD: CHAT POD TibKOF-THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER, 8Ed7l10N.7,'.76WN5N'JlP 27 NORTH, RANGE 4 EAST, W M, DESCRIBED AS FOLLOWS . .......... COMMEN'QjKG'-AY . T4 CONCRETE MONUMENT AT THE INTERSECTION OF 162ND AVENUE-VVEST'AND %6TA'PLACE WEST, THENCE ' "A'l-ONG THE CENTERLINE OF SAID 75TH PLACE WEST, A DISTANCI�,.PF'26.1-50 ' FEET TO THE INTERSECTION OF 164TH STREET S W AND 75TH PLACE WEST;-`* THENCE S l4Q.5(r6R-W.,.AJDI&T . ANCE OF 8195 FEET TO THE POINT OF BEGINNING, THENCE S 13035'$7"W, A 01&T.ANcr=,.OF 9175 FEET, THENCE N 87035'43"W-.:--A OtSTANCE,OF 30 58 FEET, THENCE N 13035'3�`t'e,.A- INSTANCE OF 9175 FEET TO A POINT 80 00 FEET SOUTH OF THE CENTERLINE OF 164TFf &REET. WEST, THENCE S 87035'43"E "•A-O_(STAN*c.E OF 30 58 FEET TO THE POINT OF BEGINNING SITUATE IN THE COUNTY'pr sNbHOK41SH, 5T-ATE OF WASHINGTON 200005170157 LEGAUL994 97-067-A 110199 DJR RECEIVED _ RECORDER'S WE NT DEVELOPMENI SERVILkS Clh OF Ivils oockw� ..... QUALITY Foil sCpt4l4lNG. CITY Gi FE)MON01; ARE POOR CITY CLERK CITY OF EDMONDS 0111111111011 C 200008210129 121-6TWAVENUE NO. 08/21/2000 10:49 AM EbMON6k WA M20 Snohomish P-0003 RECORDED County qm[TlItAL ARI�A AND/OR CRITICAL AREA BUFFER NOTICE Property Address:` r.q Edrp6fids, Washington Legal Descriptfon..... F- 'A 1/-4 , Se—. rl T. 111 N -k E. CQ See :Q (�LQ 16tcA&L Assessor's Parcel Number.* Q8 k-01? 7 0 to—/ Present Owner: Arm Arj NOTICE: This property codta(ii'orke-or-ihoree'r"iticaI areas or their buffers as defined by Edmonds Community Develi)T pf;ittodeibhapter 20.15B. The property was the subject of a deqylqqment;roposhlJbr ik,,,Cke 9 application # flkd on Restrictions on (4te) use or alteration of the critical areas or theWiiuffeis ibay ixist due to natural conditions of the property and resulting regulations:' Reykw of1he above application has provided information on the location of the criticaiarei(ooi'critical area buffers and restrictions on their use through setback areas. A copt., of the plab showing such critical area(s), buffers, and setback areas is attached hereto as--Eij}i6i'I*."'--. Property Owner Signature:_ Date: eP- STATE OF WASHINGTON ............ COUNTY OF SNOHOMISH) I certify that I know or have satisfactory evidence that .,2 f signed this instrument and acknowledge it to bgJmfVW voluntary T free and vol6nt�xy tfie uses and purposes mentioned in this instrument Notary's pressure seals must be smudged Date Signature of 4�� V Notary Public %- 1k NOTap g at Residm 01 uhuC My Appointment It J 7 Expires. THIS DOLT MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDr-r-`0R.-'--,:: > 0 0 9- :.:' I�EC 4L DESCRIPTION PARCfi.•'A %LDrr2 AND':THE NORTH HALF OF LOT 3, BLOCK 97, MEADOWOALE PEACH,.,ACGQRDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATSk'•PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. TOGETHER• MITI': THAT PORTION 'OF VACATED ROAD ADJACENT TO AND WE$•f OF •SAID LOT 2 AND THE I NORTH HALF OF LOT 3 AND BETWEEN THE NORTH LINE PRODUCED OF! SAID LOT 2 AND THE SOUTH LINE •'.PRODOCED-Or THE NORTH HALF OF SAID LOT 3, .'TOGETHER MTH BEGINNING AT THE NORTHEAST CORNER OF LOT 2, BtOCK 97, ilEApOWDALBEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUI.+E 5 AF PLATS, PAGE 38, RECORDS OF SNOHOMISH 'COUNTY' **-WA5HINCT6N,••' THENCE-SOUTI A' . G, THE EAST LINE OF SAID BLOCK 97, 90 FEET TO SOUTHEAST GORNER' OP••THE NORTH HALF OF LOT 3, AS MEASURED ON THE EAS.7 E6&-THEREOF,'--. THENCE EAST 4U'•F•Et`7 AILDNG EXTENSION OF SOUTH LINE OF THE NORTI HALF OF SAW LOT'3 THENCE NORTK:90 fEET.•ALONG•`THE WEST LINE OF BLOCK 97 OF SAID PLAT, THENCE WEST TO .-ThE POINT OF BEGINNMIG PARCEL "B" THAT PORTION OF TRACT 90, *A000 LE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VDGUME 5 OF. -PLATS, PAGE 38, RECORDS OF SNOHGMISH COUNTY, WASHINGTON,...- - �4ESTERLY AND NORTHWESTERL OF THE COUNTY ROAD AP!D SOUTH OF THE NORTH••LINE OF LOT 2 IN 01 )CK 97 PROJECTED EASTERLY TO ME COUIITY ROAD AND NORTH OF THE SOUTH LINE OF THE NORTH HALF OF LOT3, BLOf.K 97' Pf10JECTED EASTERLY -0 COUNTY ROAD 1-1 0 WNER. ARMANDO CHrLEILi. 17813 8B �44TN AVE:. W �42"�) S17F ADDRESS 1604 757H PLACE KST EDMONDS, WA 9802 TAX ACCT NO.: 5131-097-002_Oloi 2000o 8 2 10 12 9 el -1-19 LOP E SETBACK & BSBL DETAIL .S `EEF:.:SCALE ,.. _ 30' `••TAx ACCT .N0.: 5131-00-Q02-Ww 010 �I _ • 03 � � o 1` SITE ADDRESS: 1. >1130 16414 75TH PLACE ;OT ��Ss.- , z EDMONDS, WA 9802 OWNER. ARMANDO CH/LELLI 1781J 8 447H AVE W �YNNWt7OD, WA 98037 W� 425) 743-0868 i i 20000.821 129 NO EXCISE TAX REQUIRED DEC 0 6 2001 BOB OAhT11v:, Snz,-,om.Lh Courq Treasurer ,After Recording Return to: • "and6 E;_Chilelll' '' .• �,lilNlll�l��'yy��"1� 1"6414.-..-75th--Place:-W.e§t 200112060143 G�? Edmonds; WA 9$si2fl' nohOml 12106/2001 11 -37 (Z nicountYsh P.0008 RECORDED r_4 .........DLE-064MMON OF DRAINAGE EASEMENT _.....A14D MAINTENANCE AGREEMENT D6cuMent Summary) Grantors (Servient'Estito." Armindo E Chilelli and Maria Teresa Chilelli Grantee (Dominant Estate)-''NidfioRttjs Blattner and Renee Blattner Legal Description (abbf.�.-, (Sere. Estate) Portions o 1:6ts.2 a4d-3,'Block 97, and Portion of Tract 90, Meadowdale Beach,'V-..,5,, p - 38;'S�6 Cpj-WA (Dom. Estate): Portions.4.L.-6is and 4, Block 97, and Portion of Tract 90, Meadowdale Beach, V.5,-p 3.8;-*Sno Co, WA -- Assessor's Tax Parcel Number (Serv. Es * tate)- 5131--:097-002-01-04 (Dorp. -Estate)* 5-131-097-003-00-04, Reference Numbers of Document Assigne.dikejpaied/None FOR AND IN CONSIDERATION of the.*ieg`Tesp*Pctive promises, covenants, benefits and obligations, as set forth herein, the part' i-e§..agree.: I. DECLARATION OF DRAINAGE EASEMENT Armando Chilelli and Maria Teresa Chilelli, husbarid and *Ae'*, *owners of the following described tract of land (hereinafter "Servient i9tate..) .. see attached Exhibit "A", herein incorporated by refereqce. Situate in Snohomish County, Washington 75th Place West,,Edmonds, WA 98020-" .. .... . % commonly known as 16414 do hereby grant and convey unto the owners Nicholaus Blattner and Reie.q4iattritrj-hushand and wife, and to the future owners of the following described tract of land'(!'D*qi.minaat DECLARATION OF EASEMENT AND MAINTENANCE AGREEMENTS - 1 • .••Est&t��')...,. . ' attiiched Exhibit "B", herein incorporated by reference. ....-Situate•in•SnofiQmish County, Washington commgnly knowtt..as-•'1642t1..- 76th Avenue West, Edmonds, WA 98020 an easement -for ttie u# � ' rtifig and discharge of rain and storm water drainage, and for the mstallatiok operation anci'maintenance of the'drainage pipe for such water over, under, across and through and'upon'ihe-follpwing described tract of land ("Easement Estate") see attached Exhibit heret incorporated by reference Situate in Sn0hotish �ouiity,.Washmgton ........ . The Dominant Esfate.Own'rs §hall use the Easement and Easement Estate solely for the transporting and discharge of ra ii%pd storm water and shall not use it to carry any other commodity or for any other•;purpaSe whaisoever.' . The Easement and Easem6gt- state- shall be in two (2) portions: 1) the first portion (hereinafter "Dominant Estate Coiineeting Pipe") sholl'he for a pipe to run from the Dominant Estate to another pipe on the Servient Estate, and lo' hook•in to said other pipe, and 2) the second portion (hereinafter "Servient Estate•Pipe")•is far the sharing of the other pipe, which runs downhill and westerly across the Soivient•Esta0-10 discharge rain and storm water into the railroad ditch. " The parties hereto acknowledge that this easemant:an4 agreement is subject to the terms, provisions and conditions of a Pipe Line.License!, effective date July 1, 2000, between Armando and Maria Chllelli (the current Servient•Estate owners -herein) and The Burlington Northern and Santa Fe Railway Company, which document by.this'-reference is herein incorporated as if part of this document Further, the D6mi-n.ant tstaie owners, on their own behalf and on behalf of any and all of their successors-iti-interest as,to'the Dominant Estate, agree to abide by all the terms, provisions and conditions bf said -'Pike Lille License" on all issues pertaining to said License and/or to this easement and 4greedie1it'V`The undersigned Dominant Estate owners acknowledge receipt of a copy of saI .1i an acknowledge having had the opportunity to review same , This Easement shall run with the Dominant Estate only and shall.not otherwise be transferred, shared or assigned. II MAINTENANCE AGREEMENTS DECLARATION OF EASEMENT AND MAINTENANCE AGREEMENTS - 2 00112060143 "Dominant Estate Connecting_ Pipe" Portion of Easement The construction and prft*i�tenake of the "Dominant Estate Connecting Pipe" portion of the Easement and the Easeln6fit-Estate for said pipe, as granted and conveyed above, shall be solely the iesponsibilit3 .of.and'the costs thereof borne solely by the present and future owner(s) of Dctminant�state. ,Al decisions concerning repairs, maintenance, and/or expenditure of funds on said..p6rtion-o the -Easement shall be made by the owners of the Dominant Estate, PROVIDED, that the decision whether necessary repairs and/or maintenance on said portion are needed may al-=.b�-44errtuned by the owners of the Servient Estate if said owners believe or have re*4sga •to believe. that the "Dominant Estate Connecting Pipe" portion has caused or may cause damage to•tl e-Servient Estate. If the situation is urgent, with imminent damage or imminent f iriherdariiage,.then,the Servient Estate owners shall give the Dominant Estate owners twenty-four (24) hour'Notice",(as defined below) of their duty and obligation to repair and/or maintain sak'd portion' If the : "s.1tdhtion is not urgent, the Servient Estate owners shall give Dominant Estate•owners'fifteen (15) days Notice of their duty and obligation to repair and/or maintain said po.r65,.••" If the Dominant Estate!bWneis hgve not commenced the repairs and/or maintenance, as requested by Notice from tlio4.ervie�it-Fstate Qwiiers, within the appropriate Notice period as above described, then the Servient Estate owners may advance the costs for such repairs and/or 'maintenance, for the Dominant Estate -owners, togetlf•with interest at twelve percent (12%) per annum, and said expenses together with any.&Rpenses.of foreclosure, if necessary, including a reasonable attorney's fee, shall be a lieA- aigams the Dominant Estate being served by said portion of Easement The lien rilay be-fbiecj,osed.as provided for the foreclosure of a mortgage under R C.W 61.12 Any othe?-.4ega1•means..rrtay be used to collect the amount due for maintenance, together with expenses and attorney's•fees;. beside foreclosure The undersigned covenant and agree for therriselves, end their successors -in -interest to the benefited real properties, that the owners of the Dominatj' -Estate shall maintain the "Dominant Estate Connecting Pipe" portion of the >✓asement and the. Easement Estate for the purposes of said Easement and shall pay One hundred percent (1Q00A) of the cost of said maintenance The covenants for maintenance herein are covenants*'rut riing with the land as to the said Dominant Estate served and benefited by said E8=eij-, and: these covenants are binding upon the successors -in -interest of said owners. ` B "Servient Estate Pine" Portion of Easement. The construct16q and,maintedame of the "Servient Estate Pipe" portion Easement and the related Easement. -Estate`,' shall be the responsibility of and the costs thereof borne equally by the presentand• fduge••owners of both the Servient Estate and the Dominant Estate All decisions concerning repairs, maintenance, and/or expenditure -of funds ,on.the DECLARATION OF EASEMENT AND MAINTENANCE AGREEMENTS - 3 _ `�UU1120601� :ti..... ... ....... uservient Estate Pipe" portion of the Easement shall be made by the owners of the Servient, undersigned covenant and agree for themselves, and their successors -in -interest tp the- be iefiied real properties, that the owners of each of the two (2) lots served by the said Set: p vietii . Es'. - P i *pe" " rtion of the Easement shall maintain said portion of the Easement te. ..po and,.the_Ei5einent-gstafe, and each owner shall pay one-half (1/2) of the cost of said mamtewfice•.-- -T-W to . venaiats for maintenance herein are covenants running with the land as to the: said-iea.l.pioperObs--served and benefited by said portion of Easement, and these covenants ovenants are - bipdft.up.6nAe successors -in -interest of said owners. In the.eiientafty-owner of any lot being served by said portion of the Easement falls to pay his shario-d.tfiei' rgip.ired maintenance, the other owner may advance the costs, and the amount advanced-hr the nonpaying owner, together with interest at twelve percent (12%) per annum. exp . cnsids.W-any foreclosure, if necessary, including a reasonable attorney's fee, shall'bc--x-liefi agaifist his/her lot being served by said portion of Easement The lien may be fbrecldied..a9'pr6-vid& for the foreclosure of a mortgage under R.C.W. 61.12 Any other legal.-ift- ei.anis may; be used to collect the amount due for maintenance, together with expenses andzatt6** s faes,.beside foreclosure C. Notices All notices ("Noticeel'-prb, v, i4ed"for in this easement and agreement shall be in writing and all Notices or paymeiiis of money shall..Vilaade either by personal delivery or by deposit in the U S Postal Service, postage pre -paid, to th6.a. ddresses; for each party set forth below until such time as written Notice, as_prbvidedhereby, of a change of address is given to the other party Delivery shall be completed upon rceeiptk any such Notice which shall be presumed to have occurred within four (4)-.businegs dYg'if mailed, but such presumption may be rebuttable: Servient Estate Owners: Donin*gt.Xst4kte Owners: Armando & Sina Chilleh Niclielaus...4-Aerfed'Blattlier 16414 - 75th Place West 16420 - 70,h'Avenue West W Edmonds, WA 98020 Edmonds, A*98020.:-.' DATED this/ f November, 2000. ........... Armando E. Chiller, Nicholaus Blattner '11Y A Maria Teresa Chilelli Renee Blattner DECLARATION OF EASEMENT AND MAINTENANCE AGREEMENTS - 4 AW --'00112060148 ...-Aitachdd- Exhibit"A"- Legal Description for Servient Estate Exhibit "B": Legal Description for Dominant Estate Exhibit "C": Legal Description for Easement Estate STATE Of.. WASHING-TiQN.. Ss COUNTY OF.-S1W14dM1-SH I ccitifYihat-.`! k.riow or*have satisfactory evidence that Armando E. Chilelli and Maria Teresa Chil6jlli are--the"0ersdn'S )-Who appeared before me, and said person(s) .( acknowledged that they-signigil this'Instrument and acknowledged it to be their free and voluntary act for the puzf6sQs*ffi'e i6i'n-ed in this instrument Dated this -4��day::'of B (P 0 -Z 14otary Public ijanafior the State QfWashgton n yn —jesoA I (P IC rC') Printgd-Nan�c 03 My.% comrriissipn' ex.pires. OP ............ STATE OF WASHINGTON SS, COUNTY OF SNOHOMISH I certify that I know or have satisfactory evidence that Nich6laus-*Blattner and Renee Blattner are the person(s) who appeared before me, and said perghn(s) #,knqwWged that they signed this instrument and acknowledged it to be their free and vo"lunl" "*ac fdr the purposes mentioned in this instrument Dated this ,ZL day of November, 2000 . ....... ROBERT M. DENNIS 11 I � STATE OF WASHINGTON &1/ Notary Public in and for the State of Wa001ton'- NOTARY — PUBLIC Printed Name. pAW M. Dennis 11... 11Y COV1415510H EXPIRES 5-22-03 My commission expires DECLARATION OF EASEMENT AND MAINTENANCE AGREEMENTS - 5 P-IW001 12060143 0 n . • EXHIBIT " A " 1EC •.... DESCRIPTION PARCEL COT..•2••AN& THE-:'NOR-TH HALF OF L01 3, BLOCK 97, MEADOWDALE BEACH;' -ACC01$Q1N(s, TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS' PAGE S; RECORDS OF SNOHOMISH COUNTY, WASHINGTON, TOGETHER W.M..•THAT••PORTION OF VACATED ROAD ADJACENT TO AND WEST OF•ASAI© IO_T.•2 AND THE NORTH HALF OF LOT 3 AND BETWEEN THE NORTH .LINE' PRODUCED: OF SAID LOT 2 AND THE SOUTH LINE PRODUCED OF THE N0RTN-%hAL,F OF SAID LOT 3, TOGETHER WITH BEGINNING.,A•T..THE 1�oRTHEAST CORNER OF LOT 2, BLOCK 97, MEADOWALE•-OCACH,_ ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5--,0E-PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; -'` ,THENCE SOUTH ALONG %TtiE• 6$T--& v,_ OF SAID BLOCK 97, 90 FEET TO SOUTHEAST CORNER OF '-IE..NbRTH qALF.•OF LOT 3, AS MEASURED ON THE EAST LINE THEREOF, THENCE EAST 40 FEET ALONG EXTEhSION:.OF $DUTH LINE OF THE NORTH r HALF OF SAID LOT 3. THENCE NORTH 90 FEET ALONG *E--- BLOCK 97 OF SAID PLAT; THENCE WEST TO THE POINT OF BEGwNING•.••• ........... PARCEL 08'6- THAT PORTION OF TRACT 90, MEADOWDALE BEA-CH,, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PL'•ATS, -•P/AOE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, LUNG WESTERLY' ANO NORTHWESTERLY OR THE COUNTY ROAD AND SOUTH OF THE NORTH LINE --OF LOT 2 IN BLOCK 97 PROJECTED EASTERLY TO THE COUNTY ROAD AND N•ORTt�l�''O�:THE SOUTH LINE OF THE NORTH HALF OF LOT 3, BLOCK 97, PROJEC.TED EASTEERLY TO COUNTY ROAD. RECORDER'S NOTE:- PORTIONS OF THIS 000UMENT ARE POOR QUALITY FOR SCANNING;. ) 100112060143 0 I EXHIBIT " E3 " Legal Description Blattner Nicholas ET UX 16420 76h Ave W. Edmonds, WA 98026 Tax ID: 613141174M.004 PARCEL The south half -of lal-3 andall-ofi'J-of:4, block 97, plat of Meadowdale Beach, according to the plat thereol"'In, volume & plats, page 38 Snohomish County Washington together with that portion olv6patb . d rioad.pdjacent to ;nd west of said Lot 4 and south half of Lot 3, being north of westerly p rol6ngotioini-pt south line of said Lot 4 and south of the westerly prolongation of the 6Q0.1nobf the south half of said Lot 3. PARCEL"B": Lots 25 and 26, block A, pi id.of ' ��6�ale Tide Lands according to the plat recorded in volume 6, page 28, records SnohQmiih County."hington. PARCEL"C*. That portion of tract 90, plat of Meaddwidale-beeldi, according to the plot recorded in volume 5, page 38, Snohomish Courity. Washkii0on.,*lying south of the easterly projection of the north line of the south half of Lot 3, block..07,'.ptAqf Meadowdale Beach and north of the easterly projection of the south line *ot-UA-4,' block*07, of said plat of Meadowdale Beach, together with that portion of a vacated 40 feat (paq long between said portion of tract 90 and said south half of lot 3 and lot 4, lilook 07"In said plat end south of the easterly projection of the north line of said lot 3, and 66dh'6f the-6gaterly projection of the south line of said lot 4 Except that portion lying eastedy-vt1166 westerly margin of the county road Situate in the County of Snohomish, State of Washf6ji6n '04'000.112060143 LEGAL DESCRIPTION: CHILELLI JOB NO 97-067-A OCTOBER, 2001 $.TARM DRAINAGE -EASEMENT: -THAT?,0P,tlQN- OF. LOT 2 AND THE NORTH HALF OF LOT 3, BLOCK 97, ME A*DO"- ALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOL OF ft)(t& PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASJfffNQ-7r0N,'A �1�1) �WITH THAT PORTION OF VACATED 76 TI AVENUE WEST ADJdINf�4Q,- -EiEIN6:.'k§iRIP OF LAND, 10 00 FEET IN WIDTH, LYING 5 00 FEET ON EACtf'SI)f?Hb`f--3`fl�'-F6LLOWlNG DESCRIBED CENTERLINE COMMENC NG Af-THESOUTHWEST CORNER OF SAID NORTH HALF OF LOT 3, THENCE sduftf . 87 ' �M`43'i'EAST.. ALONG THE SOUTH LINE OF THE NORTH HALF OF SAID LOT' 3, A.,Q1STAt4bE OF 11178 FEET TO THE POINT OF " BEGINNING OF -MI NIN hStRIBED CENTERLINE, THENCE NORTH%419-41*0" ' WEST A DISTANCE OF 58 79 FEET, THENCE NORTH 780�9!+7....WE,.DISTANCE OF 44 10 FEET TO THE WEST LINE .. OF SAID LOT 2, AND THE TkR�S OF. THE HEREIN DESCRIBED CENTERLINE (THE LATERAL LIMITS SRAL - L-B tLEl**NGfifENED OR SHORTENED TO CONFORM WITH THE BOUNDARIES) SITUATE IN THE COUNTY OF 9NOHOMI.S.H, STATE- OF WASHINGTON Lv O&0AS. 08-01- cil-kl C,( 2V(alJ060149 A.C. Builders Homes, Inc. u • O Jeanie McConnell City of Edmonds 121 5t' Ave North ' Edmonds, WA. 98037 RECEIVED 'NOV15'2001 11/15/01 ° PERMIT CbUNTER RE: Chilelli Residence, 1'6414 74th Place West, Permit # 200652 Dear -Jeannie: 1 think we are finally ready! Attached are. the as built plans for the storm system, the legal description for the Blattner drainage' easement the Geo-tech's final report and a letter from Burlington Northern Railroad. The drive way has been paid and there is an address on the house. Instead of a separate letter from the Geo-tech for the dead weight anchor, clamps and cable, the Geo-tech has included a statement in his final report approving the installation. Regarding the completed and signed drainage easement with the Balttners: Do I turn this document into the city for. recording or do I record it myself? I will call the inspection hotline for an engineering final inspection. Please contact me 'if you have. questions. Thank you. Sincerely, Teresa Chilelli-White A.C. Builders Homes, Inc., 17813B - 44th Avenue West • Lynnwood, WA 98037 •.743-0868 N Z Z 0 W Q Z O C7 Q W O 3 > } (� z Z W W z C7 Y Q Q O Li Q � C O N z _w 0 O Q � U ti H j �W W y J Z co— W W f- O Q � J 3 aCn 0 0� O Z O J Q F (n J N N _W O Ncn N W z X O O LU o LU a Z<> Z W 0I� c7 O cn z Z ° 0 C U to W W W w a O Z y O Z z H w O z Y F:. W O O Q O Q w U V) Z Z O o w w < LL 0: Z 0 m W W O z Q H LL W z ~ N :) J_ m O O J J3 red, WN JJ 3 lei i I aj T CONSULTING ENGINEERS GEOTECHNICAL INSPECTIONS FOR THE CHILELLI RESIDENCE Located at 16414 75T" Place W Edmonds, Washington p T" tt = (00 7- Project Number 2131 28 July 2001 RECEIVED NO 15 2001 PERMIT COUNTER 4041 WEST LAKE SAMMAMISH PARKWAY SOUTHEAST • BELLEVUE . WASHINGTON . 98008 • PHONE 425 644 1080 FAX 425-643-3429 dchemphill@msn.com Project Number 2131 •28 Jul 2001 •page 1 of 3 pages CLIENT A. C. Builders v 17813 .44tt' Avenue West Lynnggqd, Washington 98037 ATTENTION Armando Chilelli REFERENCE Propos house located at 16414 75th PI. W, Meadowdale Edrno Permit No. 200652 SUBJECT Final yeotechnical inspection INTRODUCTION The purpose of this report is to present the results of geotechnical inspections conducted on the proposed Chilelli house located at 16414 75th Place West, Meadowdale. The geotechnical inspections and report were authorized by Armando Chilelli (owner) during a conversation with►*ele C. Hemphill of HEMPHILL CONSULTING ENGINEERS (HEMPHILL). The geotechnical inspections 1Ae conducted in accordance with the following recommendations and/or requirements: 1. Recommendations preset . by HEMPHILL in the report titled "Geotechnical Engineering for the Proposed Chilelli Residence and dated 6 January 1999 and any' addendums. 2. Requirements established byhe City of Edmonds Building Department. 3. Recommendations pres08 � _—by HEMPHILL at the time of construction in accordance with exposed conditions. HEMPHILL Project Number 2131 28 July 2001 page 2 of 3 pages INSPECTION The geotechnical inspections osqjved and/or verified the following conditions: Exposed foundation soft,'...Up port loads in excess of the design bearing capacity of 3000 psf with t!al settlement that is. within the tolerable range of a wood frame structure. Retaining walls and/or : foudd on walls were properly constructed, including dimensions, concrete, and steel, according to the design recommendations to resist overturning and sliding. Structural fill was properly pleced and compacted. Slopes within the influence of the structure are stable. Drainage for foundations is properly installed. Drainage for floor slabs is prope,lay Installed. Stormwater drainage is properly installed. Rockeries are properly coristruct�ed, including drainage P P Y ,40 9 9 Therstormwater° outlet is pro � e V an, phored.,by cableAwthe anehers, Erosion control was properly Astalled throughout construction, and final erosion . �. _,. control (grading and grass) It recently installed. x HEMPHILL Project Number 2131 28 July 2001 � page 3 of 3 pages CONCLUSIONS HEMPHILL concludes that the geotechnical portions of the project were constructed in accordance with. the plans and specifications, and/or with recommendations presented by HEMPHILL at the time of construction. The geotechnical inspections have verified that the construction process, and the final project, are in accordance with all geotechnical' engineering recommendations, and City of Edmonds codes and requirements, and there is no risk of damage to the site or adjacent sites as the result of normal conditions. Normal conditions are considered to be less than 100 year storms and Vill seismic intensity. HEM Dale C. Hemphill P.E. o wAS ^ "r A �i Registered Engineer No. 147 7 �o R 1�r P State of Washington'sro, I EXPIRES 17 FEBRUARY 2002 1 HEMPHILL EDMONDS 30 5 r 02/20 ' 01 060 N0. 567 01 /01 B P.T.EVANS NTrack inspector SSeattle to MuUteo 206-255-81.21 (cellphone) .,n.......er....w•war..xrn.•rrr—...-�...m.•e.7:: ••nt.r+a.. fd .5Z— .. ..�..........��....:........:..n..•>......v :a:.n.+.m......-...:..e-.rn • 02-20-U� y „�-. /'eo p&-,cry C/ G 4 / 4 - 7-ST1 �'LAt.� W• C pw�owa�3� KJA. L i/v1: -57C3(.M9N7- OQSO'AT /t%.�o ZI. t2� 7-.W* WNg yOU Fore 2C.mp✓iNG TNC- T/E- sTezHe5 oFF SHE T F/T7-/Nv A47., :-;.'�_• - b OF 77//6 T-1419T O D N L: / X�lYE .L p P/? O /SGL: !►1 !J i Tp vou2 1N57'144c4n0pj1 AAdo /9S WE Sq/O �6fc�CE ;.� DO NOT CaAAJT BUARkY SPA4.)cs IN 002 0 /T uP RE-oV1. yN /c ' O U --- RECFA` NOV .15 PERMIT COUNTER 0 LEGAL DESCRIPTION: CHILELLI JOB NO.97-067-A OCTOBER, 2001 STORM DRAINAGE EASEMENT: THAT PORTION OF LOT 2 AND THE NORTH HALF OF LOT 3, BLOCK 97, MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, AND WITH THAT PORTION OF VACATED 76TH AVENUE WEST ADJOINING, BEING A STRIP OF LAND, 10.00 FEET IN WIDTH, LYING 5.00 FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE: COMMENCING AT THE SOUTHWEST CORNER OF SAID NORTH HALF OF LOT 3; THENCE SOUTH 87035'43" EAST, ALONG THE SOUTH LINE OF THE NORTH HALF OF SAID LOT 3, A DISTANCE OF 111.78 FEET TO THE POINT OF BEGINNING OF THE HEREIN DESCRIBED CENTERLINE; THENCE NORTH 48034'30" WEST A DISTANCE OF 58.79 FEET; THENCE NORTH 78039' 17" WEST A DISTANCE OF 44.10 FEET TO THE WEST LINE OF SAID LOT 2, AND THE TERMINUS OF THE HEREIN DESCRIBED CENTERLINE. (THE LATERAL LIMITS SHALL BE LENGTHENED OR SHORTENED TO CONFORM WITH THE BOUNDARIES.) SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. RECEIVED NOV 15 2001 PERMIT COUNTER • Western Engineers Inc. SURVEYORS • PLANNERS • ENGINEERS April 3, 2001 City of Edmonds Jeanie McConnell City of Edmonds 121 — 5th Avenue N. Edmonds, WA 13000 Highway 99 South • Everett, Washington 98204 (425) 356-2700 RECEIVED APR 5 - 1001 ENGINEERING DIVISION FAX (425) 356-2708 Subject: Armando Chilelli Single Family Residence, Drainage Conveyance City of Edmonds Plan Check #99-52 WEI Job No. 97-067-A This engineer has no objection to re-routing the conveyance piping from CB#1 to a connection with the 4" roof drain piping. This will subsequently result in combined flows from the impervious area of the rooftop, and the impervious area of the driveway, traveling through this 4" pipe to the CB located approximately 30 feet east of the western property line Sincerely, 0awyla /- Donna L. Breske, P.E. LAND USE CONSULTANTS 9 CIVIL ENGINEERS • LAND SURVEYORS • ENGINEERING CORPORATION P.03 1-- 'o dew* 43 1" C NOr' Th HALF'. I r \ n A •I .I ; '. � N � p� ` d • , �`, Q7 QJ Qir2r, , /I w ,{, o� v 1 z\�,'• / � � " . Cam; �' . , •oo Cj� ,ems .,,....: 76TH A VE zi / (VACATEj Zr Nl qua.Ito ,I . f .., �. _ i, I S.. A SO o 1' *" $1,50I . S � g4 �-0 8000 i 1- p �►i ` �� C� a I 12_07 >y TOTHL P.03. A.C. BUILDERS HOMES, INC. 17813B - 44th Avenue West Lynnwood, WA 98037 -e� ru-oT' EDMONDS �46577 02/20 ' *8:40 NO.567 01/01 P.T.EVANS NTrack inspector Seattle to Mululxeo F 206-255-81.21 (cellphone) •.w�pRrytA-•--e:q V»+a'IrfxYrrv�r-�•-.v-e.MTY•lfr.r rr�•�r..e�-.a.:t:YY'M:•rr:-.::,.,-ss.e.�-.,.,.,.Rnmvr.:t..'.a-.-r.-..,x,,,...�n�r::::.:r..r..-.:.a^S nx.-,.r,�.r..-,.�exe.a.r. .tT/•.>t::snsm. �>nki°�I' :mrx-A:a.�sT`�'ti Ai�T...ZS.1-+xwrarw 02-20-U� 7E2ESA N 2trGfi^ TO THg �LAtL� Id. - G o4%0o�p3 A W,l. Sh3GM�NT D0 SO 7W'gN/< yO u /--O2 26-1"0d1,v G 7-mc- T/E s,rRy ps OFF THE ^T `/ TT/Nv �T Tye .vvb OF T,rYb ,pR,4 /�• G� ITN THAT p o N ar No PRO /3G1. m w 1 Ty �OuR /NST�9ccyT/oN, 19N� i95 !.clE S�iO /�6fo�CE� �c Do PO-r caq,ur BUARR`/ 5P-41,-)cs /n.) 002 D /7-rN 4s GJE 6 uP Rt; aV1Nls TflCM wHEA) toE ec.s-mN IH�ivK o u -- r- 0CT. 27. 2000010 : 25A1u2 CITY OF EDMONDS of Edmonds Development senrica Department IllIddhko- witrEngin"ring 121-5th Avenue North • 2nd Floor Edmonds, WA 9e020 Phone: (425) 771-0220 F rV� Clarence ]ohnson, BNRR Date Transmitted: IQ127100 Recipient's Fax No: 206-625-6115 • No. of Pages:l (Including cover pate.) ,NO. 3234121 P. 1.01/01 425) 771-0221 OCT 30 2000 ENGINEERING If there are any problems during transmission or documents are received incomplete, please call (425) 771-0220 and ask for: ext 1338 RE: A.C. Chilelll Residence, 16424 75th PI W, Edmonds WA 98026 1 am writing you regarding the diffuser system for storm water dispersal onto BNRR Property. The approved plan shows metal strip clamps securing the diffuser system to the retaining wall and quart' rock at the base of the system. Upon a site Inspection I was informed by the owners that the railroad inspector did not want the strip clamps in place, nor did he want quarry rock at the base of the system. Could you please confirm these changes are per the direction of BNRR. Also, do you have a standard detail that we could use in our review of future projects? I appreciate your assistance in this matter. Jeanie McConnell, GIP Specialtist. (!::�In tJ2rV-NY01 Jeanic, They do not need to place rock in the ditch. If the cables are correctly installed I guess there would be no need to secure the diffuser to the wall. Find example of'details for drains for steep slopes'. This is not a requirement, and is to be used as guideline Clarence. 625- E,147 I TOTAL P.01 0. 3234-P OC!. 27. H00 10:25n11 IM I ,I�.�A 11V � 1� U S*Ep SLOPES Installation of the pipeline will be difficult due to the slope in which the pipe will be laid. Any damage to the slope due to construction must be repaired to its original condition. A large load on the conrete anchor which supports the pipe at the top of the slope will result due to this installation. This anchor should be moved as far away from the face of the slope as possible to maximize its support capability. The pipeline should be de- signed to withstand the weight of the water within the pipe. See details below commonly used to support and hold the pipe in place, which should be used for this install- ation. If t-he pipeline fails, it will be the owners responsibility to reinstall the pipeline. If damage occurs to railway property due to the failure o! the pipeline, the property owner will be responsible for damages. The property owner must not deposit grass clippings, yard waste, trees or other debris on the slope at any time. •♦ U- shooed rebor bent to pipe shape and placed not lees than - JD" into ground at 25' Intervols. Moxim irn 4" Pipe \ Solid pipe and able to withstand weight of water in entire pipe. X L t/z" x his" Goiv. strops Dud cobles. %" ulnim . X J Cable Clamps `o %t" steel colts 3 X X CLAMP DETAIL 0 $ 12" •• -, • v rl� 11 • . •r r • Concrete Cellar Plan View n Undisturbed ground 6" Alin. COYef Ground Una r , r 14 Rsbar Elev. View N 4" Ilas n Undisturbed ground PIPE ANCHOR DETAIL Cable Clamps If possible the diffuser should be placed at the property line. The diffuser must be placed out of BNSF drainage ditch. Application must show a cross- section drawing of the ditch in relationship to the existing track. The drawing must give both horizontal and vertical distances with reference to existing top of rail. I I Place W-6" spoils around the pipe and / \ around the ends for / erosion control. 1 1 1 r`_ . T I f Underdroln / Opon Ends DIFFUSER Nor TO SCALE BURLINGTON NORTHERN & SANTA FE RAIL WA Y CO. OCT "°° C• of Edmonds Development Services Department Building -Planning -Engineering 121-5th Avenue North • 2nd Floor Edmonds, WA 98020 Phone: (425) 771-0220 FAX: (425) 771-0221 FAX COVER PAGE To: Clarence ohnson, BNRR Date Transmitted: 10/27/00 Recipient's Fax No: 206-625-6115 From: Jeanie McConnell No. of Pages: 1 (Including cover page.) If there are any problems during transmission or documents are received incomplete, please call (425) 771-0220 and ask for: ext 1338 RE: A.C. Chilelli Residence, 16424 75th PI W, Edmonds WA 98026 I am writing you regarding the diffuser system for storm water dispersal onto BNRR property. The approved plan shows metal strip clamps securing the diffuser system to the retaining wall and quarry rock at the base of the system. Upon a site inspection I was informed by the owners that the railroad inspector did not want the strip clamps in place, nor did he want quarry rock at the base of the system. Could you please confirm these changes are per the direction of BNRR. Also, do you have a standard detail that we could use in our review of future projects? I appreciate your assistance in this matter. Jeanie McConnell, CIP Specialtist. SITE INSPECTION RECORD Date: I d (ZS (o0 Site Address: Contractor / Owner: - C+H u U-r� �— ( Permit# / Project: L., C) Time: 2 � Intl cad � �� in�ecirn�. Name: �nrnh�,netA SITE INSPECTION RECORD Date: 1 �� `�C� Time: Site Address: —1 S"k-L "F I Contractor / Owner: �- \ 1 �� 1 Permit# / Project: WIN MY, C��-�: ■�ct�� a _ ��'_� its ► � �L':� ► !' :r lre, � any � �� .�C�. ,.=. �i►1 r�:r• 0 Womm M-,g- =I riTf M L -M I'M Tl I I,l,..f1 1' er-71 J— 4 P4 SITE INSPECTION RECORD Date: � O I 1` l 10c) Time: Site Address: 1-) 57 Contractor / Owner: C*h U �P , Permit# / Project: k, r!i� �►�►� ' .' . -, - McConnell, Jeanie From: Westfall, John Sent: Friday, October 13, 2000 1:31 PM To: Zukowski, Maryanne; Chrisman, Lyle; McConnell, Jeanie Subject: Flagger in Absentia I told the gentleman at the project 16420 75th PI W to move his trailered track hoe which was parked on the street at 8:00 this morning. He explained his flagger was late. I was unsympathetic. He moved the trailer promptly. TELEPHONE/COUNTER CONVERSATION RECORD DATE: 10 TIME: FILE: A.C. Builders Homes, Inc. Don Feine Lyle Chrisman Jeannie Mconnell Ciiy` of Edmonds 250 5' Ave N. Edmonds, WA 98020 10/11/00 RE: Permit # 200652, Chilelli Residence, 16414,,75`h.Pl.' W. r Attached please find a drainage detail and a letter regarding the removal of the on site detention system. In accordance with the meeting of June 8`", 2000; the City of Edmonds deferred the decision of on site detention to the railroad. ' The attached letter is granting permission for the removal of the detention system. The detail shows the removal of the system and the diffuser requested by the -railroad. I believe I will need a letter from the city confirming this change. I look forward to your response. Please contact me at the numbers listed below if there are any questions. . o Sincerely, r U Teresa-Chilelli-White 17813B - 44th Avenue West • Lynnwood, WA 98037 • 743-0868 OCT-03-22000 P.02,'04 • 11:05 rt-� • westem ' M "O'my 99 South . EWMK Washinomn 9MU (425) 356.2700 FAX (425) 366.2708 25, 2000 Chremce tohosou Far, (206) 625.611 S Subject; Rearove on -site Dmation md ftvift Dischup M BNM Dioch A.C. ChilepA Xmidence, 16424 750 Place vY WM lob No. 97-o6'7-A M Edmoad� WA 9SM Ylcaae fiad iahod tart► dmwtnp which d to the d isions i$uasr emei! s„d re�ovat of the on ske individual lat shave rev "iD � as usched cordaue withow a.comasatkn of PlUM sip bdow nidi=fin owloj ace wish tbt des sa tevisian since y, Domt L. Hteul�e, P.E. /o -0 41V RECEIVED O C T 0 3 2000 Western Engineers. Inc. owls useof GULTAKM • t'vlt M • ca�o �avEtiows . OCT-03-2000 11:05 . P.03/04 ��. 'to zz 4-0 \�\ NORTH HALF! t I; OF CDT 3 ^'" -� 0 Jol / / % -42 76 / o ss H AYE. W. g� r � a Vs,_� `tea (VACATED) / I SUN DECK m -A o ` ... L 2 OCT-037-2000 11:06 • P. 04,-0.4 A c e {� Sept ZS, 2000 Job No. 9 -7 - o(o? -A o -00 131 t If DIFFUSER DETAIL NOT TO SCALE TOTAL P.04 10i11i00 WED 13:12 FAX 425 741 8768 _ z ool I k-).p TO DATE Builders domes, Ines 441h AVE. WEST LYNNWOOD, WA 9803Y • PHONE. 743.0868 T;Ax 4-Z5-14f"$-%ag v �)o ry A ou) A0 o2cb GSz- -7r,)"*. Pc . JAI s i-re, we RECEIVED 0Ci 1 12000 ENGINEMING 10/11/00 WED 13:12 FAX 425 741 8768 00.2 . t A.C. Builders' Homes, Inc. RECEIV90 Don Feine OCT Lyle Chrisman ENGINEMINO Jeannie Mconnell + Cite of Edmonds 250 5`' Ave N. - Edmonds, WA 98020 iL 10/11/00 RE- Permit # 200652, Chilel i Residence, 16414..75''' Pl. W. Attached please find.a. drainage detail and a letter regarding the removal of the 'on site detention system. In accordance with the meeting of June 8 h, 2000; the City of Edmonds deferred the decision of on site detention to.the railroad. ' The attached letter is gianting perrrussion:for the removal of the detention system. The..detail shows the removal of .the system. and the diffuser requested.by the -railroad. I believe I will need a letter from the city confirming this change. I look forward to your response. Please contact me at, the numbers listed below if there are any questions. Sincerely, Ak Teresa-Chilelh-White 178138 - 44th Avenue West • Lynnwood; WA 98037 - 743-0868 10/11/00 FPED 13:12 FAX 425 741 � 8768 00 OCT-03-2011:05 10003 .\ Sgmm—d tr 25.2000 cimme raheisoa RPM • F . 02/'04 13M KEY " Somm 0 Evet+ m Wasltin9mm Sam (425) 35&2700 FAX (425) 3W2700 F�c i� 625-b1 i s Subjax Rea+we on -sits Deant'roe aed tcvut DischaW to awM Arch A.C. ChiWla Resident, 16424 7P Pfus WM Edmoodq. WA 9W26 WE1 Job NO.97-06xA PINft find +d t� dravnags wWctz show twisions m the ad du on lilt id*vidLW lot detail ao thelapafthe rai joad Cie �ataiein w °1°n syxtera. The ditl"w is shogm as an-d d ' ! in aowrdaaoE with our on.Ske Cawasa6m of Please sigh below iadyC" " W h the de sn mvhuca Conomeact: 0 �>c PAO-P- ep�,- 0 dvt 9"Nt�- LAND S Wg$ RECErVED o c r o 3 2000 Western Engineers. Ijc_ 10/11/00 WED 13:13 FAX 425 741 8768 10 004 UCT-03-?�aG� 11 : cis • • F. 03%9� ;(A g, • a g An Q Q . \ raw- b N �- n _ S rbcri \ Jo' NORTH HALF I I; � o ! \ o \\ ss �\ AYE_ %o ,- ; c r V. ta Fps (VACATED) v SUN DECK m _7 ; S -r v 4 10/11/00 WED 13:13 FAX 425 741 8768 OCT-03-2000 11:06 Z 005 • P.04iO4 A. C Chile I � Shot zs, 2000 Job No_ �7 - o&7-A !_"'�w 11/3/2ool ---1 . f/ DIFFUSER DETAIL NOT TO SCALE TOTAL P.0=3 10/11/00 WED 13:04 FAX 425 741 8768 zool . . . ... Or A.C. Builders domes, Inc. 4zg- 17813B 44th AVE. WEST LYNNWOOD, WA 980q •743.0868 TO Ava CLQ CA DATE.. 10 ---------- RECEIVED 0 C T 1 12000 ENGINEmom 10/11/00 WED 13: 04 FAX 425 741 8768 -_ 10002. 1 A.C. Builders. Homes, Inc. RECEIV9D OCT 3 :1 2000 ENGINEERING : Don Feine _ Lyle Chris man Jeannie Mconnell City of Edmonds 250 5`s Ave N. = Edmonds, WA 98020 10/11/00 RE: Permit 9 200652, Chilelli Residence, 16414 75'� Pl.' W. Attached pleasefind.a. drainage detailand a letter regarding the removal of the on site detention system. In accordance with the meeting of June 8 h, 2000; the City of Edmonds deferred the decision of on site detention to -the railroad. The attached letter is granting pennission for the removal of the detention system. The detail shows the removal of the system and the diffuser requested by the •railroad. I believe I will need a.letter from the city confirming this change. I look forward to your response. Please contact me at the. numbers listed below if there are any questions. Sincerely, y Teresa -Chi lelli-White 17813B - 44th Avenue West - Lynnwood, WA 98037 - 743-0868 10/11/00 WED 13:04 FAX 425 741 8768 OCT-133-2000 11:05 Z 003 L"D �J P . 0✓ 04 73m H y 99 South . • Evens Mfamjngftn 9a1 ( 4S&2700 FM (425) -IWZ p8 Somber 25.2000 CSrence Iohem 8'lvlt;R Fa�c; (206) 625-61I5 Subject: Renrovc oe.SiW Detmticm aad revise age m g?MR Difth wee: aC- Chilell: Arsidencae, 1"24 7g6 Pgam WM s' WA 98M WE Job No- 97- 067-A Plrsfe find mma t., drawiap wwch show revisloAs to the d0ow deter and "MOW of the vo eide ib&li" k t cm. The 00tbe'wPaft'mam'm dic ra* oad ae trsanoag g �daoce ,,,,;thhoot0 as aaacl.od g Oarsation of PleM sip hrJor► m&M" Foxe wah d* design tevisica siar, Doardi L. Bnmke. P.E c Mcc; RECEIVED OCT 0 3 2000 Western Engineers, Inc_ 10/11/00 WED 10:04 FAX 425 741 8768 10004 uCT-03--200o 11 : Gj5 . • so F. 03/04 ,G 10/11/00 SPED 13:05 FAX 425 741 8768 • 0005 P- 0-4/0� / I r C ls;?Pt- Jo b 2S; 2-0© p No. _ _ 9 7 - 067 A DIFFUSER DETAIL NOT TO SCALE TOTAL P.04 � • • PROJECT INSPECTION LOG PROJECT 0#fUebl �5_n P I CONTRACTOR WORKERS ON SITE EQUIPMENT ON SITE WEATHER DAILY ACTIVITY I:.1 ./ice Fit il 2 "m III, irl i I 1191MIR FOLLOW-UP TESTING PROJECT NO. DATE / %d / 04 TEMPERATURE C CITY REPRESENTATIV 10/05/00 THU 16:42 FAX 425 741 8768 zoo , 1 DATE !D 5 D Builders Homes, Inc. - 44th AVE. WEST LYNNWOOD, WA 9803F PHONE 743.0868 15 i1fi5:- :/j �,'A �L F. I l— W6tAIC( i L / RECEI`is® OCT 5 - logo ENGINING a a 10/05/00 THU 16:42 FAX 425 741 8768 _ Ij002 •r E� �MR. Hl I� L � CONSULTING ENGINEERS INC, y DATE 2� E� - 2000 PROJECT NO. 2 l 3 1 z w Z CLIENT - Cy . U lL �= S p ►�- w REFERENCE : 1 (o L4 l jA -715-(-�A 6 y ~ N � W ."� O BLDG DEPT : C^ Mo�..l �S PERMIT NO. w ca S ouj a J W z a Y fY 00 g O W o�y5ccm NOTE: FORMAL REPORT WILL FOLLOW AT COMPLETION OF INSPECTIONS VISTERED P ILL P. ENGINEER NO. 14777 STATE of WASHINGTON 4041 WEST LAKE SAMMAMISH PARKWAY SE . BELLEVUE WA 98008 • (452)6441080 REcRIVED OCT 5 - 2000 ENQINERtNG 09/26/00 TUE 10:48 FAR 425 7 8768 Zool A.C. Builders . Homes, Inc. 178138 • 44th AVE. WEST LYNNWOOD, WA 9803f PHONE 743-0868 TOJ-Qka E i%l� DATE G ZlP (o'g* Z - CA�t-e ll� QeS� c� �►—xsL� ��2.. '%f`a U bl }�,o:� -��P� 4 1�• •e.t-•� u w �o\� c� �y3 6 t(a�, RECEIVED SEP 2 6 2000 ENGINffRING '101a CwinJ bwX' ij� q'q -�iw mk�\ ovw - ra WAS �Y►�� 09/26/00 TUE 10:48 FAX 425 741 8768 002 r� r- r r Z CON SULTING ENGINEERS INC y z w O Z w S a F' U W Lu L 0 A y F N C7 J N Q aim o3 cW7 a {L W W Z Z a G Y Q v i z o w O Vl 0 g a 0: . . • . . . . . . . . DATE 2000 PROJECT NO. Z + 3 l CLIENT : R _ C. u � L.Dc� REFERENCE : Li -75PLA-a-r-- BLDG DEPT PERMIT NO. ZOG NOTE: FORMAL REPORT WILL FOLLOW AT COMPLETION OF INSPECTIONS DA C. E HILL P.E_ REGISTERED ENGINEER O. 14777 STATE Of WASHINGTON C 4041 WEST LAKE SAMMAMISH PARKWAY SE • BELLEVUE WA 98008 • (452) 644 1080 RECEIVED SEP 2 6 2000 ENCIN : ING 08/28/00 MON 16:05 FAX 425 741 8768 0001 A.C. Builders Homes, Inc. yzg LYNNWOOD, WA 9803'# PHONE 143-0868. 17813E 44 th AVE. WEST tot TO C PC, DATE Y-) 4M -4 0 S w ko Imo, o u 01 O O ----------- FMCEIVED AUS 2 � 2voo GI INS 08/28/00 MON 16:05 FAX 425•741 8768 A IG-22-2000 13 = 33 'r. 16 002 P.01%01 A'Western Engineers Inc. SURVEYORS • pL'AMM - ENOINKERS DATE- . S- -2 ,- 00 TO: FROM: 1 J 13000 Highway 99South • Everett, Washington 98204 (425) 356-2700 FAX (425) 356-2708 FAX COVER SKEET WESTERN ENGMNEERS, INC. RE: .S r R I^ 'F-- � r a'n TIME: FAX NO.- Gtr PHONE NO: NUMBER OF PAGES INCLUDING COVER SHEET: MESSAGE: CC: ENGINE I m, zP Xw DAFT OP 17LL2 Lta"tz, uR XF YOU DO I10T PacLI%'S ALL 7= PAOtS. VLShYE CONTACT OUR OPDi CE A9 80Ot A4 k05127BiE AT (425) 756-2700, CONY=C*r[L�1; NOTSCS� THIS r*ASCINSLE MCSSAGE ANJ ATTPQF 45=3 N,LY CDA:P.tN PKIVILSOS ALL, CGI+FIDCNTiAL TNFCKU\TID{7 IN �nu=o BOA :He v9S OP TIIE APDaESSIS LIETm xQovE. IF YOU ARE IIESTHEF THE IN7VIDED RECIb'I@r- MR THE TMELOIGE OR WEST RESPONSIBLE PoR DCLivEP.INC THIS KEUSA,E. 7aV AX6 mzArtY ►'1o:77Ie) Tf'.AT Ally 0I5CLO=x , Copy,% , oIStRmmou. OR t'KE Tnr.St1G OF R.W dcTIDN IN aGT,IANC9 ON TPE Cet+?E0T9 OF THIS' VAXED I"FOW.%%TION :S STAICTLY MaJAITcV. IF VOU NSIFpRft\AD?9 G7U14ti AEv 1302-'l JAR LAND USE CONSULTANTS - CIVIL ENGINEERS • LAND SURVEYORS ENGINEERING CORPORATION TOTAL P,01 1 Ito 41 a C-W-ck UTILITY EASEMENT P,EtOR'DED �•'� r R.1 ,P3 XIN 23 £M 316 '0 NO Y!i 1 ;AKS OITOR COUN IN CONSIDERATION of benefits to accrue to the grantors herein, the undersigned, .Frank C. Corr and Jonn M. Corr hereby grant to.t a CITY OF EDAONDS— a Municipa corporation, a perms- vent easement foc the installation, operation and maintenance of a sanitary sewer, over, across,'through; and below the following described propertyi and the further right to remove trees, bushes, undergrowth and other obstructions interfering .with the location, constriction and maintenance of said utility ,or utilities, together with. -the right of access to the easement at any time'. for the stated- purposes.. . The easement and right-of-way hereby granted is located in the County of Snohomish, State of Washington, and is more particularly de- scribed as follows: A ten toot strip of land that is 5.00 feet on each side of the sanitary sewer as it now exists or as located in the future. Within the following described property: Lot 2 and North half of Lot 3, Block 97, Meadowdale Beach; .• according to plat thereof recorded in Volume 5 of plats, page 38• records of Snohomish County, Washington: TOGETHER with that portion of vacated road adjacent to >`: • and West of said Lot 2 and North Half of Lot 3, and be- tween the North line produced of said Lot 2 and the south line produced of the North Half of said Lot 3. That portion of Tract 901 Meadowdale Beach, according to. plat thereof recorded in Volume 5 of plats, page 38, records of Snohomish County, Washington,. lying Westerly and Northwesterly of. the county .road and South of.North line of Lot 2 in Block 97. projected Easterly to'county road and North of South line of - the .North half of Lot 3, Block 97, projected Easterly 'to county road. R E C E 0V Beginning at the Northegist.corner of Lot 2, Block 97, Meadowdale Beach, according to plat thereof recorded in IQUG." i Volume 5 of plats, page 38, records of Snohomish County, Washingtoni thence South along East line of said Block D��CITY OF EDMON 97, 90 feet to Southeast corner of North. Half of Lot 3, as measured on East line thereofi thence East 40 feet along extension. of South line of North Half of said Lot 31 thence North 90 feet along West line of Block 90 of '.: said plate thence West to point of beginning. Tidelands of the Second Class embraced within Tract 24, Block A, Meadowdale Tide Lands according to plat thereof i recorded in Volume 6 of plats, page 28, records of Snohomish County, Washington. r TOGETHER WITH a temporary 10 foot construction easement ' + over the aforementioned property. Said construction ease- went Kill, end upon completion of the construct=.•.in of the i sanitary sewer, or January 1, 1985, whichever comes first. t:. NO SALES TAX REQUIRED . 830 6.23030e JtI:J 2 4 i983 . 1, .. Armando & Sins ChRO-W 17819 44th A�e. West Gil Lynnwood, WA 98037 i'" 7 t Y0� l94NCE OTP 1hC. 189v July 31, 2000 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771.0220 - FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building - Engineering Ms. Teresa Ch111e11-White AC Builders. Homes, Inc. 17813B 40 Avenue West Lynnwood, Washington 98037 VIA FACSIMILE: 425-741-8768 RE: 16414 75`h Place. West, Plan Check #99-52 S��i:F7LE GARY HAAKENSON MAYOR In response to your letter dated 7/28/00 regarding outstanding issues on the subject project I have the following response: Item #1 Landslide percentage risk statement. Pursuant to Edmonds Community Development Code Section 19.05.080, a building permit in the Meadowdale Landslide Hazard Area shall be denied if the development will increase the potential of soil movement or result in an unacceptable risk of damage to adjacent properties or to the proposed development. An unreasonable risk of damage shall be presumed if a risk of substantial loss with a probability of greater than 30 percent in a 25 year period exists. Therefore, based on your Geotechnical Engineers statement of risk being void of a numerical percentage and instead using the words `none' and `negligible' as a description of landslide hazard risk; it is our understanding that the percentage of landslide hazard risk for the proposed development according to your Geotechnical Engineer of record (Mr. Dale Hemphill, PE) is determined to be less than 2% since that is the designation of landslide hazard indicated on the Earth Subsidence Landslide Hazard Map prepared by Roger Lowe Associates. If this is not correct Mr. Dale Hemphill must immediately inform the City in writing and clarify his determination. Item #2 Temporary. excavation of slopes. This "issue shall be the responsibility of the geotechnical engineer of record to properly monitor site conditions and direct the contractor with regard to protection of cut slopes, fill placement, temporary erosion control, etc. Item #3 Sealing of documents. It is my understanding of State Engineers' law that design documents (plans, reports, etc.) prepared by a licensed engineer must be wet signed through the State stamp. Although Mr. Hemphill's letter is signed and stamped it is not properly signed through the stamp or `sealed'. Be advised, this oversight shall not delay the issuance of the permit. Unlike design work, peer review conducted by licensed engineers' is not required to be stamped; signed and sealed. Incorporated August 11, 1890 Sister City - Hekinan, Japan Ms. Chilleli July 31, 2000 Page Two Item #4 Bruce letter. Thank you for clarification on the role of Mr. Bruce on your design team. Since his letter dated 6/27/00 is now part of the City record and the letter did reference a June 7`h letter that has never been submitted to the City, we request a copy of this letter at your earliest convenience. Item #5 Retaining wall. The structural engineer of record is required by Ordinance #2661 to review the geotechnical report and incorporate all design criteria established by this engineer of record into the building plans i.e.; foundation plans. If a plan change is required it must be reviewed and approved by the City prior to permit issuance. As stated above, Mr. Reed's plans must be wet stamped and signed by him. Also, Mr. Reed may not have been aware that your site falls within the Earth Subsidence Landslide Hazard Area since the Hemphill report dated 1/6/99 fails to acknowledge this fact. Item #6 Other outstanding issues as of today. • A copy of the State contractors license and bond. Note, the bond must be a minimum of one million dollars. • Site Restoration bond in the amount of $50,000. • It is our understanding that a sewer easement encumbers the property please provide a copy of the recorded sewer easement. • The Planning department has not approved the permit for issuance. Contact Meg Gruwell directly for outstanding issues. • The Engineering department has not approved the permit for issuance. Contact . Lyle Chrisman directly for outstanding issues. If there are any other questions please feel free to contact meat 771-0220 extension 1226. Thank you, Jeannine L. Graf. Building Official cc: Dale Hemphill, PE - A.C. Builders Homes, Inc. _. Jeannine Graf City 'of Edmonds 121 5' Ave N r Edmonds, WA. 98020 10/18/00 6 RE: Permit # 200652, Chilelli Residence: 16414 75t' Pl. W. Dear Ms. Graf: Enclosed,you will find two checks: one for the Geotechnical review and another for the wetland mitigation. 0 I have submitted $1800.00,for the Geotechnical review. I believe that after reviewing the billing, -the total will be closer to $2500.00. I have. not had a chance to fully review them yet, as we have been doing construction at a break neck pace to beat the really bad weather. I hope to complete my.review very shortly. I will then contact the mayor so that we can settle the -matter. The Wetland Mitigation check was suppose to be collected when I picked up the building permit. We began discussing inspection scheduling and I believe it was forgotten. I have recently discovered it in the papers that I had that day. Please send the 'receipts to the address listed below. Thank yoLl for your time and patience. Please call if you have questmns. Sincerely, _ �UtILDIttiiG 0 CT 19 2000 Teresa 'Chilelli-White O�Jd�0 a 17813B - 44th Avenue West • Lynnwood, WA 99037 • 743-0868 ._1._1 E J J �1 PH OL& Lei z �? O W� W Q Z O C9 C� J 0) Q o } Z z w W Z 0 Y Q Q O W Q (Z I o • • • U) ri) Z W O ° a w N � o � o W f- J Z � m _ W W Q O � W o ZQo 0 Cl) J lA rn W s !n W Z- 0: o 0 a N a W J j Z W & C� ... CD O z z P 0 it U m W d W U)O Z o Z Z W O Z O W = t~ W Q O a W(.53 • U) Z Z a O R w f' W'LL it Z .•d OJ m Z QQ a J W 0 Z U F a LL o UJ Z 0 0 LL N U) CONSULTING ENGINEERS Project Number 2131 3 August, 2000 CLIENT Armando Chilelli of A.C. Builders 17813B 44"' Avenue W. Lynnwood, Washington 98037 ATTENTION Teresa Chilelli-White page 1 of 2 pages fw ' CL): - ,CS REFERENCE: Proposed house located at 16414 75"' PI. W., Meadowdale. SUBJECT Addendum to geotechnical report. INTRODUCTION The purpose of this addendum is to present the results of a review of the structural design for the foundations for the Proposed Chilelli Residence located at 16414 75th Place West, Meadowdale. The structural design was conducted by Hemphill. verified that the design by Reed and Associates has incorporated recommendations presented in the geotechnical report Dale C. Hemphill P.E. -1).-L C. Registered Engineer No. 14777 State of Washington, V7 }y Reed and associates, dated 1 August 2000. This addendum was authorized by Teresa Chilelli-White during , a discussion with Dale C. Hemphill of _ HEMPHILL CONSULTING ENGINEERS. titled "Geotechnical Engineering for the Proposed Chilelli Residence" dated 6 January 1999. .EXPIRES 17 FEBRUARY 2002 4041 WEST LAKE SAMMAMISH PARKWAY SOUTHEAST • BELLEVUE WASHINGTON • 98008 • PHONE 425 6441080 FAX 425-643-3429 dchemphill@msn.com i Den!.ii M. Bruce, P.E. M.S.C.E., M.B.A. Geotechnical/Civil Engineer RECEIVED. June 7, 2000 AU.0 3 2000 DEVELOPMENT SERVICES'CTR,. GTY OF EDMONDS . . Ms. Teresa Chilelli-White A.C. Builders 17813B - 44th Avenue West Lynnwood, Washington 98037 Subject: Geotechnical Re_v eW �� 4�`' 16414 _- 75th PlaceL West, Edmonds V- This engineering report pre" .ripf synopsis and evaluation of the proposed new single family residence at 1641.4 - 76th Place West, Edmonds, Washington. This evaluation was requested by Ms.'Chilelli-White (owner's representative) and Ms. Donna L. Breske, P.E., of Western Engineers, Inc. Site Plan and grading:plan for-P osed Chilelli residence by Western Engineers dated January 1 a, Geotechnical engineering: repo, `= Hemphill Consulting Engineers, dated January 9, 1999 August 14, 1999 Hemphill resporl a to Landau review September 17, 1999 City of Edmonds letter to Mr. Chilelli regarding lack of P.E. stamp on Landau's review • October 12, 1999 letter from. M _ ...Qhilelli-White to Jeannine Graf, City of Edmonds, regarding exterlaIvel`process issues • October 15, 1999 letter from City'' ''Edmonds, Jeannine Graf, to Teresa Chilelli- White , • November 20, 1999 Hempfllll r -test pit addendum • December 3, 1999 letter fret!! ,T Chilelli-White to City of Edmonds, Jeannine Graf, regarding incorr8;`r site location issues • February 8, 2000 letter from Terea Chilelli-White to City of Edmonds regarding timeliness of additional g8;' [ reviews • March 14, 2000 geotechn�pe 6� �r letter by Landau Associates to Ms. Laura Knaak - • March 15, 2000 handwrlttep from City of Edmonds, Laura Knaak, to Ms. Chilelli-White regarding 0 ues and "internal miscommunication Issues" SOILS • FOUNDATION SITE DEVEL - :.M INSPECTION • .DRAINAGE •DESIGN &PERMIT LEGAL . . P.O. Box 55502 Shoreline, Wash tobh.98155 - (206) 546-9217 FAX 546=8442 Ms. Teresa Chilelli-White Page two • March 16, 2000 handwrltt� %no from Laura Knaak to Ms.- Chilelli-White. regarding.geotechnical reV QWt ."Ups, lack of Director of Public Works, etc., issues April 27 -.2000 Landau Ash project update" letter report May 8, 2000 handwritten IeK ; .f .. Western Engineers (D. Breske, P.E.) to Teresa Chilelli regarding tdria akater / Burlington Northern issues ENGINEERING REVIEW: This engineer has read, re �'lnd understands Hemphill's original January 6, 1999 report, March 091 ' ddendum report, and August 14, 1999 response to Landau review. Ttis:e. r is also extremely familiar with the specific site and the surroundingarea, havi one numerous projects in this region over the 9 ;._: p 1 g past twenty-five years. This engineer considers the above Hemphill reports to "meet / exceed" good geotechnical practices. The discussia$ and recommendations in the above. Hemphill reports are clear and thorough. The only critical issue this en Ier takes is regarding the possible confusion by "lame or: inexperienced contraC Hemphill's reference manual. Any ;. possibility of confusion would` ploved.by.preconstruction meetings and on -site inspections by the geoteC nI jiglneer. Qualified or experienced - contractors would not encounter. any Confusion .with Hemphill's reference manual. This engineer reviewed.the tit addendum (November 20, 1999) by Hemphill, and concurs with the findsf the' additional test pits, referenced Geoengineer's near -by test pits,. an er Lowe boring from 1979. All of these �' � T' .` . typical of subsurface investigations verify, ; 8, ` ce of dense, gray, stiff -to -hard silt, '7f the Whidbey Clays. This engine4,er rees with the bearing capacity soil pressures in Hemphill's recommendi~t ons. This engineer has read tt ;. Pied Landau Associates reports dated March 14, 2000 and April 27, 2O O.. ," reports are not certified by a professional engineer; and contain excessi s, regarding semantics of Hemphill's reports. Some of Landau's d':S r ..:; st&der on obfuscation. Many of the Landau.discy t& are outside the scope of a geotechnical review.. These items k the Ci of Edmonds Buildin Abuld ty g.: Department, as.they reiate::to... t nstruction issues.- This engineer is very confused as to why City o inues to allow Landau to evaluate non- geotechnical issues. • 0 Ms. Teresa Chilelli-White Page three This engineer's experience with. other jurisdictions has resulted in a "working with" cooperative attitude between.professionals...Simple phone calls or notations on plans resolve many issues. More importantly, on -site special inspection by a qualified geotechnical engineer protects the owner, the. public, and neighboring residences. No matter how thorough, thick, extensive, or complete any report may be, job site problems are resolved on -site. Most other jurisdictions understand this, and require the geotechnical engineer of record to provide key inspections during construction. It is this engineer's duty and responsibility to verify conditions are met and good construction practices are followed. These on -site inspections and verifications are backed up by the engineer's professional seal on a final report. No review, no bureaucratic process, no "year and a half of memo-itis" can substitute for the on -site engineering verification. CONCLUSIONS: . Based on this engineer's review of:the:geotechnical reports, analysis of the site,.:.•..; and experience in the area, -the follow-ing.are concluded and recommended: • The Hemphill reports, additional reports, and addendum reports, meet / exceed normal good practice. • This engineer agrees with, Hemphill recommendations for the proposed Chilelli residence. • Landau's. non -certified reports do not present objections of .a serious or critical nature regarding site development. t • A problem solving meeting is recommended with City of Edmonds administration, building officials; Hemphill engineer, Western Engineers, owners and this engineer,. jo clarJfX 11nd resolve any geotechnical outstanding issues:. (This engineer believes that such a meeting should have occurred in the Summer of 1999.) • Note: City of Edmonds: Code:10.05.060 clearly empowers the City of Edmonds to determine what level of review W. necessary. -This. section of the code also declares, "This requirement (for review) may be waived at the discretion of, the Ms: Teses� Gt��,��lh�te Page four director". This engineer recommends that Ms. Chilelli-White request review by the Director of Public Works and / or City Engineer. (Note: It is understood that these positions are currently vacant: City.of Edmonds should provide clear information as to who is performing these essential duties.) If there are any questions, do not hesitate to call. Landau - Associate's : Environmental, and G'eotechnical Services'.' „ July 26, 2000' . • .. � STMET FILE � • • Ms. Jeannine Graf . City of Edmonds 121. 5th Avenue North BV I L D I N G. Edmonds,' WA 98020, J u l 1 1 2000 RE: 6EO'TECHNICAL REVIEW PROPOSED CHILELLI SINGLE FAMILY RESIDENCE. ' 16414.= 75TH PLACE WEST EDMONDS, WASHINGTON Dear Ms. Graf: In accordance with your request,: Landau. Associates has corripleted a :geofechnical review of.. recently submitted documents concerning the proposed Chilelli residence, to be located at 16414 751'' -Place West in Edmonds, Washington. Our review follows:requirements'outlined within City of Edmonds'.' (City) Ordinance No. 2661. Landau. Associates has previously provided three, other :review letters. to the , City, dated April 20; 20001March 14,2000; and.April 27, 2000.1 A listing of the documents that, were provided. for the current,review are referenced in Attachment L On June 8, 2000 a meeiin was held `at City Hall to discuss the proposed project The- meet'in - g - Y P P P J g was attended by the applicant; the applicant's design team (including the lead. design professional,''Dofina Breske, P.E.), Mayor Haakenson and several_' members . of , the City staff, and% two . representativesof.- Landau Associates.. -The following list covers the mosusignificant unresolved geotechnical issues;. based on� the meeting; our review of recently submitted documents,. and/or past correspondence. 1. The risk statement b" Hem i hill ..Consultin Engineer Hem hill • tias been modified Slightly y, P g g ( P ) ightly from previous submittals,, but stili does not meet ordinance requirements: For'example, iri,an• earlier submittal the phrase ;_ there. is no probability. of sliding" is' used; in the- current submittal'the terminology hasbeen modified to ".:.:. Henmpill considers:the potential'for a damaging landslide to be'' negligible". Words such ra_ "negligible are not defined in Ordinance ' 2661, an&, do not meet • - Ordinance requirements in. describing site stability. - WAPATO CREEK PLACE • 4210 - 20TH STREET E. • SUITE F •. TACONIX WA 98.424-1823 v - (.253) 926-2493 Fax: (253) 926-2531 E-mail: info@landauinc.com- Edmonds. Portland Spokane-` Tacoma Up until the June .hl meeting there was disagreement.regarding the location'of the site relative to the Mapped, and/or actual limits of the_Meadowdale Landslide., At the "June 8`h meeting, .the project• lead• design professional located theaite on a copy . he-19,79 Roger L' owe map, and all parties. concurred' thaf'a majority .of the subject site, includirig•'all of the planned house, falls within the ;limits of the ,Meadowdale Landslide. , • Since_ the size of 'this, landslide makes . it - impractical.. for individual ` homeowners ' to, 'construct adequate' restraint against large-scale movement, the''City ' requires.. the geotechnical .engineer of record to assess, the risk of future movement based on probability and, on 'site specific studies.. For single family residences proposed within the Meadowdale Landslide,' or similar areas within'.the ., City, the risk',of -movement must be; stated as 30% ,or"less :within .a- M5 year period for the. site: to be considered "stable"..We recommend the City require a, letter frorri;Hemphill_that states the .egineer's n. opinion regarding the probability of inove ' ni'•within a 25-year period. If -such a.letter `is received 'and the probability.of movement is cited of 30%:or less within a 25-year period, this issue should be coasid1.ered resolved:, If` the response' is..vague, , references work performed 'by Roger Lowe or GeoEngineers, or the probability of movement his cited at greater than '30% within <a 25.-year- period; .the City should consider the site to be unstable. - 2.. During ,the' June . 8`h meeting,,,a request was 'made for clarification regarding. several site -specific. geotectimcal issues, including, but not limited to, temporary excavation, slopes, gradmg- criteria,,and soil descriptions. Additional grading criterion have been added to, the Civil -Drawings; resolving that: - issue. The soil descriptionresponse, in Hemphill's June 17`" letter report. attempts to, describe deficiencies in • the' original January :1999 geotechnical' report,' but fails ao =provide ,soil .logs m accordance with-Hemphill's own standards or the general standard.of practice for this area. -However, : since the applicant and;the applicants geotechnical engineer now, acknowledge the: site -is within the r Meadowdale;Landslide limits, this -issue,' while, not unimportant,,is,'not significant enough to holdup % the project: The -June P,, Hemphill response regardmg•temporary, ezcavation.slopes, is,'in our opinion,.inadequate _to give ,the owner/contractor sufficient'guidance-on this issuer We suggest the City require Hemphill provid"e, specific.recommendations'for temporary slopes at the site, based on.soil condit'ions.expected 2. e at excavations, that -will, exceed .4, feet in depth, such as .the 'east basement retaining wall: .This _ information can then be used 'by the owner to accurately estimate cut/fill quantities; •,and -by the contractor to make initial cuts in a safe manner. 07/26/00 1:TROJEreTT0M084�dAe11iSFR3rd rvw.doc t.ANDAU'ASSOCIATES IUL-26-2000 WED 09:01 AM LANDAU ASSOCIATES FAX NO. 2539262531 r P. 01102 Dennis M. M,S,C.E.. M.B.A. RECEWED JUL 3 12000 DEVELOPMENT SERVICES CTR. Ms. Teresa ChiTellprVl9hi'(d1DS A.C. Builders 17813E - 44th Avenue West Lynnwood, Washington 98037 Post -it" Fax Note ITT Dale It of, Z QA\ALAIt^t 17 r ,�� From ,Ll �V t1 c,.S Co 0cpt. Co. Phnrte # O d4 .-� t �tFu'm (hoe fl 'J o , Fax # June 27, 2000 Subject: Geotechnlcal Review Hemphill Englneera Addendum No. 9 16414 - 7Sth Place West, Edmonds, Washington DEVELOPMENT SERVICES CTR. CITY OF EWONDS This engineering letter presents.the results of a geotechnical review of the Hemphill Consulting Engineers Addendurn No.. 3, dated June 17, 2000, for the proposed proposed new Chilelll residence at 1641.4 : 75th Place West, Edmonds, Washington_ • Numerous geotechnical reports, reviews, letters, etc., regarding the proposed Chllelli residence (as detailed In this engineer's June 7, 2000 geotechnical review letter) • Hemphill Engineer's Addendum No. 3, dated June 17, 2000 As discussed during the June 8, 2000 meeting the project owners, design consultant team, City of Edmonds reviewers and their consultants, and the Honorable Mayor, some geotechnical clarifications were necessary to satisfy City of Edmonds and their eoosultarit's (Landau Associates) interpretation of the Meadowdale Vida Ordinance Code, The'rneeting was fruitful in that'subtletles and nuances of the code issues were clarified. Hemphill Consulting Engineers has Issued Addendum No. 3 dated June 17, 2000, that responds to the issues of concern, This engineer has read, reviewed and understands Hemphill's Addendum No. 3 regarding risk statement, allowable slopes for trenches and excavations, and soil descriptions, SOILS • FOUNDATIONS - SITE. DEVELOPMENT • INSPECTION • DAAIN,IGE • DESIGN 1 PERMIT • LEGAL P.O. Box 55502 • Shoreline, Washington 98135 - (206) 546-9217 • FAX 546-8"2 JUL-26-2000 WED 09:09 AM LANDAU ASSOCIATES 06#28/;_,CWJO uy:OE. 4257 FAX N0, 2539262531 mIL"HEL C011ST F. 02102 PAGE 02 Ms. Teresa Chilelli-White Page two This engineer concurs with Hemphill's Addendum No. 3, and atro[ISIX h6llevea that this most recent addendum satisfies and resolves the outstanding geotechnical issues regarding the proposed Chilelli residence at 16414. 7l;th Place West, Edmonds. It is sincerely hoped that no additional discrepancies or semantic differences remain. As previously stated by this engineer during the June 8, 2000 meeting. as well as the June 7, 2000 geofechnical review1etter, on -site geotechnical inspection during key aspects of the protect is essenti$1. No report or lengthy treatise written before construction can substitute for on -site experienced engineering judgment during construction. It is understood that the City of Edmonds concurs with this need for geotechnlcal inspections. If there are any questions, do not hesitate to call. a UP�ASS MY OMl3:vlb Dennis'M. Bruce, P.E. Oeotechnical / Civil Engineer A.C. Builders Homes, Inc. • PECEtVED DEVELOPMENT SERVICES CYR CITY OF EDMONDS Meg Gruwell City of Edmonds Development Services �� 121 5`I' Avenue North '� �®PY Edmonds, WA. 98020 g RE: Chilelli Residence, 16414 75`h Place West. Plan Check # 99-52, File # V-99-179, 6/22/00 Dear Ms. Gruwell: Along with this letter, We are submitting the Critical Area and Buffer Notice and attached exhibits in accordance with the terms of the Hearing Examiners decision. To comply with the mitigated determination of non -significance, we have opted to pay into the City Wetland fund the amount of $10,314.00. As per our telephone conversation, I understand that we are able to pay this fee at the time we pick up the building permit. 1 . Thank you for your time and help in this matter. Sincerely, Teresa Chilelli-White - 17813B - 44th Avenue West • Lynnwood, WA 98037 o 743-0868 N ri) z _W O Q W C9 N H . w H W � J Z C Co — W Q W Q �o a o 0 Q O !n J fn P; z p C: U U) W W W Z a. U) O 0 Z O z z W O z � U � O D w z a w 0 V) z Z O 0 W W F- W LL Q: Z O0 cD Co (L W J W p (D U F- Q N W LL z ~ um)m J m O N U) E-►`,rp�� tLeL� CONSULTING ENGINEERS RECEIVED JUN 2 8 2000 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS FOR TIAE PROPOSED CHILLELI RESIDENCE Located at '164-14 75"' Place West i''! •Ufa (\Il inbel 2131 17 JUne 2000 4041 WEST LAKE SAMMAMISH PARKWAY SOUTHEAST • BELLEVUE • WASHINGTON • 98008 PHONE 425 644 1080 FAX 425-643-3429 dchemphill@msn.com Project Number 2131 21 June, 2000 page 1 of 5 pages CLIENT Armando Chilelli of A.C. Builders 17813B 44th Avenue W. Lynnwood, Washington 98037 ATTENTION Teresa Chilelli-White REFERENCE: Proposed house located at 16414 751h PI. W., Meadowdale. SUBJECT Addendum to geotechnical report. INTRODUCTION This report is an addendum to the original geotechnical report titled "Geotechnical Engineering for the Proposed Chilelli Residence" dated 6 January 1999. The purpose of this report is to present some specific wording required by the City of Edmonds for all geotechnical reports in the vicinity of Meadowdale. The addendum was authorized by Teresa Chilelli-White in a letter dated 9 June 2000 and addressed to Dale C. Hemphill of HEMPHILL CONSULTING ENGINEERS. RISK STATEMENT The Following underlined paragraphs is the risk statement presented in the first amendment to the geotechnical report: The risk statement is included in the original report on page 39 where it states "......and with the .approval of the following inspections, there should be no risk of damage to the proposed project or the adjacent properties." The report did not include the statistical probability of earth movement within a 25 year period. That value for the undeveloped Property is already included in the Landslide Hazard Map presented as Fiaure 1 of the GeoEnaineers 1985 report. HrE-'1�/IrP HrIrL L • is Project Number 2131 That value is an amendment to the Roger Lowe report of 16 October 1979. Both reports were written by Don Tubbs and John Kolosky. The value presented in the 1985 report is 4A30 amended from 4A90 in the 1979 report. The key to the 4A30 is "(4) hazards from ground failure in Previously failed material" by a process of "(A) slumps" with a "(30) 30% probability of occurrence during a 25 year period". The site slopes down to the west at 15% to 16% except for a short section at the southwest corner of the site which slopes at 32%, which is less than the natural angle of repose of the soils in their weathered condition. Because of 21 June 2000 page 2 of 5 pages the gentle nature of the slopes, and the strength of the undisturbed soils, there is no probability of sliding. The preceding risk statement was intended to cover all risks and not just landslide potential. Because of the lack of steep slopes within the influence of the house, and the. strength of the underlying soils, HEMPHILL considers the potential for a damaging landslide to be negligible, as stated in the last paragraph above. The other. consideration for potential damage is seismic shaking. The usual maximum design criteria in the Puget. Sound region is an intensity of VII based on the Modified Mercalli scale. The double underlined paragraph above was misinterpreted by Landau to indicate there would be a landslide due to seismic shaking. The only intent by HEMPHILL was that the proposed house should be designed to at least resist lateral shaking with an acceleration of 3 fps/s. H rIrL L Project Number 2131 21 June 2000 page 3 of 5 pages ALLOWABLE SLOPES for TRENCHES and EXCAVATIONS Page 21 of the geotechnical report refers to the Reference Manual to describe the typical excavated slopes for excavations. Following is a copy of that section. ALLOWABLE SLOPES for SIDES of EXCAVATIONS Allowable slopes for the sides of excavations are established for the protection of workers who will be active in the trenches, or between forms and the sides of the excavations, where workers could become trapped if the soils collapse. Trench excavations, and open excavations adjacent to forms that are less than 4 feet high, can have the sides sloped as steeply as they can stand temporarily. Where workers will be active adjacent to the sides of excavations that are deeper than 4 feet, the sides of the excavations from the base should be sloped no steeper than: 1 horizontal to 2 vertical for hard and very dense soils. 1 horizontal to 1 vertical for medium dense granular soils. 1.5 horizontal to 1 vertical for loose granular soils. 1 horizontal to 1 vertical maximum, or any slope less steep, at which they will stand, for soft to stiff silts and clays which are less predictable. Safe slopes within the excavations should be made the responsibility of the contractor, and should be accomplished in compliance with current local, state, and federal codes and practices. Such codes would include the Occupational Safety and Health Act of 1970. (OSHA) and the "Safety Standards for Construction Work" of the State of Washington, Department of Labor and Industries, Division of Safety. IrE-';_„ rIrIrL L Project No. 2131 21 June 2000 page 4 of 5 pages SOIL DESCRIPTIONS The soil descriptions used by HEMPHILL are based on the Unified Soil Classification System (ASTM . D-2487), which in turn is based on descriptions established by Terzaghi and Peck, and Casagrande. The basic descriptions are clay, silt, sand, and gravel used in various combinations, such as silty clay, clayey silt, gravely sand. Further descriptions which are not based on ASTM include grain size (fine, medium, coarse) relative consistency (v. soft, soft, medium, stiff, very stiff, hard), relative density (v. loose, loose, medium, dense, v. dense), moisture content (dry, damp, wet, saturated), and sometimes porosity, cohesion, and friction angle. Most classifications for small projects are visual estimates, which along with field testing (thumb pressures, probing, penetration tests, vane shear tests) are sufficient when the bearing soils need not exceed 2000 psf. If drilling is conducted when bearing soils are deep then Standard Penetration Tests (ASTM D 1586) are often conducted. Test pits conducted by hand or backhoe are usually adequate for most small jobs. Near surface soils are sometimes described based on the Soil Conservation Service (SCS). Those soil descriptions were originally intended for agricultural purposes, but were later used for engineering purposes. Since those soils are usually the upper weathered soils, then those descriptions are usually not appropriate for descriptions of bearing soils. Those descriptions are appropriate for rainfall runoff studies, because . the SCS describes the runoff characteristics for those soils. The SCS descriptions are also used by some government agencies to describe seismic intensities. H rE-'_;`1 rP HrIrL L Project No. 2131 21 June 2000 The term "muck" is used by the SCS to. describe soils that are saturated organic silt and clay. Those descriptions used in the HEMPH ILL geotechnical report are saturated black, organic, silt. The term organics used by HEMPHILL are various combinations of vegetation, roots, leaves, black silt, branches and do not have a suitable soil description. Dale C. Hemphill P.E. Registered Engineer No. 14777 State of Washington page 5 of 5 pages As described on page 23 of the geotechnical report, the gray silt that has been tested for strength is the allowable bearing soil. The soils that do not have consistency or density descriptions are not considered to be suitable for bearing, and strength values were not considered suitable, and possibly confusing to a reviewer who might interpret a consistency or density description as suitable for bearing. 0 HEM IA WAsy'� J 14777 . I EXPIRES 17 FEBRUARY 2002 1 HrE-'�;, r�HrIrL L APR-27-2000 THU 09:37 AM LANDAU ASSOCIATES FAX NO. 2539262531 P. 02 landau Associates Environmonlal and GcotCchnienl Services April 27, 2000 Ms. Lara Knack City of Edmonds 121 5'h Avenue North Edmonds, WA 98020 STREW FILE RE: PROOCT UPDATE PROPOSED CHILELLI SINGu FAmmy RF,SIDENCE 16414 — 75T'i PLACE Wks-r T?DMONDS, WASHINGTON Dear Ms. Knack: In accordance with your request, this letter provides a summary of activities and communications that have occurred on this project since Mardi 14, 2000 (date of our last review letter). The primary purpose of this letter is to memorialize several telephone communications that have occurred between the undersigned (the writer) and members of the applicants design team, [and the Burlington Northern and Santa Fe Railway Company (BNSF)], and summarize how information obtained from those calls might influence the project. March 16, 2000: We received a supplemental review packet (second submittal) from the City of Edmonds (City) on March 16'". The packet contained copies of a BNSF Pipe Line License application, (and related correspondence), and Sheets 1 and 2 of revised Grading, Drainage, Road, & TESC plans for the project. Based on information contained in the transmittal accompanying that packet, we were asked to estimate how much of the review time for our March 14, 2000 letter dealt with drainage issues. On March 16, 2000, the writer indicated to the City that no more than 20% of the review time was spent addressing drainage. The submittal did not contain additional geotechnical information, and a written response was not requested. March 21, 2000: To try and avoid misunderstanding regarding our March 14, 2000 letter, the writer called Mr. Dale Hemphill, project geotechnical engineer, on March 21, 2000. Our March 14`h letter was reviewed with Mr. Hemphill on an item by item basis. Consensus was reached on several of the items, such as site location (relative to the mapped Meadowdale Landslide) and involvement in a 1947 landslide, but there is apparently still disagreement on several items required by City ordinance, such as the need to wAPATO CREEK PLACE - 4210 - 20Tl t STRFFT F. - sum t; • 'IACOMA. WA 98421-IS23 (253)926-2193 fax: (253)926-2531 F-nmil� inra(PlandA1h1 .cnm Edrilolds F'MILInd Spuknnc Tacoma APR-27-2000 THU 09:38 AN LANDAU ASSOCIATES FAX NO, 2539262531 P. 03 accurately log site soil and groundwater conditions, present a geologic cross section, etc. During the call it also became clear that adequate geotechnical review of other project elements, such as the existing topographic map, site drainage plans, and the east basement wall design had not been completed. Mr. Hemphill indicated he would be following up with others involved in the project regarding several of these items. March 22, 2000: Following the March 21" call with Mr. Hemphill, the writer spoke with M.S. Donna Breske of Western Surveyors, the newly appointed lead design professional for the project. Details discussed with Mr. Hemphill were reviewed with Ms. Breske, along with a discussion on planned site drainage, adjusting the home's elevation upward two feet, and a need to extend topographic mapping to the north. Ms. Breske indicated she would be reviewing ordinance requirements and revising project documents, as needed. Ms. Breske requested assistance with clarifying on -site storm water detention requirements. Apparently the City is requiring on -site detention, whereas best storm water management practice for steep slope properties that border the BNSF right of way is, in our opinion, direct discharge to BNSF's cast ditch line, without detention. The writer agreed to pursue this matter with BNSF and the City. March 23 to 27, 2000: During this time period the writer spoke with Mr. Don Feine, (City surface water manager), Ms. Jeannine Graf (City Building Official), Mr. Ron Jackson (BNSF right-of-way specialist), and Mr. Clarence Johnson (local BNSF field engineer). Based on these calls, it appears that the City has the understanding that BNSF requires on -site detention of storm water prior to discharge to the BNSF right of way. However, BNSF appears to be more concerned with the number of discharge points and size of pipes than upstream drainage details. Mr. Johnson recalled reviewing the Chilelli application, and approved it based on one 6-inch pipe servicing two properties: Mr. Johnson indicated that BNSF typically limits storm water discharge to one 4-inch pipe from each residential parcel. Based on the above, it is our conclusion that the City should, 1) try to negotiate a memorandum of understanding (or other instrument) with BNSF that outlines storm water discharge expectations for future projects along BNSF's right of way, and 2) consider dropping the requirement for on -site detention for the Chilelli project. The rationale for these suggestions follows. An agreement with BNSF has clear benefits for citizens and City staff, in that it should help eliminate confusion and ambiguities regarding discharge of storm water onto the BNSF right-of-way. The reasons for elinunating on -site detention systems are subtler, but involve concerns about constructing infrastructure designed to hold water near the top of potentially unstable slopes. In a perfect world, these systems would not be a problem; however, too often 0427100 1:TAOJECT\074CB4%Cniie16, upd3le.ltr.aoc I.ANOAU ASSOCIATES 2 APR-27-2000 THU 09:39 AM LANDAU ASSOCIATES V FAX N0, 2539262531 N P. 04 { they are constructed with permeable backfill (allowing subsurface "ponding" outside the piping), and the pipes, joints and/or catch basins eventually leak. Also, some of these systems are designed with an allowable leakage rate that permits water discharge to site soil from the date of initial installation. These factors, coupled with the lack of maintenance that is typical of such "out of sight, out of mind" facilities, leads us to conclude that betting water off these slopes as quickly and efficiently as possible results in lowering the overall long-term risk of slope movement (versus relying on detention pipes to delay discharge; of the water). The above information was relayed to Ms. Graf on March 27`I'. In summary, it is our assumption that Ms. Breske is currently in tile process of revising project documents so that they are in conformance with City ordinances. We also assume the City is assessing the requirement for on -site detention at the Chilelli site, (and elsewhere), and will be relaying its decision to Ms. Breske. If these assumptions are not consistent with City expectations, or if you have questions concerning this letter, please call 206-622-4113. WDFYjas D42 N00 I :\PROJ ECT\074 \D8 4\Cn ila lli_u pd o lo, Itr.doc LANDAU ASSOCIATES, INC. By: 2L William D. Evans, CPG Associate LANDAU MSOMAM 3 EDMONDS CITY COUNCIL Agenda. Memo Originator: Engineering Division For Action: X Subject: Agenda Time: Agenda Date: Item #: For Information: ACCEPTANCE OF A QUIT CLAIM DEED AT 16414 75T" PLACE WEST FROM ARMANDO AND MARIA TERESA "SINA" CHILELLI Exhibits Attached: 1. Quit Claim Deed 2. Vicinity Map Consent April 18, 2000 Clearances: Department/Initials Admin Svcs/Finance City Attorney City Clerk Court Personnel Fire Police Development Svcs Community Svcs Engineering_ �� Parks & Rec Planning Public Works Treatment Plant City Council Mayor Reviewed by Council Finance Committee: Community Services Public Safety Approved for Consent Agenda: Recommend Review by Full Council: Expenditure Amount Appropriation Required: $ Budgeted: $ Required: $ Funding Source: I Previous Council Action: None I Narrative: As a condition of a building permit, the land owners at 16414-75`h Place West, Armando and Maria Teresa "Sina" Chilelli, dedicated right-of-way to comply with Engineering Division requirements. This deed meets that condition. Recommended Action: Council accept the quit claim deed from Armando and Maria Teresa "Sina" Chilelli. Council Action: • s City Clerk City of Edmonds 121 - Sth Ave. N. Edmonds, WA 98020 QUIT CLAIM DEED Property Address: 16414-7V' Place West, Edmonds. WA Assessor's Property Tax Parcel No.: 5131 097.002 0104 THE GRANTORS, A s ,�nccKr �C c (ltiir �.-(� re •• Sc n�, b\Afkk \ for . and in consideration of mutual benefits to be derived by the establishment of a publicroadway, convey and quit claim to the CITY OF EDMONDS, THE GRANTEE, the following described real estate, situated in the County of Snohomish, State of Washington, including any interest therein that grantor may hereafter acquire: THAT PORTION OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER,. SECTION 7, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE CONCRETE MONUMENT AT THE INTERSECTION OF 162ND STREET SOUTHWEST AND 75T" PLACE WEST; THENCE S. 16059'17"E., ALONG THE CENTERLINE OF SAID 75T" PLACE WEST, A DISTANCE OF 261.50 FEET TO THE INTERSECTION OF .164T" STREET SOUTHWEST AND 75T" PLACE WEST; THENCE S. 14056'02"W., A DISTANCE OF 81.95 FEET TO THE POINT OF BEGINNING; THENCE S.. 13035'37"W., A DISTANCE OF 91.75 FEET; THENCE N. 87035'43"W., A DISTANCE OF 30.58 FEET; THENCE N. 13°35'37"E., A DISTANCE OF 91.75 FEET TO A POINT 80.00 FEET SOUTH OF THE CENTERLINE OF 164TN STREET SOUTHWEST; THENCE S. 87035'43" E., A DISTANCE OF 30.58 FEET TO THE POINT OF BEGINNING. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. together with the right -to make all necessary cut or fill slopes on the land of grantors adjacent to the above - described real property in connection with the construction, maintenance or improvement of the above - described real property for purposes of a public roadway. DATED THIS DAY OF 20 06) STATE OF WAS ENGT9N) /4 t' l Zosl COUNTY OF SNE).iONffM }- 10 1M c; �rM0.n.t!o t n2111 �. On this day personally appeared before me to me known to be. the individual described in and who executed the within and foregoing instrument and acknowledged that _ A L -;4 signed the same as —T A Q,',- free and voluntary act and deed, for the uses and purposes therein mentioned. UNDER MY HAND AND OFFICIAL SEAL THIS oZ DAY OF 20-0-0 NOTARY PUBLIC in and for the- �{r�zovi MARK MEDELBO residing at Notary Public -Arizona Pima County My Commission Expires Feb. 13, 2001 . EXHIBIT 1 city of Eonds Vicinity Map ROM NOT • SCALE 16414 75th Pl W i2nd 244th 196th N 4th Lake Ballinger L tp n Snoh. King EXHIBIT 2 CITY OF EDMONDS GARY HAAKENSON MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Inc 1gC) . Planning • Building • Engineering March 6, 2000 TREE FILE RECE9VED S VIAR. 0 - 2000 AC Builders Homes, Inc. DEVELOPMENT SERVICES CTR. CITY OF EDMONDS 17813 B-44`h Avenue West . Lynnwood, WA 98037 SUBJECT: Proposed Residence at 16424-75t' Place West (PC-99-52) Dear Ms. Chilelli-White, The Assistant City Engineer, Don Fiene, approved your storm drainage concept of connecting downstream of the detention system on the adjacent property. The City Engineer .did not approve your proposal to contribute $2,320.50 in lieu of constructing a sidewalk. He does not feel it is fair for you to have to bear the burden of the total construction of the frontage improvements, so he, counter -proposes that you widen and .grade the shoulder eight feet from the edge of the existing road, across the frontage of your property. This will prepare the shoulder for the City of Edmonds to construct the actual walkway at sometime in the future. Because the location of your proposed driveway and your neighbor's existing driveway affects this widening and grading, we feel it would be best to have an engineer design the improvement. The design will be reviewed in conjunction with your building permit, and the work may be covered under the auspices of the Right -of -Way Construction Permit that I issue with your building permit. It may be necessary to relocate portions of your neighbor's driveway. The area south of your proposed driveway may also be affected. If you have any questions do not hesitate to contact me at (425) 775-7744. Sincerely, JORDON C. HYDE Development Services Engineer GCH/cmc chilelli4.doc Incorporated August 11, 1890 • Sister City - Hekinan, Japan MAR-14-2000 TUE 11:29 AM LR U ASSOCIATES FAX NO, 2539262531 P. 02 Landau r ASSOCIateS rnvironmonwl and Gi;o1Qc11ni0111 Sorvic- Ms. L.ara Knaak City of Edmonds 121 51h Avenue North Edmonds, WA 98020 RE: GEOTECHNICAL REVIEW PKOI'OSFD CHILF.LLI SINGLE FANtux RF,SIDENCE 16414 - 75TH PLACE WEST EDMONDS, WASHINGTON March 14, 2000 MAR 9 DEVELOPMENT TY CT�. OF EDMONDS I Dear Ms. Knaak: In accordance with your request, Landau Associates has completed a geotcchnical review of submitted documents concerning the proposed Chilelli residence, to be located at 16414 750' Place West in Edmonds, Washington. Our review follows requirements outlined within City of Edmonds (City) Ordinance No. 266). Landau Associates performed a very preliminary assessment of the initial submittal which is summarized in an April 20, 1999 letter to the City. A list of the documents that were provided for the current review are referenced in Attachment 1. The site is located within the mapped Meadowdale landslide area (Roger Lowe Associates 1979, GeoEncineers 1985) in the 16400 hundred block of 75th Place West, between 75th Place West and the Burlington Northern Santa Fe Railroad (RNSTR) right-of-way. This property is reported to have also been involved in landslide movement in 1947 (Dames and Moore 1968). GENERAL Several items were not included in the submittal package we received that are required by City Ordinance No. 2661. The following items were not included in the information provided to us: • Structural Design Calculations • Affidavit of "Notice of Application Posted at ,Site" • Lead Design Professional Designation and Statement • Covenant to Notify / Hold Harmless Agreement wnl,ATO CUF.K PLACE: • 4210.20T11 STREB-r IC. • SuflL f • TACOMA. WA 98424.1823 (253) 926 2493 Fax: (253) 926-2531 F mail: inl'oC`?lanJ.1uinc..tmM Fdmomk Poelland $lu±k.'Tacoma MAR-14-2000 TUE 11:29 AM LA AU ASSOCIATES FAX NO, 2539262531 P. 03 Though the above documents are not required to complete our review of the geotechnical aspects of the project, if not already submitted, the City should require submittal of these documents prior to issuing a building permit. GE,OT)ECHNICAL REPORT(S) The following presents Landau Associates' comments on the January 6, 1999 geotechnical report, March 9, 1999 risk statement addendum, August 14, 1999 Landau Associates response letter, and November 20, 1999 test pit addendum, all prepared by Hemphill Consulting Engineers (Hemphill). LANDSLIDE RISK Landau Associates completed a preliminary review of the January 6, 1999 geotechnical report and March 9, 1999 risk statement addendum prepared for the project by Hemphill. Our preliminary review comments are summarized in an April 20, 1999 letter to the City. Briefly, it was noted that the Januaty 6, 1999 geotechnical report had mislocated the site, which is actually within the mapped boundaries of the Meadowdale landslide, as defined in the 1979 Roger Lowe Associates and 1985 GeoEngineers reports. In addition, the site is also within an area mapped by Dames and Moore (1968) as having undergone non -seismically induced movement in 1947. (Note: We believe the Roger Lowe landslide boundary snapping is accurate and have written this review letter based on that assumption]. Landau Associates recommended to the City that the geotechnical engineer review and revise the report as tsccessaty to reflect the actual site location and geology, and that site stability issues be reevaluated based on the updated information. Hemphill, responded to our comments in an August 14, 1999 letter. Landau Associates comments were dismissed as inaccurate and based on assumptions with no basis. In the August 14, 1999 letter, Hemphill appears to acknowledge that the site may have been mislocated in the January 6, 1999 report, but appears to dismiss this issue as unimportant. Though the August 14, 1999 letter and the January 6, 1999 report indicate that the old landslide may impose onto the site, Hemphill has yet to admit the property is actually within the Meadowdale landslide area. As to the site being within the mapped boundaries of the 1947 landslide (Dames & Moon;, 1968), Hemphill appears to acknowledge this fact and offers a probable cause of the 1947 earth movement, though no supporting data is presented. Hemphill concludes that the 1947 movement was not deep seated. Though Landau Associates doesn't necessarily disagree with this conclusion, no supporting data or references arc provided. Hemphill's August 1999 response to Landau's conccm that site geology might be incorrect is to state that the geology was accurately described in the January 6, 1999 report. However, nowhere in the 03i14M 1,.\PFoJFCt)07410841CM11cIISFAZnd rvw,doC LANDAU AssocrAI't s 2 MAR-14-2000 TUE 11:29 AM a ASSOCIATES FAX NO. 2539262531 P. 04 40 section describing soil conditions (Section 2.5c) in the January 6, 1999 report is it mentioned that near - surface soil could be landslide debris. In the August 14, 1999 letter, Hemphill states that it has not yet been determined if the upper silty soils are landslide debris, or that the deeper original soil was disturbed by movement of the old landslide. Hemphill concludes that a precise definition is unimportant since near - surface soil will not be supporting the house. Several of the primary purposes of City Ordinance 2661 are to ensure that the applicants' design team accurately locates the site and neighboring features/infrastructure, defines site geology/hydrogcology through on -site explorations, describes various risk factors which could threaten human lives and/or lead to damagc/destruction of the structure, and, to the degree possible, minimizes risk by performing engineering and construction that meets or exceeds the current standard of practice. To accomplish this, we suggest the City require the following geotechnical input: 1) Acknowledgement that the site lies within the limits of the Mcadowdale and 1947 landslides, or supporting data that demonstrates that it does not. 2) A description of site and nearby geology that explains past landsliding. Deep versus shallow movement must be explained. If shallow movement is the most likely made of past landsliding on the parcel, Hemphill must describe encountered soil units accordingly. If Hemphill believes no landslide debris is present onsite, he must explain what happened to it (e.g., removed during past grading) The applicant may need to hire the services of a professional geologist experienced in the Meadowdale area to assist in this task. 3) An accurate description of surface and groundwater conditions. For example, the January 6, 1999 report attributes groundwater at test pits TP-1, TP-2 and TP-7 to a pipe, (unknown water source), that enters the "southwest" corner of the parcel. it is not clear how a pipe discharging water at the southwest corner could influence conditions along the (uphill) east margins of the site. Even assuming an error with directions, the Western Surveyors, Inc. topographic map does not show a discharge pipe anywhere along the east margins of the property. This, plus Dames and Moore's description of wet conditions west of 75`h Place West, (and our experience in the area), suggests that much, if not all, of the groundwater observed in Hemphill's test pits is of natural origin. This has implications for site stability and development since test pit depths were limited by the groundwater inflow. Hemphill must explain at what depth(s) groundwater occurs, anticipated seasonal changes (if any), and what limitations the presence of groundwater might have for excavations, temporary dewatering and permanent drainage. The relationship between surface water (ponding and overland flow) must also be explained. 03h4100 I;\PnOJECTW74\094\chilnlli$fR2nd_Nw.doe LANDAU ASSOCIA'rtas 3 MAR-14-2000 TUE 11:30 AM a ASSOCIATES FAX NO. 2539262531 P. 05 60 4) A risk statement that meets City requirements (this topic is described in more detail later in this letter). S) A detailed cross section through the site. The City's geotechnical report guidelines require submittal of at least one cross section (General Provisions, No. 7). Submittal of the required cross section(s) will likely clarify some of the questions regarding site geology/hydrogeology. SECTION IS - SITE PREPARATION The report cites the Reference Manual (January 6, 1999) for recommendations regarding site preparation. The Reference Manual provides only general recommendations, but no specific recommendations on dealing with what will be encountered at the site. The Reference Manual relies on the contractor, who may not be qualified, to interpret the actual site conditions and what is required for site preparation. To avoid confusion and possible misinterpretation by the contractor during construction, we recommend that the report provide specific recommendations for site preparation. SECTION 3.6f — ALLOWABLE SLOPES FOR TRk:NCHES AND EXCAVATIONS The report cites the Reference Manual for recommendations regarding allowable temporary excavation slopes. The Reference Manual provides only general recommendations for excavations based on soil type [Note: Our copy of Section 8 of the Reference Manual is incomplete]. The Reference Manual relies on the contractor to interpret soil types and choose the appropriate excavation slope for the conditions. To avoid confusion during construction, we recommend that the report provide specific recommendations required for temporary excavation slopes. Hemphill's description that groundwater inflow limited the depth of excavation of several test pits along the east edge of the site should be covered in these recommendations. RISK STATEMENT The risk statement presented in the March 9, 1999 Addendum to the Geotechnical Report is based on characterization of the Site, as summarized in the January 6, 1999 geotechnical report, in which the site was incorrectly located. Currently the geotechnical engineer has assigned a zero probability of earth movement under static conditions. A zero probability is impossible under the definition of probability. A probability of an event happening may be remote or very small, but it can never be zero. The risk statement implies that a seismic event with an intensity level of VlI could result in earth movement. The report states that this event can occur once in 40 years. The probability of this event 03(14J00 I:1PROJ[CT0)4\084\olleIIISFFV.nd nw.doc LANVAu AssoctATFS 4 MAR-14-2000 TUE 11:30 AM LAN AU ASSOCIATES FAX NO, 2539262531 P. 06 occurring in a 25-year period needs to be provided in the risk statement. The 1947 movement (that was not seismically induced) needs to be factored into Hemphill's assessment. In addition, in the August 14, 1999 response letter, Hemphill states that the GeoEngineers method of assessing site stability (probability based) was rejected by the Geotechnical Section of the American Society of Civil Engineers (ASCP.), and that engineers do not need to conduct such an "erroneous" evaluation. Landau Associates is unaware of any official opinions and/or directives issued by the Geotechnical Section of the ASCE stating the above. The risk statement by the geotechnical engineer is a requirement of the City of Edmonds' Ordinance 2661. Unless a variance is granted, or the City Council overturns the ordinance, the geotechnical engineer is required to provide an independent risk statement that meets ordinance requirements. BASEMENT RETAINING WALL Hemphill's January 6, 1999 geotechnical report provides recommendations for a cantilevered retaining wall along the cast side of the proposed home. Sheets 3, 4 and 6 of the Manusos drawings show a conventional basement wall. Clarification from the lead design professional and/or geotechnical/structural engineer is required. EXCAVATION The grading calculations indicate that over 850 yd' of soil will be excavated from outside of the home's footprint. Iemphill notes that excavated soil can be used for landscaping, but does not limited volume or where this soil may be placed. The Environmental Checklist is silent regarding reuse of excavated soil. There is an existing sanitary sewer pipeline immediately west of the planned house. The condition of this pipe/system are not described in the submitted documents; therefore, it is unknown to us if stockpiling soil atop the sewer could cause a problem. If any soil will be placed above this line, Hemphill must provide specific protective conclusions and recommendations. With the site's history of past landsliding, we question the practice of adding landscaping fill to certain portions of the property. We suggest the City require Hemphill address reuse of site soil from the site stability perspective. 0311400 I:WROJFCM74\OeA\chileDiSFR2ndlvw.doc LANDAU ASSOCIATES 5 MAR-14-2000 TUE 11:31 AM LA U ASSOCIATES FAX NO. 2539262531 P. 07 CIVIL DRAWINGS - TOPOGRAPHY, GRADING, DRAINAGE, ROAD, & TRCS The drawings prepared by Western Surveyors show that stormwater from the site, and collected water from the interceptor drain along the south side of the site, will be disposed using a "spreader trench," which is essentially an exfiltration system. The system will discharge water near the top of a steep slope, Discharged water will be allowed to flow over and down the slope to the ditch along the railroad tracks. The slope is within the BNSFR right-of-way. This method of stormwater disposal is generally inconsistent with stormwater disposal on adjacent properties and is not generally considered as a best management practice for stormwater. Disposing of stormwater in this manner could result in increased surface erosion of the slope and possibly slope instability. It is our understanding that stormwater from other recently developed properties along 75"' Place West is generally tightlined to the base of the slope and discharged into the drainage ditch along the railroad tracks after the proper BNSFR drainage easement has been obtained. We recommend that the City require the applicant to discharge stormwater by tightline to the base of the slope. Foundation drain lines, cleanouts, and connection to the site storm drain system are not shown on the drawing. Drains for rockeries and connection to the site storm drain system are also riot shown. We recommend that the civil engineer verify that the proper layout of drains is shown, and that the drawings be revised, as needed. In our opinion the footing/foundation drains should be connected to the drainage system to remove that water from the site as quickly and safely at possible. The drawing indicates that rockeries of 2 ft to 6 ft in height are to be used to support the slope along the driveway. Though the January 6, 1999 geotechnical report includes general recommendations for rockeries, we recommend that a construction detail be provided for rockery construction to avoid confusion over rockery requirements, drainage details, backfill details, foundation requirements, batter, etc. In addition, we understand that rockeries higher than 4 ft require a separate building permit from the City. Sheet 1 of the Grading, Drainage, Road & TESC shows a perimeter drain along a portion of the south property line. It is our understanding this drain is intended to intercept offsite stormwater from a 12" storm drain line on the neighboring parcel. However, Section D-D' on Sheet 1 shows a drain detail that incorporates a cap of at least 6 inches of native soil (mostly silt). The native soil cover will make this drain ineffective in intercepting offsite overland stormwater flow. The drain will collect subsurface flow, and because of this, consideration should be given to extending it to the cast and north to collect groundwater identified in test pits TP-1, TP-2 and TP-7. The stormwater from the neighboring property should be intercepted as soon as it enters the property and be tightlined to the blase of the slope along the railroad tracks. 0-VIA100 1.1PRWECTw74�081\cn,lFduSFMmd_Nw.doe LANnAu ASSOCIATES 6 MAR-14-2000 TUE 11:31 AM LAN U ASSOCIATES FAX NO, 2539262531 P. 08 Lastly, the topographic map does not show a residence on the lot to the north. The August 27, 1997 land clearing plan prepared by Ken Loney shows a home on that lot, within about 20 ft of the property line. This discrepancy must be explained, since City ordinance requirements state that the topographic map must show such features when they are within 50 ft of the subject site. ENVIRONMENTAI, CHECKLIST Several inconsistencies were noted in the completed Environmental Checklist. • Section B.Ld indicates that there is no history of landslides on the site. The site is within the. mapped Meadowdale landslide and within an area that experienced movement in 1947. • Section B.3.a.1 indicates that there is no surface water on the site. The January 6, 1999 geotechnical report indicates that surface water ponds on the property. • Section B.3.a.2: The project will require work within 200 ft of the ponded water on the site. • Section B.b.2.c indicates that storm water will be routed off site via a natural drainage path. The civil drawings show that collected surface water and subsurface water, (from an interceptor trench and footing drains), will be routed to a spreader trench and disposed of at the top of the slope. This may result in a net increase in the surface water discharge. Section B.l.g: This section of the checklist indicates 6,920 ft2 of impervious area. The February 22, 1999 drainage report for the project indicates 5,500 ft' of impervious area. This discrepancy should be addressed by the civil engineer. Of more concern, however, is the plan to collect offsite stormwater from the 12-inch storm drain pipe to the south, (via the previously noted perimeter interceptor drain) and route that water through the onsite system. Since the source(s) and volume of this offsite water are currently unknown, we see the potential to overwhelm the onsite system. The civil engineer should address this issue. We recommend that the environmental checklist be amended by the geotechnical engineer to address these items. In summary, it is our opinion that the landslide hazard and several other geotechnical items are not currently adequately characterized/addressed. In addition, there are several issues that need to be addressed by the civil and/or structural engineer, as noted above. We recommend that the documents be returned to the applicant for further action, and that a lead design professional be designated. The lead design professional should review the plans and other documents and make whatever appropriate changes are necessary in order to be consistent with the requirements of Ordinance 2661. 03/14100 I:U'ROJEC'n074W241chilcIliSFR2nd_ry .doc LANDAU AsSOCULUS 7 MAR-14-2000 TUE 11:31 AM LAN U ASSOCIATES FAX NO. 2539262531 P. 09 Please call if you have questions concerning this review, or require the services of Landau Associates for subsequent review services. LANDAU ASSOCIATES, INC. By: Edward J, Heavey, P.T. Senior Engineer, and d-�- '�' g"�. William D. Evans, CPG Associate E,JHIWDFJjas O.v14/00 1;\PRDJEGT07e\0e4WiletliSfR:nd„mw.doc LANDAU ASSOCIATES g MAR-14-2000 TUE 11:32 AM a ASSOCIATES FAX NO, 25392.62531 P. 10 0 ATTACHMENT 1 • Geoiechnical Engineering for the Proposed Chilelli Residence, located at 164xx 75" Place West, Meadowdale, Edmonds, prepared for Armando Chilelli by Hemphill Consulting Engineers, January 6, 1999. • Reference Manual for the Proposed Chilelli Residence, located at 164xx 75'h Place West, Meadowdalc, Edmonds, prepared for Armando Chilelli by Hemphill Consulting Engineers, January 6, 1999. • Addendum to Gcotechnical Report, Hemphill Consulting Engineers, March 9, 1999. • Response to Landau Review of the Chilelli Geotechnical Report, Hemphill Consulting Engineers, August 14, 1999. • Test Pit Addendum for the Proposed Chilelli Residence, 16414 75'" Place West, Hemphill Consulting Engineers, November 20, 1999. • Environmental Checklist, undated, City of Edmonds date stamp, March 16, 1999. • 'Storm Drain Report for Armando Chilelli, 16524 75'h Place West, Edmonds, Washington, prepared by Western Surveyors, Inc., Febmary 22, 1999. • Grading Calculations for Armando Chilelli, 16524 75'r' Place West, Edmonds, Washington, prepared by Western Surveyors, Inc., February 22, 1999. • Topography Map for Armando Chilelli prepared by Western Surveyors, Inc., July 16, 1997. • Civil Drawings, Shccv I and 2, prepared by Western Surveyors, Inc., February 25, 1999. • Construction Drawings, Sheets 1 through 8, prepared by Peter Manusos, undated, City of Edmonds date stamp March 16, 1999. • Owners Liability Statement, dated February 25, 1999 by Armando and Maria Chilelli. • Architect and/or Structural Engineer declaration, dated February 4, 1999 by Peter Manusos, Architect. 03/14/O(1 1,ANUAU ASSOCIAUS 9 rhC. 189v 0 a - ,. CITY OF EDMONDS • 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering January 20, 2000 AC Builders Homes, Inc. Attn: Theresa Chilelli-White 17813 B-44`h Avenue West Lynnwood, WA 98037 SUBJECT: Proposed Residence at 16414-75`h Place West (PC-99-52) Dear Ms. Chilelli-White, GARY HAAKENSON MAYOR I am enclosing a copy of the City of Edmonds standard quit claim deed form. I inserted the legal description prepared by your surveyor and the document is ready for the necessary notarized signature(s) of property owner(s) prior to recording. If you prefer, the City Clerk will record the document at Snohomish County when your return it to us. Please sign the enclosed Real Estate Excise Tax Affidavit form, as it needs to be included with the recording documents. To pay for frontage improvements in lieu of their construction, you must write a letter to the City Engineer, Jim Walker, and make that request. You also need to include in the letter a proposed amount to contribute to the general sidewalk fund. If Mr. Walker approves your proposal, he will sign your letter, return a copy to you for your records, and put the original in your street file for the City records. If you have any questions, do not hesitate to contact me at (425) 775-7744. Sincerely, C GORDON C. HYDE Development Services Engineer GCH/cmc Enclosures RAENGR\G0RDY\chi1e11i3.doc ' Incorporated August 11, 1890 • Sister City - Hekinan, Japan Return Address: City Clerk City of Edmonds 121 - 5th Ave. N. Edmonds, WA 98020 QUIT CLAIM DEED Property Address: 16414-75" Place West, Edmonds WA Assessor's Property Tax Parcel No.: 5131 097 002 0104 THE GRANTORS, for and . in consideration of mutual benefits to be derived by the establishment of a publicroadway, convey and quit claim to the CITY OF EDMONDS, THE GRANTEE, the following described real estate, situated in the County of Snohomish, State of Washington, including any interest therein that grantor may hereafter acquire: THAT PORTION OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER, SECTION 7, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE CONCRETE MONUMENT AT THE INTERSECTION OF 162ND STREET SOUTHWEST AND 75T" PLACE WEST; THENCE S. 16059'17"E., ALONG THE CENTERLINE OF SAID 75T" PLACE WEST, A DISTANCE OF 261.50 FEET TO THE INTERSECTION OF 164T" STREET SOUTHWEST AND 75T" PLACE WEST; THENCE S. 14056'02"W., A DISTANCE OF 81.95 FEET TO THE POINT OF BEGINNING; THENCE S. 13035'37"W., A DISTANCE OF 91.75 FEET; THENCE N. 87035'43"W., A DISTANCE OF 30.58 FEET; THENCE N. 13°35'37"E., A DISTANCE OF 91.75 FEET TO A POINT 80.00 FEET SOUTH OF THE CENTERLINE OF 164T11 STREET SOUTHWEST; THENCE S. 87035'43" E., A DISTANCE OF 30.58 FEET TO THE POINT OF BEGINNING. . SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. together with the right to make all necessary cut or fill slopes on the land of grantors adjacent to the above - described real property in connection with the construction, maintenance or improvement of the above - described real property for purposes of a public roadway. DATED THIS DAY OF STATE OF WASHINGTON ) COUNTY OF SNOHOMISH) . 20 On this day personally appeared before me to me known to be the individual described in and who executed ti-e within and foregoing instrument and acknowledged. that signed the same as free and voluntary act and deed, for the uses and purposes therein mentioned. UNDER MY HAND AND OFFICIAL SEAL THIS DAY OF 920 NOTARY PUBLIC in and for the State of Washington, residing at (6 PLEASE TYPE OR PRINT REAL ESTATE EXCISE TAX AFFIDAVIT This form is your receipt when stamped PLEASE SEE REVERSE by cashier. Form No. 84 000 A CHAPTER 82.45 RCW - CHAPTER 458-61 WAC For Use at County Treasurer's Office (Use Form No. 84-0001B for Reporting Transfers of Controlling Interest of Entity Ownership to the Department of Revenue) THIS AFFIDAVIT WILL NOT BE ACCEPTED UNLESS ALL AREAS 1-7 ARE FULLY COMBLETM ® Name ® Name City of Edmonds w Streeter Street 121 Fifth Avenue North city State zip city Edmonds State WA Zip 98020 " © ADDRESS TO SEND ALL PROPERTY TAX RELATED CORRESPONDENCE I ALL "1AA PARCEL NUMBL'KS Street Address (if property is improved): - SEE ATTACHED - ® Is this property currently: YES NO Classified or designated as forest land? ❑ Chapter 84.33 RCW Classified as current use land (open space, farm ❑ and agricultural, or timber)? Chapter 84.34 RCW Exempt from property tax as a nonprofit . ❑ KI organization? Chapter 84.36 RCW Seller's Exempt Reg. No. Receiving special valuation as historic ❑ property under? Chapter 84.25 RCW Property Type: IN land only ❑ land with new building ❑ land with previously used building ❑ land with mobile home O timber only ❑ building only Principal Use: ❑ Apt. (4 + unit) ❑ residential ❑ timber ❑ agricultural ❑ commercial/industrial t:other Publ i c right of way (1) NOTICE OF CONTINUANCE (RCW 84.33 or RCW 84.34) If the new owner(s) of land that is classified or designated as current use or forest land wish to continue the classification or designation of such land, the new owner(s) must sign below. If the new owner(s) do not desire to continue such classification or designation, all compensating or additional tax calculated pursuant to RCW 84.33.120 and 140 or RCW 84.34.108 shall be due and payable by the seller.or transferor at the time of sale. The county assessor must determine if the land transferred qualifies to continue classification or designation and must so indicate below. Signatures.do not necessarily mean the land will remain in classification or designation. If it no longer qualifies, it will be removed and the compensating taxes will be applied. All new owners must sign. This land ❑ does ❑ does not qualify for continuance. Date DEPUTY ASSESSOR (2) NOTICE OF COMPLIANCE (Chapter 84.26 RCW) If the new owner(s) of property with special valuation as historic property wish to continue this special valuation the new owner(s) must sign below. If the new owner(s) do not desire to continue such special valuation, all additional tax calculated pursuant to Chapter 84.26 RCW, shall be due and payable by the seller or transferor at the time of sale. (3) OWNER(S) SIGNATURE Description of tangible personal property if included in sale (furniture, appliances, etc.) N/A - No consideration of funds were involved in this transaction. If exemption claimed, list WAC number and explanation. WAC No. (See/Sub) WAC 458-61-420 (1) ( b ) Explanation Government transfer - development of real property. Type of Document Quit Claim Deed Date of Document Gross Sale Price $ -0- Personal Property (deduct) $ -0- Taxable Sale Price $ -0- Excise Tax State $ -0- Local $ - - Delinquent Interest: State $ -0- Local $ -❑- Delinquent Penalty: State $ -0- Total Due $ -0- ME IS A $2.00 FEE FOR PROCESSING THIS FORM IF NO TAXIS. DUE AFFIDAVIT I certify under penalty of perjury under the laws of the state of Washington that .the foregoing is .true and correct. Signature of Grantor/Agent Name (print) Date & Place of Signing Signature of Grantee/Agent Name (print) James C. Walker, City Engineer Date & Place of Signing Edmonds, WA PERJURY: Perjury is a class C felony which is punishable by imprisonment in a state correctional institution for a maximum term of not more than five years, or by a fine in an amount fixed by the court of not more than five thousand dollars ($5,000.00), or by both imprisonment and fine (RCW 9A.20.020 (1C)). FOR TREASURER'S USE ONLY COUNTY TREASURER FORM REV 84 0001A (12-93) (PD 12-17-93) LEGAL DESCRIPTION PORTION OF TAX PARCEL NO. 5131 097 002 0104 THAT PORTION OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER, SECTION 7, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE CONCRETE MONUMENT AT THE INTERSECTION OF 162ND STREET SOUTHWEST AND 75TH PLACE WEST; THENCE S. 16°59' 17"E., ALONG THE CENTERLINE OF SAID 75TH PLACE WEST, A DISTANCE OF 261.50 FEET TO THE INTERSECTION OF 164TH STREET SOUTHWEST AND 75TH PLACE WEST; THENCE S. 14056'02"W., A DISTANCE OF 81.95 FEET TO THE POINT OF BEGINNING; THENCE S. 13035'37"W., A DISTANCE OF 91.75 FEET; THENCE N. 87035'43"W., A DISTANCE OF 30.58 FEET; THENCE N. 13°35'37"E., A DISTANCE OF 91.75 FEET TO A POINT 80.00 FEET SOUTH OF THE CENTERLINE OF 164TH STREET SOUTHWEST; THENCE S. 87035'43" E., A DISTANCE OF 30.58 FEET TO THE POINT OF BEGINNING. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. Cl RECEIVED City of Edmonds SEP 01 ing 5`h Ave North PERMIT COUNTER Edmonds, WA 98020 09/01/99 RE: Proposed Chilelli Residence 1644 — 75th Place West (PC— 99-52) Planning Department Re -Submittal of the following: Wetland report i Application for Variance/ Reasonable use exception CITY OF EDMONDS CRITICAL AREAS STUDY PREPARED FOR: TERESA CHILELLI-WHITE AC BUILDERS HOMES, INC. 17813 B 44TH AVENUE LYNNWOOD, WA 98037 425-743-0868 PH SURVEYOR: WESTERN SURVEYORS 13000 HIGHWAY 99 SOUTH EVERETT, WA 98204 425-356-5700 PH PREPARED BY: B&A, INC. P.O. BOX 1337 GIG HARBOR, WA 98335 253-858-7055 PH 253-858-2534 FX RECEIVED BA#3173 SEP 0 11999 AUGUST 27, 1999 PERMIT COUNTER P. O. Box 1337, Gig Harbor WA 98335 USA 253.858.7055 FAX 253.858.2534 • • TABLE OF CONTENTS INTRODUCTION METHODOLOGY SITE CONDITIONS WETLANDS VEGETATION SOILS HYDROLOGY VALUES AND FUNCTIONS CATEGORY REASONABLE USE EXCEPTION (RUE) TREES INTRODUCTION The following Critical Areas Study is prepared to meet the requirements of Section 20.15b.140, Critical Areas Studies of the City of Edmonds, Ordinance #3087. This study is prepared to make application for a Reasonable Use Exception (RUE) for the construction of a single family residence. METHODS The 1997 Department of Ecology Wetland Delineation Manual was used in flagging the wetlands on the subject property. Whereas, the site has seen considerable disturbance in the form of soil disturbance and hydrological additions, the disturbed site methodology has been used. The wetlands were flagged on May 7, 1999. SITE CONDITIONS The site is located west of 75th Place West, one lot south of 164th Street West (Figure 1). The site slopes moderately steeply to the west. To the east is 75th Place West, to the south is a single family residence, to the west is a steep slope and Burlington Northern Railroad, and to the north is an undeveloped, single family lot. WETLANDS Two wetlands were delineated on the subject parcel; Wetland A in the eastern portion of the parcel, and Wetland B in the western portion. VEGETATION Both wetlands are dominated by red alder trees with an undergrowth of reed canary grass, buttercup, lady fern, and horsetail. SOILS The soils of both wetlands have been disturbed with historic grading occurring. Based on vegetation, the grading is over 15 years old. Both the soil profiles have a dark grayish brown surface horizon and gleyed low chroma colors below 5 inches. 3173R/ajb/smh/8/27/99 • 40 HYDROLOGY Hydrology of the site has been altered through the addition of water at the discharge points of French drains. Figure 2 shows a 12-inch pipe discharging onto the center portion of the property that is the headwaters of Wetland B. Wetland A has Flag Al at the discharge point of a French drain. VALUES AND FUNCTIONS Water quality protection and enhancement The wetlands have low value for this function as they do not supply water directly to a stream or other water body. The water from the French drains flows into the wetlands and discharges out over the head wall along the railroad tracks on the west edge of the property. Fish and wildlife habitat The wetlands provide no fish habitat, nor do they directly support fish habitat. The wetlands provide minimal wildlife habitat as they are surrounded by developed land, and there is no corridor for wildlife to reach the wetland. Food chain support The wetlands provide a minimal amount of food chain support as they do not directly supply a stream, nor is this part of a wildlife corridor. Flood storage conveyance and attenuation The wetlands provide no flood storage conveyance or attenuation as all water reaching the wetlands and discharged through the wetlands flows directly along the surface and into Puget Sound. Ground water recharge and discharge The wetlands do not provide any ground water recharge or discharge as they do no contain any seeps, nor do they provide for aquifer recharge. Erosion control The wetlands provide erosion control as they are on a steep slope and prevent sediments from moving down slope into the railroad right-of-way. Wave attenuation Not applicable 317 3 R/aj b/ s m h /8/2 7 /99 • Aesthetic value protection The wetlands provide a moderate value for aesthetic function as they are a forested area within an urban area. Recreation The wetlands are small, isolated, and provide little diversity, therefore, they have little value for recreation. CATEGORIZATION Wetlands A and B are Category II wetlands as they are less than one acre and greater than 2,500 square feet and have a forested wetland class. REASONABLE USE EXCEPTION Per Section 20.15b.050, a Reasonable Use Exception is applied for. To meet the criteria for a RUE, seven criteria need to be applied: 1. Application of the chapter would deny all reasonable use of the property: Whereas the lot is relatively small, a proposed single family residence and access to the residence would be denied if the wetland ordinance were applied (Figure 2). 2. There is no other reasonable use consistent with the underlying zoning with less impact on the critical area or its buffer: The area is zoned for single family residences, and that is the lowest level of use that will provide reasonable use of the property. 3. The proposed development does not pose any unreasonable threat to the public health, safety or welfare on or off the property. Whereas, the wetlands are of low value and are generally supported by off -site run-off, the loss of the wetlands will not pose an unreasonable threat to public health, safety or welfare, on or off the property. The wetlands do not provide water directly to any stream or any other habitat, the wetlands are not part of a wildlife corridor. 3173R/ajb/smh/8/27/99 3 4. The proposed alteration of the critical area and its buffer is minimized to the extent possible to allow for reasonable use of the property. The proposed single family residence is of reasonable size, and the impact to the wetlands are minimized. Due to the size and configuration of the lot, and the steep slopes for access to the lot, the entire wetlands will have to be impacted in order to construct a single family residence. Furthermore, to provide for a stable foundation, a drainage system will have to be installed that will drain the wetlands in order to provide a sound footing for the residence. 5. The proposed activity complies with all state, local, and federal laws including those relating to sediment control, pollution control, flood plain restrictions and on -site waste water disposal. With regard to the wetland report, federal laws are complied with as this falls under a Nationwide 26 fill permit. A Nationwide 26 Federal Permit allows for the filling of up to one-third acre with only notification after the fact. 6. The inability to derive reasonable economic use of the property is not the result of actions by the applicant or predecessor of title in segregating or dividing the property and creating the undevelopable condition of the effect date of the ordinance code defined in this chapter. The lot is a historical lot that has been subdivided prior to the effective date of this chapter. 7. The applicant is only applying for Reasonable Use Exception under the subsection in concurrence with applying for a variance pursuant to ECDC 20.15.170(a). TREES Whereas, all the trees within the wetland are within the building envelope of the house or within the safety envelope of the house, they will be removed. The soils of the site are such that they provide for an unstable root support for any trees. It is on this basis it is recommended that for safety of the house and its residents that all trees of significant size near the proposed house site be removed using Best Management Practices (BMPs). 3173R/ajb/smh/8/27/99 4 VICINITY FIGURE 1 :LOCATION MAP CHILELLI RESIDENCE B & A, INC. GIG HARBOR, WA 98335 (BA#3173 ) to fit• ! Y Nil ,N (� tt v „+ ' ....rp. c I �(cit y c.) •�D\ ,> •z j':v '� I I ' I I, dvvf'!f"' Ct��`l,..I �� I T4 `•,:,' ,\- . <<_� ,ry ., L�• �il.'`�y�,, •�l �) I)Ir y.? � y � � , I I 1' rr� _ p��, .-J �?U +,\\ "J , �� ```\.�� '� � K„` r i .r;'Ir:; �n )•lORly 11,1l.rll M^N a'�{ '��; \ ' II I ('• R'. :,; L� Of-LOT 3 to ... u rn •�- �.; l�l., '•' q.,\�\. :�'.'a�. 1+ �u,1 /'�`\tfij' rv� Ncl;,�;.� \1 -- _. ._ .._ .;•I •� O) �-J. j ! ;i it � 0 \isS' .`1�' I, \ �"'f G� I :,. �` '•+ �' lr �? C•1' I c , , Inc) \ `` \\., @ 9 �f,'•... n $ f, ' •y C of "Al) 1 o It u'a\ . ✓ I Os� �Y, ��• $. o� r� ..+ YJ .. }�`• `'•.'. •!; i ' ' '' rN'1 h'r).r? p' I,I��, �•\`SJ \ rj.. 7611-1 A /(•_�• `I,•I;` Y�). ''Y f,a \• rj ASS `SO c) i�r't V 61 n� o r i y o �_.::.. cl- 7, rC) Ii,JJI �•1� � �J+.'_l.: .: •- __ _--- ' `\ fcc��J ' \ 1 ) I I \ (�f)) ip _• i+ � `I i��`. • � i. Imo, V .. • � O) n�.j n �: \+ jJ' In ,� _- 'y .'•','�. �\ �' r' ' .r • I In C. ,+ ^emu } . � r f •sue � 1r 7-'-••,_..,•, a �' �1 fly 'O r. I c ``•.•,9 i It tn 100 1� 1. . 11 ).1 LL r� 00 14 Li \ w I T6Sg. T, `-° w o ra-- c) s m , • `1G �':, t� 1`•"L�l•��``�11 -• ¢ p0 q �mM II II �-•r � ,I N l ip HV-cl �iN 'rn V_ - - FIGURE 2 : SITE MAP CHILELLI RESIDENCE B & A, INC. GIG HARBOR, WA 98335 BA#3173 ) ' I I. 4- O cor tu l�ii can � ►,� rJ) N n � o Q, �% I� \a a v � '•:, � ::: Jam: motz . CN cz 90 14 Lrl SUN DECK :. bcl' 10 I a nn C� < N N N N � Z I I I r� oC O oo Zk I I I oc� joco �d �rri Ln ;70 QD O O OO co nip N N r n O � � �o ao m m I v 1 76TH AV W xl 165 64Tr1 -� AV -iAV _L3RD FIGURE 3 : WETLAND FLAGGING MAF CHILELLI RESIDENCE B & A, INC. GIG HARBOR, WA 98335 (BA#3173 ) DATA FORM 1 - Routine Wetland Determination (WA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: C h a t (I, • s: r y Ie 4 ^% � f y Date: s- ? - �j Q Applicant/owner. C h,' Ie I(" J J County: S:�o �i o�►�+ ' S� J� Q �� ! Investi or(s): { State: 4✓.9 S/T/R: v ,V0,1 '% �-1-vIY9 Do Normal Circumstances exist on the site? no Community ID: Is the site significantly disturbed (atypical situation)? yes no � Transect ID: Is the area a potential Problem Area? yes o Plor ID: ' IA VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator err v� ?4C4 NO rs /r!e f F,4c HYDROPHYTIC VEGETATION INDICATORS: ab of dominants OBI, FACW, & FAC: at'p Check all indicators that apply & explain below: Regional knowledge of plant communities Wetland plant list (nat'l or regional) O= Physiological or reproductive adaptations Morphological adaptations Technical Literature Wetland Plant Data Base Hydrophytic vegetation present? yes no Rationale for decision/Remarks: HYDROLOGY Is it the growing season? no Water Marks: yes Ao, Sediment Deposits: yes Based 'on: Drift Lines: yes no Drain Qe Patterns: yes no Dept. of inundation: inches Oxidized Root (live too Local Soil Survey; yes no Depth to free water in pit: ? 220 _ inches Channels <12 in. yes o FAC Neutral: yes Water -stained Leaves: yes to Depth to saturated soil: inches Check all that apply & explain below: Other. Stream, Lake or gage data: Aerial hoto nhs: Other: Wetland hydrology present? yes no Rationale for-decision/Remarks: /�S64. SOILS Map Unit Name Drainage Class (Series & Phase) Field observations confirm Yes No 7 Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance Texture, concretions, Drawing of soil (inches) (Munsell (Mansell size & contrast structure, etc. profile moist) moist) (match description) 2,SYyl2 SAC Spa Hydric Soil Indicators: (check all that apply) Histosoi Concretions Histic Epipedon High Organic Content in Surface Layer of Sandy Soils Sulfidic Odor Organic Streaking in Sandy Soils Aquic Moisture Regime Listed on Local Hydric Soils List Reducing Conditions Listed on National Hydric Soils List Gle ed or Low-Chroma Colors Other (explain in remarks) Hydric soils present?- yes no Rationale for decision/Remarks: Wetland Determination (circle) \ Hydrophytic vegetation present? yes \ n Hydric soils present? yes o Is the sampling point yes no Wetland hydrology resent? - es within a wetland? Radonale/Remarks: NOTES: DATA FORM 1 -- Routine Wetland Determination (WA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: C :1 i �� sy % �0. -'� �y Date: s- ? - Q Q Applicant/owner. C h.' Ie %�, J J County: S:�o /i o•»+ •' 3 Investi o s): 4 S,6 Q QC 1{ State: 41A S/T/R: NE% *04 Do Normal Circumstances exist on the site? y no Community ID: f} Is the site significantly disturbed (atypical situation)? yes no Transect ID: /,4 .S' Is the area a potential Problem Area? es o Plot ID: ' C✓ VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator l -er- 7'R r-,4, Red .w�� HYDROPHYTIC VEGETATION INDICATORS: % of dominants OBL, FACW, & FAC: /p p Check all indicators that apply & explain below: Regional knowledge of plant communities Wetland plant at (nat'1 or regional) OT= Physiological or reproductive adaptations Morphological adaptations Technical Literature Wetland Plant Data Base Hydrophytic vegetation present? no Rationale for decisiowRemarks: HYDROLOGY Is it the growing season? oes no Water Marks: -Tye- no Sediment Deposits: yes no Based'on: Drift Lines: yes no Drainage Patterns: ves no Dept. of inundation: inches Oxidized Root (live roots) Local Soil Survey; yes no Channels <12 in. yes no FAC Neutral: yes no Water -stained Depth to free water in pit: inches Leaves: yes no Depth to saturated soil: inches Check all that apply & explain below: Other. Stream, Lake or gage data_ Aerial photographs: Other. Wetland hydrology present? es no Rationale for decision/Remarks: SOMS Map Unit Name 9P lb'vda (Series & Phase) sub Drainage Class ads Field observations confirm es No Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance Texture, concretions, Drawing of soil (inches) (Munsell (Munsell size & contrast structure, etc. profile moist) moist) (match description) A 3 :Zo g 3�B �(( sre 614 yid v- 's L Hydric Soil Indicators: (check all that apply) Histosol Concretion Histic Epipedon High Organic Content in Surface Layer of Sandy Soils Sulfidic Odor Organic Streaking in Sandy Soils Aquic Moisture Regime Listed on Local Hydric Soils List Reducing Conditions Listed on National Hydric Soils List Gie ed or Low-Chroma Colors Other (explain in remarks) Hydric soils present? e) no Rationale for decision/Remarks. Wetland Determination (circle) Hydrophytic vegetation present? Hydric soils present? Wetland hydrology resent? no yes no es no Is the sampling point Des no within a wetland? Rationale/Remarks: NOTES: DATA FORM 1 Routine Wetland Determination (WA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: Ci � t (I,- s: r y f, -C^1 I Date: s- 7 - � Q J J Applicantlowner. If: County: S,�v ti o-•�+ ' Si or(s): 7,6 a 2C �� State: 4-)AInvesti S/T/R: vg, , J, 4 -,? �1,v�yE Do Normal Circumstances exist on the site? no Community ID:Is the site significantly disturbed (atypicalsituation)? no a Transect ID: ' PIA,-2 Is the area a potential Problem Area? esA Plot ID: ' L4. VEGETATION Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator la-Gk'berr 9,9 se RAJ& 4rA) 4a4.re, ( . sty HYDROPHYTIC VEGETATION INDICATORS: 9b of dominants OBI, FACW, & FAC: q0 Check all indicators that apply & explain below: Regional knowledge of plant communities Wetland plant list (nat'l or regional) O= Physiological or reproductive adaptations Morphological adaptations Technical Literature Wetland Plant Data Base Hydrophytic vegetation present? yes no Rationale for decision/Remarks: HYDROLOGY Is it the growing season? no Water Marks: yes Sediment Deposits: yes o Based .on: Drift Lines: yes no Drain Qe Patterns: Yes o Dept. of inundation: inches Oxidized Root (live r1ots)J Local Soil Survey, yes ? Channels <12 in. yes I no Depth to free water in pit: .2o inches FAC Neutral: yes Water -stained Leaves: yes ' t7 Depth to saturated soil: inches Check all that apply & explain below: Other. Stream, Lake or gage data: Aerial hoto phs: Other: Wetland hydrology present? yes no Rationale for decision/Remarks: Bak souls Map Unit Name Kr sd (Series & Phase) T Drainage Class /y''D d *A�)e /1 Field observations confirm No Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance Texture, concretions, Drawing of soil (inches) (Munsell (Munsell size & contrast structure, etc. profile moist) moist) (match description) 4°YR3�z U sL w 313 1`i�zok B� �OYQ yl3 Rs�s �d V�5L Hydric Soil Indicators: (check all that apply) Histosol Concretions Histic Epipedon High Organic Content in Surface Layer of Sandy Soils Sulfidic Odor Organic Streaking in Sandy Soils Aquic Moisture Regime Listed on Local Hydric Soils List Reducing Conditions Listed on National Hydric Soils List Gie ed or Low-Chroma Colors Other (explain in remarks) Hydric soils present? yes no Rationale for decision/Remarks: Wetland Determination.(circle) Hydrophytic vegetation present? Hydric soils present? Wetland hydrology resent? - yes yes no es no Is the sampling point yes no within a wetland? Radonale/Remarks: NOTES: DATA FORM 1 Routine Wetland Determination (WA State Wetland Delineation Manual or 1987 Corps Wetland Delineation Manual) Project/Site: C h< (t l t,- (-. -Ca. ^% e l y Date: s- 7 - � ? : Applicant/owner. C h,' Ie it,' J J County: S:-o /t o-»+ .' 34 Investi or(s): s� Q QC �{ State: 4 ).4 S/TIR: Ngy NF�,j Do Normal Circumstances exist on the site? y no Community ID: B Is the site significantly disturbed (atypical situation)? yes no Transect ID:.�/1 2 ' Is the area a potential Problem Area? yes o Plot ID: 401e, VEGETATION Dominant Plant Species StratumIndicator Dominant Plant Species Stratum Indicator go l`S a ci HYDROPHMC VEGETATION INDICATORS: °b of dominants OBL, FACW, & FAC: O C� Check all indicators that apply & explain below: Regional knowledge of plant communities Wetland plant list (nat'l or regional) OTHER Physiological or reproductive adaptations Morphological adaptations Technical Literature Wetland Plant Data Base Hydrophytic vegetation present? yes no Rationale for decision/Remarks: HYDROLOGY Is it the growing season? yes no Water Marks: yes no Sediment Deposits: yes no Based .on: Drift Lines: yes no Drainage Patterns: ves no Dept. of inundation: inches Oxidized Root (live roots) Local Soil Survey, yes no Channels <12 in. yes no ' Depth to free water in pit: inches FAC Neutral: yes no Water -stained Leaves: yes no Depth to saturated soil: inches Check all that apply & explain below: Other. Stream, Lake or gage data: Aerial photographs: Other: Wetland hydrology present? es no Rationale for-decision/Remarks: SOILS 8,2 IU Map Unit Name (Series & Phase) sub Drainage Class Field observations confirm Yes No Profile Description Depth Horizon Matrix color Mottle colors Mottle abundance Texture, concretions, Drawing of soil (inches) (Munsell (Munsell size & contrast structure, etc. profile moist) moist) (match description) �-s 2•sr � �srRs/� �� a d Fs� Hydric Soil Indicators: (check all that apply) Histosol Concretions Histic Epipedon High Organic Content in Surface Layer of Sandy Soils Sulfidic Odor Organic Streaking in Sandy Soils Aquic Moisture Regime Listed on Local Hydric Soils List Reducing Conditions Listed on National Hydric Soils List Gle ed or Low ma Colors Other (explain in remarks) Hydric soils present? y no Rationale for decision/Remarks. Wetland Determination (circle) Hydrophytic vegetation present? y no Hydric soils present? yes no Is the sampling point yes no Wetland hydrology resent7 es no within a wetland? Rationale/Remarks: NOTES: 2 o CONSULTING ENGINEERS UJ Q ,+ Q2 z WZ� W i ow W J RECEIVED U Fa. 2 AUG 19 '1999 tr 0: O . Meg Gruwell PERMIT COUNTER (n Planning Department W o o a City of Edmonds, 121 5" Ave N-- w Edmonds, WA. 98020 J Z Wca y � tit o 8h 7/99 w (n a ° RE: Plan Check # 99-52, Armando & Sina Chilelli Permit at 16424 75" Place W • Dear Ms. Gruwell: W 5 I have conducted a study at the site listed above. This study has been In W Z submitted to the City of Edmonds Engineering Department. The study clearly UJ - ° demonstrates that reducing the required 50-foot steep slope buffer will have no 3 W J adverse impact upon the site, the public or any private party. The proposed house zZ foundations are designed to retain the steep slope, therefore increasing the 0 W stability of the slope. z coo( P, Z w w w w a p z a Z o z z P W 0 z yj 0 V W O � icr (n w 0: z a w Ov 3 U) z z o 0 � w �- w L z 0 m W J W z C7 W O Z Q Q w F- :) J m O 0 D LL (0) U) Dale C. Hemphill P.E. Registered Engineer No.14777 State of Washington - �,• V OF WAS11 Aye' xt�` 14777 -"jOIVAL� EXPIRES 17 FEBRUARY 2000 4041 WEST LAKE SAMMAMISH PARKWAY SOUTHEAST • BELLEVUE • WASHINGTON • 98008 PHONE 425 644 1080 FAX 425-643-3429 dchemphill@msn.com 1 A.C. Builders Homes, Inc. ;N Don Fiene City of Edmonds 5`h Ave North , Edmonds, WA 98020 08/ 11 /99 . RE: Proposed Chilelli Residence 16424 — 75 h Place West (PC— 99-52) Dear Don: - I have submitted the revised drainage plan and storm calculations. I know this will take some time to review, but as we discussed by telephone today. I would appreciate it if you could send me a letter agreeing with the concept of the drainage emptyingto the railroad ditch system. � g P g Y I would like this letter to submit to the railroad when I ask them 'for a drainage easement. Please call' if you have questions. Thank you for your help. Sincerely, C1,11 Teresa Chilelli-White AUG.. i 9 `1999 PERMIT COUNTER 17813B - 44th Avenue West • Lynnwood, WA 98037 • 743-0868 M, ftniLe J I 2 o CONSULTING ENGINEERS U cQ (nI.- W o� J 3 Q � W > } w Z Z Q z w c9 O W Q En w ° z 0 Q W RESPONSE J Q W ? w 0 f- Co W Q TO THE � a J o J � M LANDAU REVIEW w 0 OF THE U) QW. w z CHILELLIGEOTECHNICAL REPORT o0Q � O Zw Q w mm�- �o - z it Z U (n CZ7 u� RECEIVED W ZZ 0 Z L AUG 191999 PERMIT COUNTER w v Q 3 z a w z g z w Q W w Z Ca °Ca 14 August 1999 W J CL W Project Number 2131 o Z UJ w 5 J m U) 0 4041 WEST LAKE SAMMAMISH PARKWAY SOUTHEAST • BELLEVUE WASHINGTON 98008 PHONE 425 644 1080 FAX 425-643-3429 dchemphill@msn.com 1 1 . ,e, 2 1 _ ? 5' a,GC?ust. ".:u`D, onace 1 vT 7 '7 ' CLIENT : A. C. Builders Homes, Inc. 17813B 44th Avenue West ' Lynnwood, Washington 98037 REFERENCE : Proposed Chilelli SFD at 16414 75th PI W, Meadowdale ' SUBJECT : Response to comments by Landau Associates INTRODUCTION 1 The purpose of this report is to respond to comments by Landau Associates to ' the HEMPHILL report titled "Geotechnical Engineering for the Proposed Chilelli Residence dated 6 January 1999. The Landau report is dated 20 April 1999 ' and titled "Preliminary Geotechnical Review". The Landau report is critical of portions of the HEMPHILL report and states "because of errors in the ' geotechnical report, we cannot evaluate the recommendations contained in the "errors" geotechnical report and the adequacy of the design ......". The are inappropriate assumptions, improper conclusions, and insignificant conclusions by Landau. 1 RESPONSE The Landau letter states that the site location is incorrect in Figures 1 and 4 (the location map and the geologic map of the vicinity). Because of the scale of the location map and the geologic map there was no attempt to be 100% accurate, nor is the precise location of the site on those maps significant. Since the address was given as 164xx, the site was located by eye between 164th Street SW and 165 h Street SW. HEMPHILL assumed that the "old landslide" might not be precisely located on the map. E��] P. HI ' Landau considers the locations to be incorrect and significant because the site is not located within the ancient landslide zone (Qols). The HEMPHILL report states that the ancient slide "might actually impose onto ' the site" based on the observed shape of the site and the property to the south. ' Landau states that the HEMPHILL report did not mention the D&M, Lowe, and GE reports. At least 30 other reports for projects located in the vicinity, including 18 by HEMPHILL, were also not mentioned in the report. None were significant for this site except for Boring 7 in the Lowe report. HEMPHILL considers the investigation for this site to be sufficient for the foundation design, regardless of any outside studies. Landau states "This section of the (HEMPHILL) report states that the mapped landslide (Qols) probably occurred thousands of years ago. The 1968 Dames & Moore report indicated that this portion of the landslide experienced movement as late as 1947. The steep slope in the southwest corner of the site is part of the mapped landslide scarp." Landau seems to indicate that the 1947 landslide is more significant than the old landslide. The Qols and the southwest scarp occurred long before the 1947 slide. The 1947 slide was described by D&M as "movement which caused a moderate amount of damage to homes and roads in the area". A probable contributing factor to that slide is the 8 feet of road fill placed on the original slide debris, described as "soft wet dark gray silt" in Boring 7 of the Lowe report. ' The extent of the 1947 slide is not known, but was not deep enough to encroach onto the railroad tracks. R -11 EE. me E 1 • • ' Landau states "The discussion of site geology is incorrect due to the incorrect location of the site." Regardless of the site location, HEMPHILL described the geology as though the ' site is within the 'bid landslide". The upper soils at the site are weathered Whidbey Clay, and could be old beach deposits, or remnants of the Esperance Sand. It has not been determined whether the upper silty soils are landslide debris or original soils that were disturbed by the movement of the old landslide. A precise definition of those upper soils is not important, since they do not ' support the proposed house. Landau states "The gray sandy silt and silt beneath the surface soil is assumed to be undisturbed Whidbey Clay, but in all likelihood, has been disturbed by ' past slope movements". ' Based on observations by HEMPHILL during 11 projects throughout the lower bench of the Meadowdale area, descriptions in the Dames & Moore report (1968), the Roger Lowe report (1979), and the GeoEngineers reports (1985 & ' 1988), there has never been any indication that the base of the "old landslide" extended any deeper than the base of the lower bench minus "recent" beach and/or uphill erosion deposits. HEMPHILL encountered stiff to hard combinations of clay and silt, at the site, at the Gogert project 2 properties north of the site; at the 1957 slide site, and 3 properties north of the 1957 slide site, and 4 properties south of the site. The 1947 slide in the vicinity of the site was shallow and did not cause movement of the railroad tracks, according to records kept by the railroad. No slides since 1945 have moved the railroad tracks, but only deposited surface debris onto the tracks. 1 • • ' ^'rojF'GI: i ler. _ 11'1.1. I u �L:;` '! C:Cjf7 " , tiT ge 4 . ' The soils at the west end of North Meadowdale Road are soft and loose silty sands that are obviously eroded soils, probably from runoff erosion or an old ' stream. Those soils are underlain by hard clayey silt, observed in test pits by HEMPHILL, and exposed in the railroad cut. The same hard clayey silt soils are exposed in the railroad cut on this property. ' Landau states "The analyses and conclusions regarding site stability appears to be based on several erroneous assumptions regarding the site geology and landslide history." Landau states that the test pits did not penetrate to below the house foundations. Landau also intimates that the soils below the encountered competent soils might not be competent. The proposed basement floor is located at elevation 58. Four 16 foot deep test pits conducted on a property north of the site (GeoEngineers 1988) show stiff silt to be 3.5 to 5.0 feet below the existing ground surface. The Roger Lowe Boring 7 (1979) at the northeast comer of the site shows hard clay (SPT 50/5") beginning at elevation 60 and continuing for 20 feet to the base of the boring. Test Pits 3 and 4, which are near the proposed location of the house, show competent soils to extend to elevation 45. HEMPHILL observed the hard clayey silt in the railroad cut that extends to elevation 28. There are no incompetent soils below the level of the test pits! The proposed house excavations will be below the upper level of the competent soils, and will be verified at the time of construction, as stated in the report. jgew NUMliNUMy 21 ' I ^1tf ri, `�JC Landau intimates that the Reference Manual offers design options that might confuse the contractor. There are no design options in the Reference Manual. All the design options are ' included in the drawings, or in charts included in the Main Report. Page 1 in the Main Report states "The Main Report presents only ertp inept data and geotechnical information and explanationsp........ "The Reference Manual presents detailed generalized information and explanations". No contractor has ever been confused by the reference Manual. The Reference Manual is intended to help owners to understand the proper ' design and construction of their house; to help contractors to understand drainage, concrete, steel placement, structural fill compaction, rockery and ecology block design and construction, retaining foundation wall design and construction, paving, crawl space drainage, floor slab drainage; in other words, all those after construction problems. The RM also is intended to help architects to understand drainage, foundation walls, rockeries, paving, and that sand backfill might reduce hydrostatic pressure but does not eliminate dampness against foundation walls; to help structural engineers to understand that floor slabs do not restrain the base of foundation walls, -and the upper structure does ' not restrain the upper portion of the foundation wall without help from the opposite foundations; that drawings must tell the contractor when to backfill properly designed restrained walls; that seismic shaking does not cause the backfill soils to add pressure to foundation walls, that lateral forces come from the sluggish upper structure, that the supporting strength of piles is not the end bearing or the structural strength of the pile itself, that lateral forces on piles on j� slopes are not the result of active and passive pressures. The RM was written after 43 years of observing most of the errors that contractors, architects, structural engineers, and building officials can impose onto the largest ' investment people make in their lifetime. BEE�A-12 1 �I LI 1 r i fi �C `ili s�ti f' ,-).! -•.' The structural review states "Geotech to verify 25 pcf indicated in retaining wall calcs. Values typically used in this area are 35 pcf for active pressures and 55 pcf for at -rest pressures. HEMPHILL does not use the "equivalent fluid pressure" method of determining lateral pressures, since that method does not involve the actual soil strength properties of internal friction and cohesion. Equivalent fluid pressure assumes a constant increase in soil pressure, but that method is not accurate if the backfill is not level, or if there are surcharge loads, or if the soils have a cohesion parameter. The column that indicated "equivalent fluid pressure" in Figure 14 in the HEMPHILL report was included for interest only. EFP is not used in the design process. As shown in Figure 13 the design parameter used in the design of the retaining foundation walls is an internal friction of 250 (arctan friction factor; a stupid mathematical manipulation). Cohesion was assumed to be minimized during the worst conditions of poor compaction and saturation to break the capillary bonds; therefore the design parameters are conservative. The structural review interprets that. HEMPHILL disagrees with GeoEngineers findings of 30% probability of ground failure during a 25 year period. The probability statistics have already been proven incorrect, since it has been 50 years since a slide has occurred, and that slide would not have damaged the proposed house, since it will be anchored into stable soils. The GeoEngineers method has been rejected by the Geotechnical Section of the American Society of Civil Engineers. At a meeting of the geotechnical . engineers, they agreed unanimously that the method had no logic, that the predictions are no more accurate than predicting rain on 1 ' August 2010, and would tend to frighten home owners. The City of Edmonds requires geotechnical engineers to include such a statement in their reports, but the engineers do not need to conduct such an erroneous evaluation, since there is already a map for the entire Meadowdale area that includes the evaluations. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • The structural review asks "What implications do the steep slopes just to the west of the property have on the property?" The slopes along the west side of the site are the excavations for the railroad, and are far enough removed from the proposed house to be insignificant. The slopes have been stable since the construction of the railroad. The soils in those slopes are hard clayey silt that is very stable, and a deep-seated slide is unlikely. Any instability would be minor surface sloughing of the upper weathered soils, although vegetation holds the weathered soils, and protects the slope soils from erosion. CONCLUSIONS HEMPHILL concludes that the Landau criticism is inaccurate, and is based on assumptions with no basis, and on poor or no information. The review has caused an inappropriate delay for the client that could set them back a year. Dale C. Hemphill P.E. Registered Engineer No. 14777 State of Washington I EXPIRES 17 FEBRUARY 2000 1 w- EI1W�IH21 h 111 NXEB IF igg?�L JJJJ JJ.J�� z � 0 z 0 L� w a z c� a a 3 > �Z } ? w w z c9 Y Q a U F � 0 Uj O . . . W Cn z W � ° a W W ~ J > cc m W a W H a wU) i a o U) J W 0 Cr in W Z 0 0 c ( a W J z a > =) z w 0 0 � Z O Cz7 W w w w (L a z U) z 0 z z 0 Y W � U � 0 o =�W cr z W°� . . . L In z Z o 0 w Q Z a2S 0 m W J W 0 Z U Q U z H 7 :) J m 0 1L VJ !A CONSULTING ENGINEERS STREET FILIP Meg Gruwell Planning Department City of Edmonds 121 5`' Ave Edmonds, WA. 98020 8/17/99 RECEIVE,) AUG 191999 PERMIT COUNTER RE: Plan Check # 99-52, Armando & Sina Chilelli Permit at 16424 75`h Place W. Dear Ms. Gruwell: I have conducted a study at the site listed above. This study has been submitted to the City of Edmonds Engineering Department. The study clearly demonstrates that reducing the required 50-foot steep slope buffer will have no adverse impact upon the site, the public or any private party. The proposed house foundations are designed to retain the steep slope, therefore increasing the stability of the slope. Dale C. Hemphill P.E. Registered Engineer No.14777 State of Washington �C. co`C �C �SjONAL�� I EXPIRES 17 FEBRUARY 2000 1 4041 WEST LAKE SAMMAMISH PARKWAY SOUTHEAST • BELLEVUE . WASHINGTON • 98008 PHONE 425 644 1080 FAX 425-643-3429 dchemphill@msn.com 0 CITY OF EDMONDS lhc.1803 July 26, 1999 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771.0220 • FAX (425) 771-0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Ms. Teresa Chilelli-White 17813-B — 44`h W. Lynnwood, WA 98037 Subject: Armando and Sina Chilelli Permit at 17424 — 751h Place W. Dear Ms. Chilelli-White: BARBARAFAHEY MAYOR Thank you for your phone call advising me that some of the items requested in my July 20, 1999 Plan Review Corrections had already been submitted and requesting an Accessory Dwelling Unit statement. I discovered that the surveys you referred to had been put in a bundle of information labeled `Engineering Only' and I apologize for not seeing those earlier. I have found the items I requested in the July 20 correspondence for number 2.a. and 3.b, both regarding maps. For number 2, I will still need the wording from'the Geotechnical Engineer regarding no adverse impact to the site, etc. For number ^3, I will still need the qualifications of A.J. Bredberg. Having looked at the wetland map, I find you will need to apply for a Reasonable Use Exception and Variance to the Critical Areas Ordinance requirements for wetlands in order to construct a house on the site. In my July 20 letter I enclosed the application and. criteria for those. You will also need to address the tree cutting plan in light of the wetlands. Finally, please find attached an Accessory Dwelling Unit statement. Please submit the signed, notarized statement along with the $8 fee to record it with Snohomish County. If you have any questions, please don't hesitate to call me at (425) 771-0220 on Monday, Tuesday (afternoon) or Thursday. Sincerely, Meg ruwell Planner Enc. • Incorporated August 11, 1890 • Sister City - Hekinan, Japan Inc 18oI3 BARBARA FAHEY CITY OF EDMONDS MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering July 15, 1999 • • June 7, 1999 Teresa Chilelli-White A.C. Builders Homes, Inc. 17813-B 44th Avenue W }''' Lynnwood, WA 98037 ';`iri; RE: PLAN CHECK #99-52 Dear Teresa: RECEIVED JUN 2 4 1999 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS STREET FILE ° Your parcel of property between 75th Place West and the Burlington Northern Railroad in the City of Edmonds was evaluated for the presence of wetlands. Two wetlands were found on the property; Wetlands A and B; and delineated. The wetland boundaries were survey located and the property is encumbered by wetlands and buffer where the house is proposed. Furthermore, there are no additional areas on the property that would be a suitable location. In reviewing the City of Edmonds Critical Areas Ordinance, it appears that you will need to go though a Reasonable Use Exception and Public Hearing in order to obtain a building permit and apply for variance pursuant to Section 20.15b.170(A). The issues at hand for the hearings examiner to approve are.: 1. That the ordinance would otherwise deny all reasonable use of the property. Which is shown on the wetland map. 2. There is no other reasonable use consistent with the underlying zoning with less impact on the critical area or its "buffers. A single family dwelling is a use of least impact that there is.-' 3. The proposed development does not pose an unreasonable threat to public health, safety or welfare on or off the property. Harbor WA 98335 USA .53.858.7055 FAX 253:858.253A. • 4. Any proposed alterations of critical areas or buffer 'is minimized to the extent possible to allow for reasonable use of the property. 5. The proposed activity complies with all state, local, and federal laws, including those related to sediment control, pollution control, flood plain restrictions and on -site wastewater disposal. 6. The inability to arrive at reasonable economic use of the property is not the result of actions by the applicant or predecessor in title, in segregating or dividing the property and creating the undevelopable condition after effective date of this chapter. 7. The applicant is applying for reasonable use under this section while applying for variance pursuant to Section 20.15b. 1 70(A). With the above seven items,. in mind, Wetlands A and B appear to be heavily influenced by off --site drainage. In the case of Wetland A, the beginning of the wetland is at a French drain outlet that corresponds to Flag Al. Whereas, Wetland B is associated with the discharge of a perimeter drain near Flag B1, both. of the drains are off -site to the south draining in a northerly direction onto the subject property. Both wetlands are Category II wetlands as they are less than one acre and greater than 2,500 square feet with a forested wetland class. In the process of building a single family residence on the property, the wetlands will have to be dewatered. A geotechnical engineer has taken this into account, and this will effectively drain the wetlands of the property. There is no other configuration of the property for the house, driveway, or drainage system that would have less impact on the wetlands. At this time, this preliminary letter provides you with information to go to the city and determine the next step in preparing the wetland delineation report as your single family residence application proceeds. If you need additional information, please contact me. Si erely, A. . Bredberg 3173Uajb/smh/6/11 /99 JUi V 1-9 0 1 C June 7, 1999 p��CITY OFTESERVIC DMONDSS crR. Teresa Chilelli-White A.C. Builders Homes, Inc. 17813-B 44th Avenue W Lynnwood, WA 98037 RE: PLAN CHECK #99-52 Dear Teresa: Your parcel of property between 75th Place West and the Burlington Northern Railroad 'in'the'City of Edmonds was evaluated for the presence of wetlands. Two wetlands were found on the property; Wetlands A and B; and delineated. The wetland boundaries were survey. -located and the property is encumbered by wetlands and buffer where the house is proposed. Furthermore, there are no additional areas on the property that would be a suitable location. In reviewing the City of Edmonds Critical Areas Ordinance, it appears that you will need to go though a Reasonable Use Exception and Public Hearing in order to obtain a building permit and apply for variance pursuant to Section 20.15b.170(A). The issues at hand for the hearings examiner to approve are: 1. That the ordinance would otherwise deny all reasonable use of the property. Which is shown on the wetland map. 2. There is no other reasonable use consistent with the underlying zoning with less impact on the critical area or its buffers. A single family dwelling is a use of least impact that there is. -3. -The proposed development does not pose an unreasonable threat to public -health, safety or welfare on or off the property.... A1N.LMSPVP110$ Harboe' WA 98335 USA 253.858.7055 -FAX 253:858.2534 4. Any proposed alterations of critical areas or buffer is minimized to the extent possible to allow for reasonable use of the property. 5. The proposed activity complies with all state, local, and federal laws, including those related to sediment control, pollution control, flood plain restrictions and on -site wastewater disposal. 6. The inability to arrive at reasonable economic use of the property is not the result of actions by the applicant or predecessor in title, in segregating or dividing the property and creating the undevelopable condition after effective date of this chapter. 7. The applicant is applying for reasonable use under this section while applying for variance pursuant to Section 20.15b. 1 70(A). With the above seven items in mind, Wetlands A and B appear to be heavily influenced by off -site drainage. In the case of Wetland A, the beginning of the wetland is at a French drain outlet that corresponds to Flag Al. Whereas, Wetland B is associated with the discharge of a perimeter drain near Flag B1, both of the drains are off -site to the south draining in a northerly direction onto the subject property. Both wetlands are Category II wetlands as they are less than one acre and greater than 2,500 square feet with a forested wetland class. In the process of building a single family residence on the property, the wetlands will have to be dewatered. A geotechnical engineer has taken this into account, and this will effectively drain the wetlands of the property. There is no other configuration of the property for the house, driveway, or drainage system that would have less impact on the wetlands. At this time, this preliminary letter provides you with information to go to the city and determine the next step in preparing the wetland delineation report as your single family residence application proceeds. If you need additional information, please contact me. Si erely, A . Bredberg 3173Uajb/smh/6/11 /99 • + s q --G Ct1�' "* l ANTHONYJAY BREDBERG a:P:O. Bo 'r1.337 . Gig Harbor, Washington 98335 RECEIVED 858-7055 AUG 191999 PROFESSIONAL EXPERIENCE . PERMIT COUNTER Soil Scientist, Wetlands Biologist, Botanist. B & A, Inc. Specializing in wetland mitigation, enhancement, restoration and studies, soil survey, slope stability assessment,, site evaluation, permitting, and expert witness testimony. EstabN ed 1986. Senior Soil Scientist. NH SOIL CONSULTANTS* Inc. : �r Founded and directed soil survey, mapping and wetland division. Consultant. BREDBERG SOILS Agronomic consulting in conservatio .sediment and erosion control, soils and production. M Administrator, El Rancho Cenit a"' Me, Administered 2,000 acre ranch producing vegetable crops College Instructor. BLACK HAVIIK :j Focused on plant identification, soil man gemen; and conservation.. Megerani, Ltd. LAGOS, NIGERIAk Acted as US agent for exporting commodities, industrial and agricultural supplies. EDUCATION: MS North Carolina State University; Raleigh, NC. Studied soil science and plant sc ence 1979 BS Western Illinois University, Macomb, IL Studied plant science and botany Graduate Studies Soil Science University lllmois Forestry University,of New Hampshire Wetlands University.,of�i Massachusetts, res2/ajpersona1/3/95 1 r PROFESSIONAL AFFILIATIONS: .. National Society of Consulting Soil Scientists Board member since January 1990. Northwest Association of Cons-`ing Soil SciE Past President Soil and Water Conservation SO' et of Amei International Society of Soil Scientists'' Soil Science Society of America Society of Wetland Scientists QUALIFICATIONS AND EXPERTISE- Vie,,s Certified Professional Soil Scientist g w Conservation and Management ,..,,. Certified Professional Wetland Scientist Soil Survey and Mapping Sediment and erosion/ Slope sully Expert Witness Testimony K„ Wetlands Biologist/Botanist s .. ,.>,:.: y:. Wetland Delineator Recognized Speaker k "` t.; Waste Management Site Evaluation Educator/Trainer A.J. Bredberg is one of the;leading wetland-&ih eators in the country. He has cooperated with over 2,000 surveys and wetland`evaluations. Additional detail on his experience or samples of work' be requested ra,, A.J. Bredberg has unique'cred� His consulting activities have taken hi Caribbean. He was on the board of d Scientists and served as chair of the strong background in plants and soils Soil Scientist. He is an expenericedw been involved with the environmental 10 years. Few individuals are a bota"r in ;experience not listed on his resume. ghout the,US, Latin America, and the of 'the National Society of Consulting Soil e on hydric'soils.' A.J. Bredberg has a &botanist and a Registered Professional r and public speaker. A.J. Bredberg has 15 years and with wetland delineation for scientist and agronomist. . - 4_`.. u, 41 t res2/ajpersonal/3/95 r I j . I Nesfern 13000 Highway 99 South • Everett, Washington 98204 �- _urvey®rss (425) 356-2700 742-5500 FAX 356-2708 - Inc. GRADING CALCULATIONSoF� �'f? y 1999 a ENT FOR THE PROPERTY LOCATED AT c/!ryM°F oMON Ss VTR 16424 75 PLACE WEST EDMONDS, WA ! i PREPARED FOR: ARMONDO CHILELLI DATE: JANUARY 22, 1999 ` ' r- 8r REVISED: MAY 27, 1999 r, PREPARED BY: REVIEWED BY: BRIAN KALAB, E.I.T. DONNA L. BRESKE, P.E. CLIENT: ARMONDO CHILELLI 17813 44TH AVE WEST LYNNWOOD, WA 98037 (425)743-0868 a WESTERN SURVEYORS, INC. JOB NO.97-067-A LAND USE CONSULTANTS • CIVIL ENGINEERS • LAND SURVEYORS •ENGINEERING CORPORATION I i i i r� 7.� I FL kO: to u> 2 � C7) O G: FL Ic- C, i- %,. i 50 x , CO - 11 ;=5 .1 --� j 7 7 C- Ei z :2- 332 9 Jt;-33 c.,4- j-/ ;2e) 13,0 --- X, ;�, _7� ;2, 3 :� cly. -7-o 4- c, I C— 0" 7 l 7. a 0,2, 7 ;7_3, _3 LANDAU ASSOCIATES, INC. Environmental and Geotechnical Services Ms. Lara Knaak City of Edmonds 121 5th Avenue North Edmonds, WA 98020 7 RECEIVED APR 2 11999 DEVELOPMENT TYY OF EDMONDS C7R. RE: PRELIMINARY GEOTECHNICAL REVIEW PROPOSED CHILELLI SER 16414 - 75TH PLACE WEST EDMONDS, WASHINGTON Dear Ms. Knaak: • April 20, 1999 We have completed a very preliminary review of the geotechnical report that was recently submitted as part.of.the,building.permit application.for the.:propose.d.Chilelli single family residence. Our review of. the _ geotechnical report prepared for the project by Hemphill Consulting Engineers. dated January 6, 1999, disclosed:the following: • The site 'is incorrectly located on Figures 1 and 4.. The actual site is north of the location shown on these figures.. .I • In Section,.2.1, History of Site, the 1979 Roger Lowe report, the 1985 GeoEngineers report,' and the earlier 1968 Dames and Moore report are not referenced. It appears. that the information contained in those reports- was not reviewed as part of the geotechnical investigation, although 'the Roger 'Lowe and GeoEngineers reports are mentioned in Hemphill's March 9, 1999 "Risk Statement": • Section 2.2, 'Geoiogic Research, and Fieare + indicates. that' the site is within the mapped Whidbey Clay (Qw). If the site were properly located on. Figure 4, the site would. be. within mapped landslide deposits (Qols). This section of the report states that . mapped landslide probably occurred,thousands of years ago. The 1968 Dames and Moore report indicates that this portion of .the landslide experience movement. as late as 1947. The steep slope in the, southwest corner of the site is part of the mapped landslide scarp. • The discussion of site..geology (Section 2.5 of the report). is incorrect due to the incorrect location of the site. The upper soil is assumed to be "weathered" Whidbey Clay -and possibly old beach: deposits:. These `soil units are likely landslide debris that has' accumulatedon' the site:.. The::gray sandy silt: and.silt beneath the surface soil is assumed to be undisturbed Whidbey Clay, but in all likelihood, has been disturbed by.past slope movements.- -The analyses and:conclusions regarding site stability appears to. be based on several erroneous assumptionsregarding the site geology and landslide history. WAPATO CREEK PLACE • 4210 - 20TH STREET E. SUITE F TACOMA, WA 98424-1823 (253) 926-2493 Fax:. (253) 926-2531 E-Mail: info@Landauinc.com Edmonds Spokane Tacoma I • Subsurface- explorations for the proposed residence only penetrated to depths of between 3 and 6 ft • below existing site grades. Based on elevations of the proposed structure, excavations as deep, as 10 to 12 ft below existing site grades will be required to construct the foundation of .the house. Because of past landsliding, one cannot assume that the soil at a depth of 12 ft will be as competent as soil at a depth of.6 ft. Subsurface explorations should penetrate to at least the proposed basement level of the structure. Because_ of errors in the geotechnical report, 'we cannot properly evaluate the recommendations contained in the geotechnical report "and the adequacy of the design to adhere to the requirements of Ordinance'No. 2661. Therefore, we recommend that the geotechnical engine Ir review and revisethe report to reflect the actual site geology, and that site stability issues be reevaluated based on correct site characterization. Additional explorations (e.g., soil borings, piezometers, etc.) will likely be needed for this characterization effort. The documents should be returned to the applicant, for revision.. and be resubmitted. At that time we can complete a more thorough review of the entire submittal. Lastly, the project "Geotechnical Engineering" report makes frequent i Manual" for the project. While the Reference Manual gives general informaw be nearly impossible for a contractor to properly sort out which design option close supervision by the geotechnical engineer. One of the main purposes of eliminate such guesswork, especially pertaining to changes during constru, recommend the City require the geotechnical engineer provide specific re( relevant geotechnical issue,.thus minimizing the potential for field modifications We trust this letter provides you with the necessary information. If please contact the undersigned at (206) 622-4113. WDE/jas 04/20J99 1:\PHOJECi\074\084\chilellistr_rvw.doc 2 LANDAU ASSOC. By: .0L d- William D. Evans, CPG Associate to a "Reference on many topics, it will to follow, without very :y Ordinance 2661 is to on. Accordingly, we mmendations . for each construction. have any questions, LANDAU AssoclATEs t %-not-, M—mr F 1-ow V) Z W 0 o Q w - o W U) J Z � m — W Q W F- F- _O Q in J A o cr O Z O J C H (n J (n W 0 in W Z C,: O O < en W J Z Q > :) Z W O < W � c � C� O cn Z U C (n W W W W a. O Z Z () O Z Z i= W O Z U LU O D UJ = W w Q W O . . . U) Z Z o 0 W W < Z o CL W -J W Z W o ? Q a D J m O O LL N N Project Number 2131 Ct:: NSOLTING ENGINEERS March, 1999 page 1 of 2 pages CLIENT Armariou Giwielli of A.C. Builders��y IR 1 L 17813B 44th Avenue W. f;raJ Lynnwood, Washington 98037 ATTENTION : Teresa Chilelli-White REFERENCE: Proposed house located at 164xx 75th PI. W., Meadowdale. SUBJECT Addendum to geotechnical report. INTRODUCTION, This report is an addendum to the original geotechnical report titled "Geotechnical Engineering for the Proposed Chilelli Residence- dated 6 January 1999. The purpose of this reportt is to present some specific wording required by the City of Edmonds for all geotechnical reports in the vicinity of Meadowdale. The addendum was authorized by Teresa Chilelli-White in a letter dated 1 March 1999 and addressed to Dale C. Hemphill of HEMPHILL CONSULTING ENGINEERS. RISK STATEMENT The risk statement is included in the.,'original report on page 39 where 'it states "......and with the approval of the following inspections, there should be no risk of damage to the proposed -project or the adjacent proper ties." The report did not include the statistical probability of earth movement within a 25 year period. The value for the undeveloped property is already included in the Landslide Hazard Map presented as Figure 1 of the GeoEngineers 1985 report, which is an amendment to the Roger Lowe report of 16 October 1979. 4041 WEST'LAKE SAMMAMISH PARKWAY SOUTHEAST • BELLEVUE • WASHINGTON • 98008 PHONE 425.6441080 FAX 425-643-3429 dchemphill@msn.com ' �POOct" Number 2131 09 March 1999 page 2 of 2 pages f • `;,> Both'. reports were Written by Don additional safety factor) of VI I at the . Tubbs': ;and John ' Kolosky. The site. That intensity is based on °value. presented in the 1985 report records that show a VII intensity can .'is; '4A30 in the .1985 report occur once in over 40 years,, as amended from 4A90 in the 1979 explained on page 15 of the report. repo'rU I;he key to the' 4A30 is "(4) and in the Reference Manual. hazards,` from ground failure in preyously: failed '•] material' by a The site slopes down to the west at ..process,�of "(A) slumps" with a "(30) 15% to 16% except for a short 30%`', probability ' of; occurrence section at the southwest corner of during;a,25 year period". the site which slopes at 32%, which is less than the natural angle of ,�HEMPHILL states; that there is no repose of ' the soils in their Fl` ,.probability, of significant earth weathered condition. Because of the movement 'that could damage the gentle nature of the slopes, and the proposed house after construction, strength of the undisturbed soils, unless there is a seismic event that there is no probability of sliding. exceeds: the design intensity (with ' k 'iii• I s i i+! f1�, jilr,,, Dald. Hemphill P.E. �Cof wAsyti I?Ih,`. :Re'gistered Engineer No. 14777 'F/'Q�� R{��p . ,G 'IN Washington j�NAL r: lu ; .,: i� ti' h''• R.h, I , is t EXPIRES 17 FEBRUARY 2000 �, ''' ,, • .' :cif,. �, rIrTr, rE ' rI ICJ; ,; CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771.0220 • FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering jhc•1S°�� March 6, 2000 GARY HAAKENSON MAYOR AC Builders Homes, Inc. 17813 B-40 Avenue West Lynnwood, WA 9.8037 SUBJECT: Proposed Residence at 1 Cui3'4-75' Place We (PC-99-52) . Dear Ms. Chilelli-White, The Assistant City Engineer, Don Fiene, approved your storm 'drainage concept. of connecting downstream of the detention system on the adjacent property. t• The City Engineer did not approve your proposal to contribute $2,320.50 in lieu of constructing a sidewalk. He does not feel it is fair for you to have to bear the burden of the total construction of the frontage improvements, so he counter -proposes that you widen and grade the shoulder eight feet from the edge of the existing road, across the frontage of your property. This will prepare the shoulder for the City of Edmonds to construct the actual walkway at sometime in the future. Because the location of your proposed driveway and your. neighbor's existing ` driveway affects this widening and grading, we feel it would be best to have an engineer design the, improvement. The design will be reviewed in conjunction with your building permit, and the work may be covered under the auspices of the Right -of -Way Construction Permit that I issue with your building permit. It may be necessary to relocate portions of your neighbor's driveway. The area south of your proposed driveway may also be affected. If you have any questions do not hesitate to contact me at (425) 775-7744. Sincerely, iDON C. HYDE Development Services Engineer GCH/cmc cliilelli4.doc Incorporated August 11, 1890 • Sister City - Hekinan, Japan rnC.1S9v • CITY OF EDMONDS • 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering July 15, 1999 Western Surveyors, Inc. 13000 Highway 99 South Everett, WA 98204 Attn: Donna Breske SUBJECT: PrWIL a -- Dear Afire-ske: BARBARA FAHEY MAYOR The Engineering Division staff reviewed the drainage for the subject proposal. Infiltration is not allowed in this area. This is in the Meadowdale Slide Complex, so all. stormwater must be tightlined to contained systems.. I apologize for any inconvenience that the earlier comments from Engineering staff may have caused. The drainage report must also be revised. The 10 and 100 year storm post -development runoff is to be released at predeveloped rates. Use 81 or 85 for Cn, as the predeveloped condition should be considered as second growth or meadow. Use 2.0 in./24 hr. for 10-year storm and 3.0 in./24 hr. for 100-year storm. Otherwise, the logic is acceptable. If you have any questions, do not hesitate to contact Don Fiene at 771-0220, Ext. 323. S' erely, GORDON C. HYDE Development Services Engineer GCH/cmc C: DST AC Builders, 17813 B-44`h Avenue West, Lynnwood, WA 98037 R:\ENGR\GORDY\chilelli. doc Incorporated August 11, 1890 • Sister City - Hekinan, Japan City of Edmonds RIGHT-OF-WAY CONSTRUCTION PERMIT A. Address or Vicinity of Construction: 1�4 14 15 0 ry— C. Contractor: 1+6 Agil%l&AS�eAO/'W_ Mailing Address:l7g 13 " /� Ael State License #:�� D. Building Permit # (if applicable): Permit No: 00— Z:7 / Issue Date: U _/0- 0 Contact: /f�✓Q%% (��//� �/. Phone: ?43 — D Z Liability Insurance: Bond: $ Side Sewer Permit # (if applicable): E. ❑ Commercial ❑ Subdivision ❑ City Project ❑ EUC (PUD, GTE, PSE, CHAMBERS, OVWD) ❑ Multi -Family Single Family ❑ Other i INSPECTOR- F. PAVEMENT: YES NO G....,. SIZE OF,CUT ., X H. Charge: $ CONCRETE CUT: ❑YES] NO APPLICANT TO 1 AND SIGN IDEMNITY. 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. I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINK COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS Signature:",_ 4 LU - M -- ate: �D (Contracto or Agent)�- le CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK FOR CITY USE ONLY Approved by: Right -of .way Fee: Ay 74 5dLF_ Time Authorized;,, Void Disruption Fee/Fund 111: Special Conditions: + b4ws Restoration Fee: Total Fee: i Receipt No: Issued by:— Z UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION. IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE. fyl1GF'.�hq�aL �i�3lo FINAL APPROVAL OF PERMITTED WORK: -f PA 1 INSPECTOR'S SIGNATURE DATE: For inspection requirements see Engineering Information Handout. STATEMENT ON ACCESSORY DWELLING UNITS Property Address: Edmonds, Washington ; Legal Description: 96c7e2 p- ` I, t N . 1;0� 3,' ?,oc<< 9:-?. ( d-ma - ben _� �� l % �t-r'�c�t+ Rccr�c•s�l n�� Pair �'ti.d te�c� R.Q cnt•�t� " i I� �Valu � 5 o F P Wt� . PF�� 3R. S•'wl•a . `t'RCT' A Cf;��.> r. �- S,�cywst Cc•„�V�'r� l,c�q : ' P�C�C'`�``�'t'tiJE' 4VD as iVoL'�v�a. Assessor's Parcel Number: y1�1 v9't - 7 o1o4 157:3j-000-pw -0-705 IJ c I have read the requirements for accessory dwelling umts contained in Chapter 20.21 of MAP the Edmonds Community Developmentode-and understand that an accessory dwelling unit, including a second kitchen, is prohibited for two years after occupancy by the 10 V W. current owner (unless a waiver is granted by' the, Community Services Department) and until after a conditional use permi:fit has-been approved by the City of Edmonds Hearing I;:xt�miner. - I. also understand that approval of a conditional use pe'rmit.is subject to'a public A hearing, and neither this statement nor the issuance of a building per shall act to limit the discretion of the City in the review of any application for a conditional use permit. Property Owner Signature: Date: STATE OF WASHINGTON): COUNTY OF SNOHOMISH) $ ` I certi ry that I `know or have satisfactory evidence that signed this instrument and acknowledge it, to be his/her free and voluntary act for the uses and ,purposes mentioned in this instrument. \rota Vs pressure seals must be smudged. Dated :, = Signature �4`t�Notary Publ c SS 10A1 ' A�C111 Residing M. m; MY Appointment PU �,� co • r---% Expires. 1►► •• 3 .: •x .'w � �' -^`tyr.S. rip +.... , hMUST BE RECORDED WhTH THE SNOHOMISH COUNTY' AUDITOR, EAti177' Gn�7A[ E" S,. o/l Ell PERMIT ,•�----Q!— CITY OF EDMONDS USE PERMIT ONE NUhIIBER 2 CONSTRUCTION PERMIT APPLICATION . JOB I ADDRESS I IV/7 I - SUITE/APT# 1 OWNER NAME/NAME OF BUSINESS •' j LEGAL DESCRIPTION CHECK SUBDIVISION NO. LID NO. N �� U w MAILING ADDR•r S u +C- PUBLIC RIGHT OF. WAY PER OFFICIAL STREET MAP TESCP Approvedt RW Permit RequiYec7 ' Z 0 'h• V �pn O`+ ~ Street.Use Permit eq� EXISTING REQUIRED DEDICATION� Inspection Requireq CITY ZIP TELEPHONE 'PROPOSED 4-4-2 Sidewalk Required--SJ tr- METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED t7 NAM 1 { 1 YES NO ❑ x 1 D REM R C" �N��' w 2 W r ADDRESS z Q ZIP_ TELEPHONE CITY , 7 I A INEE ING MEMO'D ED REVI WED BY C- r cc ADDRESS O FIRE MEMO DATED RE IEWED BY w t-_ U Q cc CITY ZIP TELEPHONE VARIANCE OR CU ADB# SHORELINE # c0i C S AT LICENS BER EXPIRATION DATE I CHECKED BY �SEPA REVIEW COMPLETE EXEMPT SIGN AREA ALLOWED PROPOSED HEIGHT ALLOWED PROPOSED IAOZ LEGAL DESCRIPTION OF P OPER INCLUDE ALL E SETS TS EXP I N / r 125-1 O LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) a 4- ALLOWED PROPOSED FRONT SIDE REAR FRONT UR SIDE REAR O ;1 7`~ /3S Z� /n it !?)/ �� b o r- , _� i Q PROPERTY TAX ACCOUNT PARCEL NO. t7 LOT AREA PLANNING REVIEW BY DATE a JIroars �,:G r VNEW RESIDENTIAL, ^a. PLUMBING / MECH REMARKS / ry ADDITION 0" COMMERCIAL COMPLIANCE OR ❑ ❑ ❑ CHANGE OF USE r I/ / ❑ REMODEL -,❑ APARTMENT ❑ SIGN � � t GggjAmNG FENCE REPAIR CYDS ❑ ( X FT) ❑ CHECKED BY TYPE OF CONST CTION [CODE OCCUPANT GROUP / ❑ DEMOLISH ❑ TANK i, ❑ OTHER Sk&L_k9;3lfdfORT1FiEA h g OCC P 'I / LOA� I �l ARAGE ❑ RETAINING WALL ❑ Z �ARPORT RO KERY RENEWAL REOUIR YES �3 cw �©` .7 Syr l-; Q� •'// '7S REMARKSfz O a(TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: PROGRESS INSPECTIONS PER UBC 108 w NUMBER-) BER OF CRITICAL m O OF rj Jr>t^A- DWELLING AREAS (� q'iq,; O STO UNITS: - r NUMBER Z?%..; DESCRIBE WORK TO BE DONE ✓ '••'-'' ' - n r % --. r , . .- t - i - .. < , , 1 ..- >,1..�, , n _. L I S UI VALUATION FEE PLAN CHECK FEE � HEA SOURCE GLAZING % LOT SLOPE % BUILDING 3 13 7� Z4 e O PLUMBING PLAN IJAEU NO- VESTED DATE MECHANICAL THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO F ._ BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC GRADING/FILL Zi DOMAIN (CURBS,SIDEWALKS, DRIVEWAYS, MARQUEES,ETC.) WILL REQUIRE t SEPARATE PERMISSION. 2 - (14ATESyy AHARGE w PERMIT APPLICATION: 180 DAYS a PERMIT LIMIT: 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS STORM DRAINAGE FEES ,l•- w APPLICANT. ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS ` ENG: INSPECTION FEE c Ld IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF cc EDMONDS. WASHINGTON; ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Q ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY x 0 FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE PLAN CHECK DEPOSIT I `� 0 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE x NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.* r.. TOTAL AMOUNT DUE / I 1 HEREBY ACKNOWLEDGE THATI HAVE READ THIS APPLICATION; T( AT.THE INFORjy1ATION ». ' GIVEN IS CORRECT; AND THAT I AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF fi -" %'' " 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. WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. SIGNATUR WNER R AGENT) DATE SIGNED (425) OFFICIALS SIGNATURE r rJ i > :> j'— �r'., I�/� 771'�000 e�DATE , REL SE - DATE ATTENTION fir' /r� !;r�.r;�°r Wr.t�.)� ;:w�:...zy,^, JJ�� 7 (Iy " IT IS UNLAWFUL TO l}w& �I'5UPPA''B6t0ING OR STRUCTURE UNTIL .w I l- A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI / ! 1. ✓ ( 1p ORIGINAL- FILE YELLOW -INSPECTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER GOLD - ASSESSOR G r AR 5p, 0 lu X 7 ham UO O W8 0 Au Au Q T4 ob:7 u f op I T-6 No LL- 41� LEGEND " 1s o4 FLATTER 2, MPS , NE 1/�, NE 1 /4, SEC. �, T.2 �N., R. �E., W.M. p SET 5/8 x 24 REBAR/CAP WS! 16916 1 TO 2 �'-, �.Q � •"� n �'�'z ' '� : ti�u, ......-, .0 MEADOWDALE ® FOUND 4"x 4" WOOD MONUMENT �,9 '• : �� SNOHOMISH COUNTY, WAASIIINGTON MARINE r ' (SET BY OWNER) 6 ' ' + J� �0/ SET CONCRETE NAIL WITH ' I.. '' � FREE -DRAINING B 111 S1, X 5X FINES); i 314" - 1 1 /2 $1 ' / FLASHER (CNF) wsi 16916 Q ='' :. MIN. 6" WIDE LAYER of 2 -4' QUARRY WASHED ROCK izt� MONUMENT CASE NOT FOUND ' " SPALLS ADJACENT TO ROCKERY C�a,. -• ® OR SET MON/CASE WS/ 16916 : • 4 0 •'� �%A� STABLE CUT FACE !N NATIVE 2. 5' § � POwP A " j :� �: . • 'r . 'r! MATERIAL si. RD 162ND _A FIVE FND• 4 x4" CONK. I 17 MONUMENT NOT FOUND p' ' �� 6 PERFORATED (1NG • W. MON/CASE W/2" `'�- r BRASS DISK &PUNCH, BROWNS .' OR SET MONUMENT WSI 16916 � : " : '` � 41 I.P PPE PVC W/HOLES UP EX�S µ��' : - L , SECTION CORNER NOT FOUND GEo1EJCALE FILTER _ _ _ C� �Z ` : 1.'- Qj <<� FABRIC -LE FI 140N WRAPPED IN ,�` Y,.,�: •.•r".,,, l�:i 0.4 DowN, S 15023 OR SIMILAR MATERIAL 6 .� f.;:..: f R = 10 MIN 1/JUNE 1997 ® FOUND REBAR/I.P. (IRON PIPE) NON -WOVEN ;.�: ::; :::.;., • �` Q" . MIN GEOTEXTILE FILTER . 'y .! `� _ • FIRM, UNDISTURBED SO! � � ' • :+ . - '� ''' ^ ' FOUND MONUMENT/CASE T2 MIN Fl L . AFI 14ON • • •,1,• .• _ O REQUIRED �. FABRIC-MIR :,.•.��..,,..�• ..4' 4»_8„ - ,. ' •:.:••.r,x ., ':�' ''Y QUARRY a CB (TYPE 11) 81.40 ' ^h 2' OR SIMILAR MATERIAL �qs so• I. '"' = `'.`.*.} ".# SPILLS 18 cMP W -74.49 " i G-4 GROUP 4 1. ROCK SHALL BE ROUND AND HAVE MINIMUM 'QF C'!N ":=`�: - ;::I ?, r r•.%,. -� ()- SCALE: 1 = 3c) 0(,�, : •� f.-t , . � 18" RCP N)=74.65 / DENSITY OF 160 POUNDS PER CUBIC FOOT. NON -- WOVEN 'c�J Mid � y f pro;-�` i p 18" RCP (S)= 74.47 1, r 12" CMP (E)=77.2t /" 2 THE LLWG DiMINSiON of ALL RoaKS SHALL GEO T EXTILE F1L TER PERIMETER DRAIN DETAIL .' ' ,, ;�•� I 0 1 s 30 o ,, Q (D) DEED d ,-, / r BE PLACED PERPENDICULAR TO THE WALL r ; iX , (Ly CENTERLINE EACH ROCK SHOULD BEAR ON TWO ROCKS IN FABRIC-MIRAFI 140N • : i m MERIDIAN: ROS VOL. 3�1 PG. 170 'o61 ' THE TIER eaow. OR SIMILAR MATERIAL TEMPORARY CONSTRUCTION ENTRANCE �.', `. , , f ; . /'4 3 3 IF PROPERTY LINE SECTION D-D _ BASIS OF BEARINGS: CENTERLINE 75TH PL. W. P J. IMPROVED WALKING SURFACES ABOVE AND NOT TO SCALE 4 E,'`; `' 5 FND. 4 x4 CONK. N / �� FILTER FABRIC TOP, NOT TO SCALE " '' ` ` "_` "`' .; // ' >E- X FENCE LINE ADJACENT TO ROCKERIES OVER 30' IN HEIGHT MON/CASE W/2" SHALL BE PROTECTED BY A GUARDRAIL S1DE� &BOTTOM - . h EDS Q 0 STORM CA TCH BASIN CONFORMING 10 UBC 17i2 +7.59- BRASS DISK & PUNCH, J _ { ; SURVEY STANDAMEETS OR ERD AS PER: 4. ROCKERIES ARE EROSION -CONTROL STRUCTURES 0.4 DOWN, LS 15023 ? 1 . BM• SSMH NO. 11 1 E. NORTH STORM DRAIN MANHOLE NOT RETAINING WALLS NATIVE MATERIAL SECTION CORNER - (' 1o(JUNE 1997) "' _.0 _ WAC 332-130-050D MUST BE STABLE AND FREE-STANDING 1N v ° MON NOT FOUNDN 87 35'43" W - - _ • P qo----, ELEV. = 78.90SANITARY SEWER MANHOLE CUT FACE "� ! ° 213:40 9 �a� �r•� �� tWAC 332-130-090 1. S 5. ANY DEWA710M 1N DESIGN OR IN PLACEMENT � ,/ �O h ° l v r, OT P POWER POLE W�j7 E SEAL OF A gVll aaNElR �BMITTIED / ; ; S IF ° • o ®• WAC 332-130-100 GUY POLE CURRENTLY LICENSED IN THE STATE OF (V //�l VERTICAL DATUM -- I ____-1 H CITY OF EDMONDS INSTRUMENT USED: WILD TC-1010 wASHiNcroN. /So•.;%'; / SSMH TOP)=49.60,/ r i SURVEY PERFORMED BY FIELD TRAVERSE ow WATER METER / /-7,,11,11, � I o SEWER AS-BUILTS 6. MORTAR ROCKERY AROUND HEADWALL OF INLET/ 171.E =42.40 ' / / 10 WATER VALVE OUTLET PIPES / I FIRE HYDRANT _ N 6176 56 _WAR) �Q /� - I.E. (E)-42. 75I o , \ / -. 1 ROCKERY W/ PIPE DET�L / . '! / / 10 SANITARY SEWER ESM T o / -J G-----•----- GAS LINE NOT TO SCALE / /�i / A.F. NO. 8306230308 °j j °�O -I l -W WATER LINE ,Q�; `� , / I �''1,."/ / I . ` (5' EACH SIDE OF SEWER LINE) SFR I ` I W� -i . / -I, __...-.__ POWER LINE h ;�/ / ,% / l �/ 16404 / �;` SS SEWER LINE , �� ` / . . , I / / /: f ' L � - - �i_ 1A 160TH ST. SW ------------ q�F /b SITE 64TH PL. SW 165 TH PL. SW i 3 Q Z 1 n VICINITY MAP SCALE: 1" = 2000' Qca MEADOWDALE PLAYFIELDS FA FIELD ADJUST INSTALL 6" ADS PIPE / �0 1 1-3 ROCKERY 1 SOUTH OF RETAINING WALL � / / . / ,, . NE CORNER i �"'/ // ' , ' FILTER CE (URIC / i \ \ \ I AS REQUIRED �` /.; l.... �� A-13 N 8 " 1 / / A-Il LEGAL DESCRIPTION 0' �% , / / OF LOT 2 �� I 1 I " N o i` 73543 W 259.77 . •, ADS DIFFUSER DISPERSION - j/ ; % / ;,, r N 8735 43 W N 78 `� FND. 1-1/2' IP l i l PARCEL A . IE=22.50 ',' / / / CB 6 ' 110, 259. 77 JUNE 99i) 20.67 S 1, f B-Ix. • B-67;��_----`� B-5 / .. o _'- , -- 1. ° /A ; / - - - SSMH N0. 11 ::.. \ .;. 1 r-- /_.. _.'1_.. { SEE DETAIL SHEET 2 / / h i .' 12' ..�:: "' LOT 2 AND THE NORTH HALF OF LOT 3, BLOCK 97, MEADOWDALE / '' / 1 -'- - - - / C . a, TOP =NO. I1 '' B-4, " 1 ._ / ? r r CB 5 / -- ----/ A-14 BEACH ACCORDING TO THE PLAT THEREOF RECORDED !N VOLUME 5 E'(" / / �T %ti (� J - - (� LE. (s)=79.11 ,,((/'' • ' A-10 . ' OF PLATS PAGE 38 RECORDS OF SNOHOMISH COUNTY WASHINGTON• �. tio' / , / �' / ' / - . I.E. (S)=79.11 'Cif.' �c I 8r 20 - i F94 f . c 'I'. GARAGE ' 2-38LF 27" DIA PVC cfl • // . °p / Cij Y I GARAGE r o �f - r ' ' w i B-3 , O TOGETHER WITH THAT PORTION OF VACATED ROAD ADJACENT TO AND / . �, ° DET. PIPE 0 0.5% ; W 1 - „� :;:%;' ; o 1 Cl % i o 0 . � o 'B I WEST OF SAID LOT 2 AND THE NORTH HALF OF LOT 3 AND BETWEEN ' 1o' DRAINAGE / I ' ^ �8 =`.l' TEMPORARY C /"' r✓. '•'•' '• / ;'% z PROPS r, , 1 v� A 9 -5 0 ED y. o : h� :::::...:..: A THE NORTH LINE PRODUCED OF SAID LOT 2 AND THE SOUTH LINE ESM T • CB 8 � �. CONST. ENTRANCE :,> .:: : / / CB 4 / / l o : RESIDENCE >,c, o F95 r .': . �. K , - PRODUCED OF THE NORTH HALF OF SAID LOT 3 70 /'' / /. _ A 4 FF � 97. A IS• E 70.0 a • / a _N 59 59 03 _W(R� 'V 'Yi. % B , 6 ;�,; / �o a : :, . /.. L', i a. :J•. / N O r.1 •: 'A C :� 1 0 /.. N _ N C • - D CH `e -/ c � A TOGETHER WITH BEGINNING AT THE NORTHEAST CORNER OF LOT / / r r Ir ro E f a TYPE I 89.32 •'•. • 8 • _ B ' : .� B � r 5 _ w a PAVED - 'i A . /1 /yam _ ''.., � - / 1 ON !v _ _ B ABAND ED ONCE 1 2 / RC S 4 _ '.6. 8 .67 _ '1 OWD H .P - - PAVED BLOCK 97 MEADOWDALE BEAK ACCORDING 0 THE PLAT THEREOF T C-• .. - ___ ,; DRIVEWAY _ / . _ _ _ _ - �- { RCP ON ADJACENT �o A.', _ 1 r.. � A 7 - / 0- _1 I /' 12" CMP E -a . A 3 RECORDED IN VOLUME 5 OF PLATS PAGE 38 RECORDS OF SNOHOMISH 5 -/ - , / ^ ,;.,,�.,.� /� • O 5 70 /; DRIVEWAY'• ' H " / ,PROPERTY IS TIGH7UN 69.4 _ 115 LF 6 ADS -� i '"'v y •^ J 12" RCP E -84.7t B-2 t . Y> , O F96 / 3._Q ..._.... _. - .- _ _ ro sYs7FM I %. / i ¢ COUNTY, WASHINGTON; / , - - L � , _ SEE PROFILE x 18" P - / i RC N 84.19 �. _ CB % i { A 1 7 69.1 l- F SHEET 2 / o / / �o _ � .b•� 6 " ^ / T V , / , v ! C �►� - r - - , THENCE SOUTH ALONG THE EAST LINE OF SAID BLOCK 97 90 FEE TO / \ / T 30 LF 6 ADS PIPE r� i L�" _ / I'- o t A A 2 ADD GRAVEL _ , SOUTHEAST CORNER OF THE NORTH HALF OF LOT 3 AS MEASURED ON / •,, . o o ..,- LAID ON TOP OF ---- _ � '69. PG = VEL SHOULDER � / _;••,;,:,•�_ , ;•,I. R T1 .. ., SLOPE W CABLE - 14� MAX FOR WALKING THE EAST LINE THEREOF; _ TEp STRA{� y I /�l _ .. . r ATTACHMENT I N - / �l / - - _I BALES , ; Lh - -_ FND. R •ti �l r : F�9:' : ' 1 l/ �. �.. �ii /C r i `i " A- 18,: THENCE EAST 40 FEET ALONG EXTENSION OF SOUTH LINE OF THE NORTH" , . - r%' -Il. 10 DRAINAGE K - LS 9435 „` Fj / N 8735 43 W 282 14 HALF OF SAID LOT J. N 59'13'43" W R , /' / - ""4 ESM T / �i `'la �-�.%1:.'�'!:.' 282.14 JUNE 1997 `/ ------------�)-. , / y �_ >Q PJ Ij� OF,JI'.. �' N 8T 3" ^2_0.67•., �` N A-1 /, - G-4 - " . p / �-�' 35'4 W 1 0 THENCE NORTH 90 FEET ALONG THE WEST LINE OF BLOCK 97 OF SAID / / / ' . A /_ _ PERIMETER DRAIN I r ^° WETLI ND AREAS A & B FLAG DETAIL _.. PLAT, /. __:.., .., /n ,,3: _ 2'-4' R - , • •CNF _ _ 1 r 2EE dETA7C SHEET _�,....... _, B 1 AS REQUIRED Y . ` �/ ! , . ',' '% � � - ---- 50 LF-6 PVC � �.11 � �...... KALE 1 30 THENCE WEST TO THE POINT OF BEGINNING. . •... / r , : - " . ' CO.0 • / . . , " - . S " . , ,32 CEDA _ ,r; • .•. GRA'. - _ � ..: 9 _ 7 f 6 ADS STUB i / „ ,� �� , '.l - t 2.f- - - CAP FOR FUTURE USE PERIMETER DRAIN PARCEL B . . / �`: wq�' IE=65.0 ; . - f. .. CB#2 105 LF INLET#1 .:, • PREVIOUS ! I v l - - . - - SEE DETAIL SHEET 1 ,' ' THAT POR710N OF TRACT 90, MEADOWDALE BEACH, ACCORDING TO THE j �� 80 ,,, CB#3 _ _ _ _ i . ry l / PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SLIDE AREA ,; �., '`z'�� ''�. " RC ^,. .. , 90 ^`� �� / TIE FRENCH DRAIN TO lNLET#1 11 / " .. SNOHOMISH COUNTY, WASHINGTON, LYING WESTERLY AND NORTHWESTERLY1. ;' .-,., 8o EXTEND P ' / 87 Z�, �' �'Ck'. BSy// . r & TIGNIUNE TO C8,{2.I n - .'r �'� ' N .' / W . OF THE COUNTY ROAD AND SOUTH. OF THE NORTH LINE OF LOT 2 IN BLOCK ; /� , �, �� 8,�9 I �-a � :� � FN . ( 259.77 _ y _ 97 PROJECTED EASTERLY TO THE COUNTY ROAD AND NORTH OF THE SOUTH �• �Fc =•O P. ;; - LINE 1997 �- -%-'' /`� / / o 1. LINE OF THE NORTH HALF OF LOT 3 BLOCK 97 PROJECTED EASTERLY TO 0Ir I. - " 0. • ' '` - -r ( ) ! : �� IV ,, wccD �. r 20 20' 1 I i COUNTY ROAD. "� wa_L SFR 8�e 6 ;CARPORT; 1 .. i...: < -2 ,, . . ,A,' _,- Q ' So' .? . , 1 ;1........ ' GRAVEL i DRIVEWAY' .. / p� i SSMH (TOP=104.83 O c�, 4 6 / � I I GARAGE / ,' � r. 64ZO o LE N =9768 �' J o ' I p �,. , . 'R6"CONC. WALL "'-:`..::::.:;.: / - / � I 1 CATCH BASIN DESIGN INFORMATION. �� a>' " F._-___�._ .1- �Q ,),': LE f 5�=97.91 409. AND GREATER ca / z r.._..I .- y _ . _ _.. N 87 35 43 W o � - : -..R a::... • 8� ,, E C1 S . �+ v " ' �. - CB TIFF DESIGN AS -BUILT DESIGN AS -BUILT ADDITIONAL v ,,r�0 i 121.82 "' "" `-- ---_�284. 3 ��`�-,4,:. P ,�� -• h° ��`T / C / , ' �n ' TOP EL TOP EL 50 / - - 126.53 \ _ - 9 h9 _, - .-FND. R C / h / a 6"A SUPPORT POSTS TYP. IE IE INFORMATION - O. ( ) _. 162.71 ROC ER - . P LS 9435 ' N 85 46 44 W ' ' /�,/ /- a �,� (JUNE 1997) //W/ GRATED LID _-� • ' - - ---. / o.�5 �, o ; IE(S)=66.4 OUT 0 . FND. 1-1 /4" IP ; 2. 5' WIRE NCE-"---?E p --: 00 -- X FND. RIC / • '' - - - - - / Uj / dg56 ro / 1 1 69.0 FA CONNECT ROCKERY FOOTING 0 (JUNE 1997) / o, �; -- LS 9435 / • • n= -- , l / DRAIN TO CBlE1 / 1 �, 1 i4� I. (JUNE 1997) �E - 0 " • :....' .;....'.' ... ' .. • : • • / UJ �h . , IE(NE =64.3 1N v FND. R/C I j ^ . I IN �I ..... ......:.:.:::..:.::. .. .... i /-�/ '. LS 4661 `�". '' 'lE S =64.0 1N i I I _ .......... g �� ,' ':.'.. ' ' : ::...'. . './.'. I r PAVED #2 1 66.3 FA O W/ GRATED LID , (JUNE 1997) ! i �; , 5 NOTE: ........ .... .. • * ` O / DRIVEWAY IE(E)=63.8 1N j I i //O :::, �.... •..'f.:: �. / /�' / IE(W)=63.7 OUT I .• ;..:..' .•.'.:' l _� r, _ _ _ ALL ROOF T I GHTL I NED TO THE . �.µ IE E =60.5 IN , - ...... .. - .. < �f ,1 DRAINS TO BE Y�, / cy N O j m, f�' STORM ORA 1 NAGE 'SYSTEM /11 #3 1 63.0 !E(SE)=60.5 1N W/ GRATED UD �r ,� D SFR r0P 4 / N.11 IE(W)=60.4 OUT LINE Ti�7 j 16508 OF BgN:4 k 1 ' / K DRAINAGE NOTE. 87 35 43" W 282.14 IE(S)=46.5 IN NO. BEARING D 1 STANCE #4 1 49.7 IE(W)=46.5 OUT W/ GRATED LID - ALLOWABLE PIPE MATERIALS ARE: REINFORCE CONCRETE " CB (TYPE 1)=111.85 IE(W)=46.5 OUT L 1 N 30'46 17 E 9.27 8" RCP (NE)=110.20 _/- ALUMINUM STEEL L2 N 01.13 '41 " E 12.17 12" RCP (W)=109.88 STEEP SLOPE SETBACK & BSBL DETAIL #J� 1-L 51.0 !E(S)=47.19 OUT W/ GRATED LID CUP ASPHALT COATED _• ADS-N12 (NOT PERMITTED UNDER ROADS) SCALE: 1 " = 30' #6 1-L 52.0 IE(S)=47.19 OUT , W GRATED LID / #8 1-L 51.0 IE N))-47.0 /N ,E'_ 47.0 /N IErW)=4ZO OUT CONTROL STRUCTURE W/ GRATED LOCKING LID SEE DETAIL SHEET 2 CURVE Y,G TABLE NO. DEL TA RADIUS LENGTH C2 0' 45 '20" 4457.50 58.78 C 1 1 ' 17'53" 4457.50 100.99 y NOTE' ' FOR ADDITIONAL INFORMATION REGARDING THE CONSTRUCTION OF 13' ROCKERY, SEE DESIGN SPECIFICATIONS IN GEOTECHNI CAL REPORT 6.5' s.5' BY DALE HEMPH I L L , P.E.DATED JANUARY 6 , 1999 . 2.OX SL ` �` 2.0� SL # 1-L 52.0 IE(N)=47.0 IN IE(W)=4ZO OUT W/ GRATED LID INLET11 82 IE(W)=79.5 OUT W/ GRATED LID CONNECT ROCKERY FOOTING DRAIN TO INLET 1 - STAKED &ENTRENCHED " " INLET g 7 PROFESSIONAL STATEMENT: STRAW BALES 2 x 4 DOUGLAS FIR OR IE=46.5 (s)(E)(w) GRADING QUANTITIES: 1 DONNA L . BRESKE, P.E. HAVE REVIEWED THE GEOTECHNI CAL EQUAL 04' O.C.(MAX) RUNOFF WATER REMOVE VEGE'ATION PRIOR TO GRAVELLING REPORT & UNDERSTAND ITS RECOMMENDATIONS AND HAVE BINDING WIRE : FILTER FABRIC FILTER FABRIC MATERIAL W1TH SEDIMENT » FILTER FABRIC ) CUT: 387 Cu. 3 CLASS B ASPHALT INCORPORATED INTO THE DESIGN THE ESTABL /SHED MEASURES OR TWINE , , POULTRY NETTING 18 MIN (ABOVE WIRE MESH 4" CRUSHED SURFACING TO REDUCE THE POTENTIAL AL RISK SK OF 1 NJURY 0 Yds. , , SEDIMENT LADEN » » PEA GRAVEL, FILL. 123 Cu. Yds. R DAMAGE FROM FILTERED I I • r RUNOFF 3/4 - 3/8 WASHED TSEDIMENT 12 MIN. DEPTH NATIVE SGIL COMPACTED AT 95% %EARTHMOVEMENT PRED 1 CTED 1N THE REPORT.RUNOFF �*� EXCESS MAY BE SPREAD ON THE SITE IN ACCORDANCE WITHI I se;,/ 3 .; GRAVEL OR PEA GRA VFL•�^ r . I i...: RECOMMENDATIONS FROM THE GEOTECHNICAL ENGINEER. ASPHALT DRIVEWAY PAVEMENT DETAIL C- �� &,Z �O • 7 -DO II SIGNATURE '1. ' �o�_ • ''`• •" ''"''�' (..GRADING QUANTITIES ARE ROUGH CALCULATIONS WHICH NOT To s:,ALE C DATE I` } ... t` 4 ..:.,.;; ,'.: ;.;. V MINIMUM :', V. • DO NOT ACCOUNT FOR SOIL SWELLING & SHRINKAGE, %`'::. FREEBOARD 'b' =r - WIRE MESH (POULTRY NETTING) QUANTITIES INCLUDE AREA OF BUILDING FOOTPRINT.) APPLICANT: OWNER: STAKE BALES AS REQ'D NEWLY GRADED OR T ''• � 7 ADD DETENTION, REVISE DRIVEWAY GRAINING DLB 06126100 ARMANDO CHILELLI ARMANDO CHILELLI TO MAINTAIN POSITION DISTURBED SIDE SLOPE 1, J CATCH BASIN W/GRATE FILTERED WATER 17813 B 44TH AVE. W 17813 B 447H AVE. W 2 STAKES PER BAE, MIN. »B" _ _ , -- ' WE HEREBY DECLARE THAT THE ROAD AND STORM DRAINAGE IMPROVEMENTS 6 REMOVE DETENTION DLB 06/05/00 LYNNWODD, WA 98037 LYNNWOOD, WA 98037 " " • } . f , "A" �,I ARE LOCATED AS SHOWN ON THESE RECORD DRAWINGS. / / 425 743-0868 (425) 743-0868 A } _ =i;:. 8 5 ADD STORM DRAINAGE PIPE _STUB TO ADJ. PROP. DLB 01 19 00 ( ) » .. • " I 4 REVISE BNRR DIFUSER,.,: DETAIL DLB 12/15/99 �4. t y , ,- „+ 2.5 TOT BE HE. IGH R INTS "A" ly + 1+} j �+ r 1 • ' • ' '•' ' • ' ' ' STRAW BALES SEDIMENT BARRIER BY. 3 REMOVE SPREADER TRENCH S1 TF ADDRESS: 16424 75TH PLACE WEST T Project En Infer Surveyor Date DLB 08 T; r . �,� EDMONDS, WA 98026 1 J, 1Z 11 `1 Y. . THAN POINT "B" STRAW BALES DETAIL AS REQ'0 TO ENTRENCHED BE FILTER FABRIC FENCE : NOT TO SCALE 9 / 2 ADD WETLAND AREAS A & B, RAISE FF DLB 05 289 99 , NOT TO SCALE SEE CROSS SECTION NOT TO SCALE BY.• 1 REVISIONS PER CITY OF EDMONDS REQUIREMENTS CLJ 04/28/99 TAX ACCT NO.: 5131-097-002-0104 `I I�.� ; �; Plat Developer/Owner. Date REV. NO. DESCRIPTION INITIALS DATE _ 1 ' NOTES IJ;".htTY CONFLICT NOTE: - S CONSTRUCTION SEQUENCE:u� T4r,, I_,,,I,,.,� 1.) THE LOCATION OF UTILITIES AS SHOWN SERVING THE SUBJECT PROPERTY Cti� 71,10N% . F� HAVE BEEN TAKEN FROM PUBLIC RECORDS. WE CANNOT CERTIFY TO THEIR 1-800-424--5555 1. PRE -CONSTRUCTION MEETING L.N__ GRADING, DRAINAGE, ROAD, & TESC ACCURACY AND/OR COMPLETENESS. BEFORE COMMENCING CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, ) WITH OWNER, CONTRACTOR, WSI ENGINEERS, AND CIlY 1, •,_� OF WpS�,l ENGINEER. CITY OF EDMONDS �. ti WeS PI1 (425)/6,11 .INVOLVING EXCAVATION OR REMOVAL OF EXISTING S1RUC7URES, CALLA DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHET�tER SHOWN ON "�'" '� C � ` `'� , l LOCATING SERVICE OR 1-800-424-5555 FOR VERIFICATION OF UNDERGROUND THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE 2•) TEMPORARY AND EROSION CONTROL MEASURES TO BE IN PLACE AND INSPECTED PRIOR APPROVED FOR CONSTRUCTION ,c� P o y A �,¢ �y to . UTILITY LOCATIONS . HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS TO ANY CONSTRUCTION OR S17E CLEARING�''lree�'s 356-2700 AN, �' �- SHALL INCLUDE CALLING UTILITY LOCATE ® AND THEN 3.) ROUGH GRADE, INSTALL UTIL17IES & STORM PLANS 2.) THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PARTIES POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY WHOSE NAMES APPEAR HEREON ONLY, AND DOES NOT EXTEND TO ANY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. 4.) DESIGN ENGINEERS AT WSI SHALL INSPECT KEY PROJECT ASPECTS DURING CONSTRUCTION. / k.c.- DATE: g UNNAMED 7HIRD PARTIES WITHOUT EXPRESS RECERTIFICATION BY THE LAND LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED SURVEYOR. UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO 5.) FINAL GRADE, PAVE AND HYDROSEED.PER NOTES & DETAILS BY: �;.1&4lL-/°a 3.) BOUNDARY LINES SHOWN AND CORNERS SET REPRESENT DEED LOCATIONS; VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL 6.) REMOVE REMAINING 7ESC FACILITIES PER CITY APPROVAL. OWNERSHIP LINES MAY VARY. NO GUARANTEE OF. OWNERSHIP IS EXPRESSED OR CONSULT WESTERN ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR .. IMPLIED. TO PROCEEDING WITH CONSTRUCTION. ► -:I-_ LEAiL q w a Vi!Y 11 A1ItllI Wi ��• U 67 F`s FGIS3�RE9 . _ NE 1/4, NE 1 4, SEC. 7, T. 27N. R. 4E. � W o %iG, %r NAL ENV ,� LAND U`�E CO S OWN. BY DATE REV. �Y W.M. ! Vz0 ,.., -� N ULTANTS RxL 7/11 97 17 MNB 6 27E00 PROJECT BRESKER SCALE .I Wr / / / E 1 30 =06 " CIVIL ENGINEERS ®LAND SURVEYORS EXPIRES 1 1 �5�2001 DRAWING FILENAME F.B. N0. CHK. BY JOB NO. SHT. NO.J-, , *** 13000 HWY 99 SOUT-f * EVERETT * WA * 98204 *** 97067ENG4.DWG 213A DLB 97-067-A 1 Of _ smaj. �, FLc, 7 7, 6( 1 6%_20 .e 1 57 I54 _0._ 5 2 a � . 0 c� EXISTING } GRADE G f ° L r h f ° L �f1 CHILELLI RESIDENCE - "A -A" HORIZONTAL SCALE. 1 INCH = 30 FEET VERTICAL SCALE. 1 INCH = 3.0 FEET 5 1-30 0+00 1 +00 75 0 '—1 72 6 69 ° 66 EXISTING GRADE 0 63 I0 �J 60 0 57 �~ L V , ` CHILELLI RESIDENCE - HORIZONTAL SCALE: 1 INCH = 30 FEET 54 VERTICAL SCALE. 1 INCH = 3.0 FEET v -0+30 0+00 1 +00 75 72 69 5)6 L 53 5 10 4 17 3 4 3, 3� 75 3C 72 2i 69 24 5)6 21 �3 18 >0 15 �7 4 49.50 49.00 NE 1/4, NE 1 / 4 ., SEC. 7, T. 27N., R. 4.E'., W111. SNOHOMISH CO UNT rl WA SIIINGTON = c: CAP r; r' 57 CB 3 —G ;{ CB 7 ... CB 6 63 C - 180 LB. CONCRETE 54 DEAD—WEIGHT ANCHOR CB 8 W FOR CABLE ATTACHMENT CB CABLE ATTACHMENT TO BRACKETS Z J 60 - o ON PIPE FOR SUPPORT c; � W r� 51 2 — 8 GALVANIZED CL CB 4 CABLES ld`, 157 EXISTING `'— EXISTING GRADE `:' - GRADE ti 48 6" ADS `J CB 8 54 45 CB 4 ATTACHMENT TO SETS ON PIPE 'UPPORT 18" GALVANIZED 180 LB. CONCRETE S DEAD—WEIGHT ANCHOR FOR CABLE ATTACHMENT 42 , ' ` = ; 51 SECTION - "E-E" HORIZONTAL SCALE. 1 INCH = 30 FEET VERTICAL SCALE. 1 INCH = 3.0 FEET CB8 NOTCH WEIR rn' 1-L H= 0. 5 FT L=0.15 FT TOP =51.00 7" DETENTION PIPE --w-0.59 min 47.00 6" ADS 6' ADS 47.00 CCNTROL TEE 46.00 CAP W/ 1 115" DRILLED ORIFICE 9" min CONTROL STR UCT URE DETAIL NOT TO SCALE 6" m 1 +00 UTILITY CONFLICT NOTE: CAUTION: E 45 _ 0+30 0+ 00 SECTION - "F-F" 6 HORIZONTAL SCALE: 1 INCH = 30 FEET VERTICAL SCALE. 1 INCH = 3.0 FEET CONTRACTOR RESPONSIBILITY FOR 3 EROSION/SILTATION CONTROL: IT IS THE INTENT OF THIS TEMPORARY EROSION AND SILTATION CONTROL PLAN THAT STORM WATER RUNOFF BE CONTROLLED AT ALL TIMES TO PREVENT SOIL EROSION AND TO MAINTAIN WATER QUALITY. ANY AND ALL MEASURES NECESSARY TO DO SO SHALL BE EMPLOYED BY THE CONTRACTOR. 1. REGARDLESS OF SITE, WEATHER, SOIL OR OTHER CONDITIONS, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ENSURING THAT EROSION DOES NOT OCCUR ON THE S17E AND THAT POLLUTED OR SILT -LADEN RUNOFF DOES NOT LEAVE THE SITE OR ENTER INTO ANY CREEK, STREAM, WETLAND OR WATER BODY ON THE SITE. 7 2. BEYOND THE MINIMUM REQUIREMENTS SHOWN ON THIS PLAN, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SELECTING AND IMPLEMEN77NG APPROPRIATE METHODS, "BEST MANAGEMENT PRACTICES" (BMPs), FOR STORM WATER TREATMENT AND CONTROL THAT MEET THE REQUIREMENTS OF BOTH THE WASHINGTON STATE DEPARTMENT OF ECOLOGY AND SNOHOMISH COUNTY. 3. THE CONTRACTOR SHALL REPORT ALL WATER QUALITY CONCERNS AND ACTIVITIES TO THE PROJECT ENGINEER AND TO SNOHOMISH COUNTY. IN THE EVENT THAT THE INSTALLED WATER QUALITY CONTROL MEASURES ARE INEFFEC71VE AT CONTROLLING EROSION AND SILTATION, THE CONTRACTOR SHALL IMMEDIATELY REPORT TO AND CONSULT WITH THE PROJECT ENGINEER TO FIND AN APPROPRIATE REMEDY. ALL CONSTRUCTION ACTIVITIES, WITH THE EXCEPTION OF EROSION AND SILTATION CONTROL MEASURES, SHALL CEASE UNTIL SUCH 77ME AS 774E WATER QUALITY IS BROUGHT UNDER CONTROL. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MONITORING WEATHER FORECASTS AND AN77CIPA77NG STORM AC77WTY AND SHALL SCHEDULE ALL PROJECT ACRW RES IN AN77CIPA77ON OF THE WEATHER. 5. ALL SUPPLIES AND MATERIALS NECESSARY FOR IMPLEMEN77NG BMPs SHALL BE STORED ON SITE AND SHALL BE IMMEDIATELY AVAILABLE FOR USE. SUCH SUPPLIES AND MATERIALS SHALL INCLUDE, BUT NOT BE LIMITED T0, STRAW BALES OR OTHER MULCHING MATERIAL, SILT FENCING AND STAKES, FILTER FABRIC, ETC. 6. DURING AND AFTER RUNOFF PRODUCING STORM EVENTS, CONTRACTOR SHALL MONITOR ALL EROSION CONTROL MEASURES AND SHALL PRIORITIZE IMPLEMENTA77ON AND MAINTENANCE OF EROSION AND SILTA77ON CONTROL MEASURES ABOVE ALL OTHERS STABILIZATION OF EXPOSED AREAS ALL SOILS EXPOSED BY LAND DISTURBING AC77V/77ES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BEST MANAGEMENT PRACTICES (BMP"s), INCLUDING BUT NOT LIMITED TO SOD, H�DROSEEING OR MULCHING,NG, OR OTHER THEEXPOSED SOILSESHALL CBE STABILIZED ACCORDING CHING.ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO (2) DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN (7) DAYS FROM MAY 1 THROUGH SEPTMBER 30). 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 LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-55W AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY .VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. SULLT WESTERN ENGINEERS, LD OCCUR, INC TO RESOLVE R SHALL RESOLVE A THE LLPROBLEM CONS PRIOR TO PROCEEDING WITH CONSTRUCTION. WE HEREBY DECLARE THAT THE ROAD AND STORM DRAINAGE IMPROVEMENTS ARE LOCATED AS SHOWN ON THESE RECORD DRAWINGS BY - Project Engineer/Surveyor Date 6Y Plat Developer/Owner Date CITY OF EDMONDS APPROVED FOR CONSTRUCTION ds AtliV aY: DATE: 81 Z< Zf'd SCALE. 1 " = 30' 0 15 30 -st MERIDIAN: ROS VOL. 34, PG6170 BASIS OF BEARINGS: CENTERLINE 75TH PL. W. DUAL CABLES _ 3/8" MINIMUM X t of t :t ;t �I CLAW DETAIL 'X' —_-X' NOT TO SCALE BM. SSMH NO. 11 (I. E. NOR ELEV. = 78.90 VERTICAL DATUM CITY OF EDMONDS SEWER AS —GUILTS MEETS OR EXCEEDS SURVEY STANDARD AS PER: WAC 332-130-090, PART (1)(D) WAC 332-130-100 INSTRUMENT USED: WILD TC-1010 SURVEY PERFORMED BY FIELD TRAVERSE U—SHAPED REBAR BENT TO PIPE AND PLACED NOT LESS THAN ___ INTO GROUND AT 25' INTERVALS. 'IPE AND ABLE WITHSTAND WEIGHT ER IN ENTIRE PIPE. r L CLAMPS E BRACKET IS PIPE 1/8" CABLE '/2" STEEL BOLTS I I I CABLE CLAMPS I I I I I I I I PLACE 3"-6" SPALLS AROUND THE PIPE AND / AROUND THE ENDS FOR / \ EROSION CONTROL. / \ UNDERDRAIN/ / \ \ OPEN ENDS ' 0 IE=22.50 , s ELEV=22.28 "- TOP OF RAIL - DIFFUSER DETAIL NOT TO SCALE ADD DETENTION, REVISE D/W GRADING APPLICANT- 7 OWNER. DLB 06/26/00 ARMANDO CHILELLI ARMANDO CHILELLI 6 REMOVE DETENTION 17813 B 44TH AVE. W 17813 B 447H AVE W DLB 06105/00 LYNNWOOD, WA 98037 5 ADD STORM DRAINAGE PIPE STUL? TO ADJ. PROP. DLB 01/19/00 (425) 743-0868 (425) 743 8 98037 4 REVISE BNRR DIFFUSER DETAIL (425) 743-0868 12115199 3 REMOVE SPREADER TRENCH ANR 8/2/999 S17F ADDRESS. 16424 75TH PLACE WEST 2 ADD WETLAND AREAS A & B, RAISE FF 5128199 EDMONDS, WA 98026 PRII j' � ED 1 REVISIONS PER CITY OF EDMONDS' REQUIREMENTS CL� TAX ACCT /28/99 NO.: 5131-097-002-0104 REV. N0. DESCRIPTION � INITIALS DATE o Qc WA �� PROFILES & NOTES � � _ Western (425) A �'¢ z x� ineersLLI , 356-2700 , C. t ,P 27367 Fss _NAL N�� ,�0 p� NE 1/4, NE 1/4, SEC. 7, T.27N., R.4E., W.M. ANAL E (01 LAND USE CONSULTANTS DWN. BY DATE REV. BY DATE PROJECT MANAGER SCALE EXPIRES l l /5_ o i CIVIL ENGINEERS o LlIgD SURVEYORS RKL 7/11/97 12 MNB 6/27/00 D.L. BRESKE 1': " = 30' DRAWING FILENAME F.B. NO. CHK. BY JOB N0. SNT. NO. *** 13000 HWY 99 SOUTH * EVERETT * WA * 98204 *** 97067PRO4.DWG 213A DLB 97—Os Z_ z 0 f 2 LEGEND " " NE 1 /4, NE 1 /4, SEC. 7, T. 2 7N. ,'. 4E. , W.M. �� FND. 4"x4" GONG. O SET 5/8 " 24 " REBAR/CAP WSl 16916 �/�J 141 j� W � 4' C�►E 6'. &' T. 2 7 ]� . ��.4E, W. � r � BRASS ASE W/2"(�ET BY OWNER)W000 MONUMENT �/ 1 1 r J'// �7 j / ,(V , W. iy DISK & PUNCH, �f j� '(� L 0.4 DOWN, LS 15023 SET CONCRETE NAIL WITH SNOHOMISH .1 `.TT .d (JUNE 1997) x FLASHER (CNF) WSI 16916 , WASHINGTON MONUMENT CASE NOT FOUND SLOPES OR SET MON/CASE WSI 16916 ..•.•......... Q GREA TER THAN CB (TYPE II)= 81.40 mw MONUMENT NOT FOUND 18" CMP W =74.49 4 OR SET MONUMENT WSI 16916 Q% + _ 18" RCP (�= 74. 49 p 4 U r f ' ; , IVEA WDAL E,.,r �% J18" RCP (E)=74.47®.65 SECTION CORNER NOT FOUND ;12" CMP (E)=77.2f ^o 0 FOUND. REBAR/I.P. (IRON PIPE) 1 r l N O FOUND MONUMENT/CASE ` l' �vv VOL. � I r � t � 38 J, +� FND. 4"x4" CONC. G-4 GROUP 4 SECTION CORNER 6 5 16 T +� BRASS DISK & PUNCH, '" i - �O ll (D) DEED i' i" � �]1 / MON NOT FOUND 0.4 DOWN, LS 15023 I! CENIERUNE ;'` '+ : r �� 7 8 - N $73543" W - (JUNE 1997) / ' �` `� SCALE: 1 " = 30' PROPERTY LINE i' / j / ! �O ' r bo r o r X FENCE LINE ��y: S [�yWj Y i ;' / �- / ' I = L/ 'f ` +' / W F� N ; ' `_1 / 0 15 30 60 0 STORM CATCH BASIN b`1 y6,, /' " O " ;+'/ / Sp ,, - r r . ! ` ' r % / ' - r , -- �.l " i , H %`' SSMH49.60/ r' Q STORM DRAIN MANHOLE `�Yi / ' i/ /'f r i % aji/ ' LE. _2.40'r / J MERIDIAN: ROS VOL. 34, PG. 170 p ��p '� I.E. (�S' =42.67 ; ' / / % ; / / BASIS OF BEARINGS: CENTERLINE 75TH PL. W. i / y/ J / r O // / / 7 r I.E. E -42.75 �S SANITARY SEWER MANHOLE .`�i '/ i :i' / i i I,:%+ / ,: i O- i b / r' / r r, x i / �i /' / / % / ' /O , POWER POLE i' /' '/ ; • ; •- - ' ~ i I �; // / + r' / , r / TP GUY POLE ` %„�;' :`;!' ;' f// ;'/ , /! , 10' SANITARYi' SEWER ESM'T ; r I i 'I `'> Q + f'` / r ' A.F. N0. iJ306230308 +' r ❑W WATER METER i'''i"�i' �`/ ,' ,`//j+ Qr+/ / �! ;f (5' EACH SIDE OF SEWER LINEj` �I I r,` D4 l r OR EXCEEDS �,�/ WATER VALVE (�:` Uj !' ,' �/ � / i / , � � � i� � MEETS EEDS r` SURVEY STANDARD AS PER. D 17 FIRE HYDRANT %i �.' '' i ,' r` + % / /% J'• %/ / ; 11 ;` WA 332-130-090, PART 1 0° GAS LINE % O % ,r / i r / / .r r , l O( ) �, r/ ; ; N 873543 W FND. 1-1/2 IP / j . WAC 332-130-100 —W WATER LINE �J;' ; j % ` r r` / ^ '� / r� 259.77 / ;'' j` (JUNE 1997) ' Is 1 ;' Ir! INSTRUMENT USED: WILD P - POWER LINE i' ; / / % ; ` / ; , /'r' i ' ri OF LOT 2ER fr / r / rr I j ' '�` ]- r J ;2P• _ �' SSMH N0. 11 SURVEY PERFORMED BY FIELD C-1010 SS SEWER LINE ;` `Q+'' //,{! ' ' / ; / ;' ; " / j '9 , j TOP=104.83 Y PERFO TRAVERSE . / ; J/ %.' / i ! U i LE (S)=79.11 i• +;'((�i; i`f' ��/l:i' r;l 0 i' / I• �' f% r...rr' i ' i!' I.E. (S)=79.11 V /` r} �' •;, / +` f; i r : O J'.• / ; i/I / w'GARAGE Sgs •i ;�'� i i' / / PROPOSED�f20, i lr RESIDENCE `90a. , r / i .ir m + , ( 1 / r :� r ,' O �O �i �� / j" I o 1 z ' ` / ::J:' `" ,' �. / �� , . LINE TABLE ,- / . ;' `f : �• ;4 /',+/% '� /i 1, i" wa L _ c t� , — i % O U it CB (TYPE I)-89.32 NO. BEAR j ' ' //,i /', ' /;' i/ /......:` f • .. , ;; _ _ / / + / `O r / M d� %; , r ,t• .: ' :o <v r 12" RCP (S)= 1 NG D 1 STANCE ~ -84,67 SO... -..ram-- -. - _ -- 12" CMP (E)=85.70 L 1 N 3 •4 , >u 1 0 6 17 E 9.27 �.:.•_, ...,.,.:_ :.:. i ; l' .f.. 2 RCP E =84.7t r , may:. f:� . . , .yy:... :•.... Q ` .may i 18" RCP. (I')=84.19 1 E 12.17 I ! / PAVED DRIVEWAY {`r. .✓ /•,• . 5-..�.�._.._e��.:..t•••i,.• .`:''fir l ... . y. _ ... .l.' /' j t ..... .1.. ,, , -_ �. i - .�. •� , TJ." VE TABLE ` ��/ ', '' ii/ '' +.! 1' .%',: ;• ! '••• a ry_,_w.-,..f,-�- e�_1-_ iT'• �" I !r %•�' '• f - �' !`7774_ --- - St3e , i ,: �, / : t ,.• ,%: ; , .. �1-% ..,� -- ' ��` [COI {� \ �� •_ �j` ° ILr' 1 1- ... - ' --- - -- r vJ . .�._.,tJL i fi - -- - ! riE rcNuTUS i_LNGIT7 �ly�� / f f• //+ / !: ,•STEPS ' - -'-�.. _ N 873282.14 , _ 21 / W ,2s -10 _I'� ;l v C2 0'45 4457.50 58.78 `%;� ;'+ ,/;'i';//fi !�`/. •��`f,/= ; i.G-4 �&...�p\ ` / / j ' FND. R/C I__ l oo C1 1'17'S3" 4457.50 i `/ , , j',; '0 \ • / _ / , ' �' / . 100.99 /.-../.- ./._.. SE CORNER OF '- / LS 9435 ............/i.!./,,/ i•,.i.: :..(��%�•.`,•j �" j'' ;, _�a�O,C�_� - / _ _ _ N 1/2 OF LOT 2 ../ ,, /r �.' (JUNE 1997) I i ''i,i'; ;` `'� O 70-'� i r t fir:;-:}:.,; / / r' / i l ! i i + PREVIOUS BM: SSMH N0. 11 j SLIDE AREA (1.E. j' .% , %•%.• ,• t.- --�.r. f +• �: r"..`'., �B r-�.._.� ------ N '------•_._ i ! i ^•` !'�;' NORTH) i i` ,. % • ; i , / . �' :� 1 ;' ': O ELEV:-78.90 NFND. P.K. NAIL j • ,'; /' % ' ' AF&'•--•-----_-•;,.�::...--------------' (� y.. � .l/%•�2 � (JUNE 1997) VERTICAL DATUM WALL -' f RET,'' SFR �a¢8 : ; CARPORT 1 I ,' ! .�` ~;�.4 CITY OF EDMONDS ' - i L Q- IVEWAY' �1 '.�' :' SSMH (TOP)=104.83 16420 �: _ f GRAVE �p - / ; ;' ; •• . %"'f,'♦ ;' /, i % ' I i /"''' I.E. (N =97.68 SEWER AS —GUILTS �'CONC. WALL( / j. i` j` , , �• ,' ,'/ /+ i \ r LE. (S�=97.91 N 8735'43" _ _ '. - ' - 121.82 -_ -_ W . -� �-8� - ;• / -, NOTES j/ gQ• , :rir , 1'. T! - 12--s'r53 - %•' �S c� ' "'O SUPPORT, f�OSTS(TYP.), -.., .� :' �9 N `-Q= f FND. R/C NV l E 62 f i / : N 85 46'44" 1-� = e .•' / �' _ ,,`� �.:.... %' LS 9435 W r -- �. ROC ER ... _-• N a0 a0_ /; f f_�\ __-.,.__.- r /'' r r - (JUNE 1997) 1, THE LOCATION OF UTILITIES AS SHOWN SERVING THE SUBJECT PROPERTY ; / FND. 1-1 /4 IPI' 2. 5' WIRE NCE - ,' O�`- 0 . �' 1 T --�_-- a��_ -�'"FND. R/C r ) (JUNE,, 1997) j 1 % �' 0 /' / /'''�"~'~� \, LS 9435 a ,' HA •BEEN TAKEN FROM PUBLIC RECORDS. WE CANNOT CERTIFY TO THEIR �.. ----- ►� FND. R C / ( (JUNE 1997)f E 0 ACCURACY AND/OR COMPLETENESS. BEFORE COMMENCING CONSTRUCTION f c� / '' """' ~ ` �--- , ' INVOLVING EXCAVATION OR REMOVAL OF EXISTING STRUCTURES, CALL A LS 4661`-_`�`>>�1''^ LOCATING SERVICE OR 1-800-424-5555 FOR VERIFICATION OF UNDERGROUND i r / (JUNE 1997)_.._._._.- / ..... - � 5 � UTILITY LOCATIONS. ` '� '�,� `� � 6q : • ..._`-....`._-._..-__----•-_.:.......� TIES ,` •\ � __ _ •f "�fJr' '•`'� 2. THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PAR WHOSE NAMES APPEAR HEREON ONLY, AND DOES NOT EXTEND TO ANY LEGAL DESCRIPTION '~ • ' I SFR UNNAMED THIRD PARTIES WITHOUT EXPRESS RECERTIFICATION BY THE LAND SURVEYOR. PARCEL nAb: 16508 ,r ...` 41P CB (TYPE 1)=111.85 F•.> �ER�+��ld• ) I 12" RCP (W) 109.88 3.) .BOUNDARY LINES SHOWN AND CORNERS SET RE EN �Fi,RiyG1oN r` LOT 2 AND THE NORTH HALF OF LOT 3, BLOCK 97, MEADOWDALE BEACH, I I ( / 1 OWNERSHIP LINES MAY VARY. NO GUARANTEE OF 0 RSo OR ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE IMPLIED. 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; a •�� TOGETHER WITH THAT PORTION OF VACATED ROAD ADJACENT TO AND WEST w OF SAID LOT 2 AND THE NORTH HALF OF LOT 3 AND BETWEEN THE NORTH LINE PRODUCED OF SAID LOT 2 AND THE SOUTH LINE PRODUCED OF THE NORTH HALF OF SAID LOT J. pARCL "B'. THAT PORT10N OF TRACT 90, MEADOWDALE BEACH, ACCORDING TO THE PLAT ,� :_• - TOGETHER WITH BEGINNING AT THE NORTHEAST CORNER OF LOT 2, BLOCK 97, THEREOF RECORDED 1N VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH L• A STEEP SLOPE ANAL MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME COUNTY, WASHINGTON, LYING WESTERLY AND NORTHWESTERLY OF THE .COUNTY �► W �h-_ 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; ROAD AND SOUTH OF THE NORTH LINE OF LOT 2 IN BLOCK 97 PROJECTED EASTERLY TO THE COUNTY ROAD AND NORTH OF THE SOUTH LINE OF THE NORTH Q i _ Wesez'��HIL =L L I THENCE SOUTH ALONG THE EAST LINE OF SAID BLOCK 97, 90 FEET TO SOUTHEAST HALF OF LOT 3, BLOCK 97, PROJECTED EASTERLY TO COUNTY ROAD. �, llTVC OPS 356-2700 ,S'EC', �, R 4E., W.M. ARARANDu u Abmw CORNER OF THE NORTH HALF OF LOT 3, AS MEASURED ON THE EAST LINE THEREOF; I ) -- NE 1/4, NE 1/4, T.27N., THENCE EAST 40 FEET ALONG EXTENSION OF SOUTH LINE OF THE NORTH HALF PARCEL "E; II2C. NW 114, > NW 1/4 SEC. > > , 8 T.2%N. R 4E. W.M. OF SAID E7367 : : !_ t LOT 3; TIDE LANDS OF THE SECOND CLASS EMBRACED WITHIN TRACT 24, BLOCK A, FSGIS7ER�V3� DWN. BY DATE REV. BY DATE PROJECT MANAGER SCALE MEADOWDALE TIDE LANDS, ACCORDING TO THE PLAT THEREOF RECORDED IN foNAL,- ,�1 LAND USE CONSULTANTS THENCE NORTH 90 FEET ALONG THE WEST LINE OF BLOCK 97 OF SAID PLAT, VOLUME 6 OF PLATS, PAGE 28, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. q�2� RKL • 7111197 1 MNB 4128199 D.L. BRESKE 1- = 30' THENCE WEST TO THE POINT OF BEGINNING. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. EXPIRES 11/F/99 CIVIL ENGINEERS s LAND SURVEYORS DWG. FILENAME ^HK. BY F.B. NO. JOB N0. SHT. N0. 13000 HWY 99 SOUTH, EVERETT, WA., 98204, FAX (425)356-2708 1 97067SLP.DWG 213A 97-067-A 1 of , RecE:jvjEr) DEVELOPMENT SERVICES CTR. CITY OF EDMONDS NE 114, NE 1/4, SEC. 7, T.27N., R.4E., W.M. SNOHOMISH COUNTY, WASHINGTON �F'90p� 1601H ST. SW q�F 'QO LEGEND 2 (OR FLATTER) MP� O SET 5/8 x 24" REBAR/CAP WSI 16916 1 TO 2 11r�, �� C2) FOUND 4 x 4" WOOD MONUMENT (SET BY OWNER) 6 �.%� • „ ►, SET CONCRETE NAIL W11H •' 3/4 - 1 1 /2 /°� FLASHER (CNF) I L 1 TH p' FREE-DRAIMNc eACKFILL (MAx 5x FINES} Q : • . :. N us �� LAYR ROCKERYCENT TO 2 -4UARRY �cS�� WASHED ROCK • ' _Q MONUMENT CASE NOT FOUND .., . `f w OR SET M N/CASE WSI 16916 t;� ;: STABLE CUT FACE MI NATIVE 2.5 �� / OPOWP FND. 4 x4 CONC. MONUMENT NOT FOUND : •'` MATERIAL. C� 6" PERFORATED OG R 162ND A VE. W.r18 BRAMONSS DESK CASE &2PUNCH BROWNS w OR SET MONUMENT WSI 16916 ' �'• PVC W/HOLES UP / EXkS 0 _ ' 4 PVC PERT`• PIPE � M � .. 0.4' DOWN, LS 15023 ' BAYNRAPPED SECTION CORNER NOT FOUND G£OTEM FILER „ - - - - - WRAPPED IN Z•�1 fir• A ' R = 10'MIN (JUNE 1997) Qom; FABRIC-MIRAFI 14M 1 • , ti �;� • y r ' LLLjjj OR SMfLAR MATERIAL 6 NON -WOVEN If : x::,w•.• . ; •. > ; :..•,'•, ; FOUND REBAR/I.P. (IRON PIPE) MIN• cQ� c� GE07EX71LE FILTERFIRM UNDISTURBED SOIL ,::}:;.�.;•4_8RE&RUE'D FABRIC-MIRAFI 140N • . • .• h : • : ;�E I - 81.40FOUND MONUMENT/CASE » QUARRYW =74.49 " _ '12 MIN. 2 OR SIMILAR MATERIAL ��m so•�' ,»��,�:.:"•..=�,: sPAus A, $ o)- SCALE: 1 30G-4 GROUP 4 1. ROCK SHALL BE ROUND AND HAVE MINIMUM NON -WOVEN rx••{`A'D 3 )=74.65DENSITY OF 160 POUNDS PER CUBIC FOOT. �'i�,�J ?, .: 'y';: �'.: •' ' •MIN .� � V �+ Q G • �E)=74.47 Z2±ommommm (D) DEED 2 THE LONG DIMENSION OF ALL ROCKS SHALL GEOIEXTILE FILTER `� zo �5�1��/ry(E)=77.2f 0 15 30 60 BE PLACED PERPENDICULAR To THE WALL FABRIC-MIRAFI 140N ' PERIMETER DRAIN DETAIL M q pi,• ° MERIDIAN: ROS VOL. 34, PG. 170 CENTERLINE EACH ROCK SHOULD BEAR ON Tile ROCKS IN BASIS OF BEARINGS: CENTERLINE 75TH PL. W. THE TIER eELow. OR SIMILAR MATERIAL SECTION D-D TEMPORARYCO 0 ;� PROPERTY LINE a IMPROVED WAUONG SURFACES ABOVE AND FILTER FABRIC TOP, NOT TO SCALE NOT TO SCALE FND. 4 x4 CONC. i� X----�lC FENCE LINE ADJACENT TO ROCKERIES OVER 30' W HEIGHT » » {� �C SHALL BE PROTECTED BY A GUARDRAIL SIDES & BOTTOM MON/CASE W/2 ° MEEFS OR EXCEEDS CONFOh'MWG TO UBC 1712 STORM CATCH BASIN t78 (I.E NORTH) ce 4 ROCKERIES ARE EROSION -CONTROL STRUCNRES, - BRASS DISK do PUNCH, 1 '� ^ � 0.4 DOWN LS 15023 2 �T BM: SSMH N0. 11 SURVEY STANDARD AS PER: � ❑ STORM INLET NOT RETAINING WALLS NATIVE MAIMAL SECTION CORNER - _(JUNE 1997)0 WAC 332-130-050 MUST BE STABLE AND FREE-STANDING IN ;OMON. NOT FOUNDN 8735'43" W 213.40 _ _ � ELEV. = 78.90 WAC 332-130-090 STORM DRAIN MANHOLE CUT FACE Q o 164 TH ST WAC 332-130-100 D & ANY DEVIATION IN DESIM OR IN PLACEMENT S SANITARY SEWER MANHOLE OF ADJACENT STRUCTURES MUST BE SUBMITTED I S ^° I VERTICAL DATUM IMTH THE SEAL of A pVIL ENGINEER ' _H INSTRUMENT USED: WILD TC-1010 I _ _ , CITY OF EDMONDS POWER POLE CURRENTLY LICENSED IN THE STATE OF �,; �� ,S ,• .. , / , SURVEY PERFORMED BY FIELD TRAVERSE TP WASHINGTON. O / , / SSMH TOP)-49.60, SEWER AS-BUILTS GUY POLE 6. MORTAR ROa0?Y AROUND HEADWALL OF INLET/ ; I �.' �.' �� .I ; / I.E. =42.40 OUTLET PIPES I.E. �= 42.6 7 o W WA TER METER » • A pq If N 61'16 56 _ W�R) �,'' I : ' / LE.. (E)=42.75� W WATER VALVE ROCKERY / PIPE DETAIL [� : 1 110' SANITARY SEWER ESM'T A.F. NO. 8306230308 ; FIRE HYDRANT NOT TO SCALE ,' '� 'R; / • j N G GAS LINE -W WATER LINE P POWER LINE 8S SEWER LINE FA FIELD ADJUST LEGAL DESCRIPTION PARM "A": LOT 2 AND THE NORTH HALF OF LOT 3, BLOCK 97, MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, TOGETHER NTH THAT PORTION OF VACATED ROAD ADJACENT TO AND WEST OF SAID LOT 2 AND THE NORTH HALF OF LOT 3 AND BETWEEN THE NORTH LINE PRODUCED OF SAID LOT 2 AND THE SOUTH LINE PRODUCED OF THE NORTH HALF OF SAID LOT 3, TOGETHER WITH BEGINNING AT THE NORTHEAST CORNER OF LOT 2, BLOCK 97, MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, THENCE SOUTH ALONG THE EAST LINE OF SAID BLOCK 97, 90 FEET TO SOUTHEAST CORNER OF THE NORTH HALF OF LOT 3, AS MEASURED ON THE EAST LINE THEREOF; THENCE EAST 40 FEET ALONG EXTENSION OF SOUTH LINE OF THE NORTH HALF OF SAID LOT 3. THENCE NORTH 90 FEET ALONG THE WEST LINE OF BLOCK 97 OF SAID PLAT,• THENCE WEST TO THE POINT OF BEGINNING. PARCQ '8": THAT PORTION OF TRACT 90, 4EADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, LYING WESTERLY AND NORTHWESTERLY i 0 OF THE COUNTY RO AD AND SOUTH OF THE NORTH LINE OF LOT 2 IN BLOCK 97 PROJECTED EASTERLY TO THE COUNTY ROAD AND NORTH OF THE SOUTH LINE OF THE NORTH HALF OF .LOT 3, BLOCK 97, PROJECTED EASTERLY TO COUNTY ROAD. l.tL 'l ABIsG NO. BEARING DISTANCE L1 N 30'46"17" E 9.27 L2 N 01'13'41" E 12.17 CURVE TABLE NO. DEL TA RADIUS LENGTH C2 0' 45 '20" 4457.50 58.78 C1 1017'53" 4457.50 100.99 STAKED do ENTRENCHED STRAW BALES BINDING WIRE FILTER FABRIC OR TWINE 1 1 SEDIMENT LADEN 1 I FILTERED RUNOFF RUNOFF 1 1 1 1 Y i..'~r�•. U 1' MINIMUM FREEBOARD STAKE BALES AS REQ'D TO MAINTAIN POSITION 2 STAKES PER SAE, MIN. •" y • "A A " y Iy y is NOTE: POINTS »A" '# •�11 TO SE HIGHER I 1 I l�iy =i STRAW BALES THAN POINT "B" S77?ABALES DETAIL AS ENTRENCHED BE NOT TO SCALE �i 1 �il/� N SEE CROSS SECTION NOTES 1.) THE LOCATION OF UTILITIES AS SHOWN SERVING THE SUBJECT PROPERTY HAVE BEEN TAKEN FROM PUBLIC RECORDS WE CANNOT CERTIFY TO THEIR ACCURACY AND/OR COMPLETENESS. BEFORE COMMENCING CONSTRUCTION INVOLVING EXCAVATION OR REMOVAL OF EXISTING STRUCTURES, CALL A LOCATING SERVICE OR 1-800-424-5555 FOR VERIFICATION OF UNDERGROUND UTILITY LOCATIONS. 2.) THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PAR77ES WHOSE NAMES APPEAR HEREON ONLY, AND DOES NOT EXTEND TO ANY UNNAMED THIRD PARTIES WITHOUT EXPRESS RECERTIFICATION BY THE LAND SURVEYOR. 3.) BOUNDARY LINES SHOWN AND CORNERS SET REPRESENT DEED LOCATIONS, OWNERSHIP LINES MAY VARY. NO GUARANTEE OF OWNERSHIP IS EXPRESSED OR IMPLIED. / (5 EACH SIDE OF SEWER LINE) SFR ; '�!;• , NE CORNER / / : �' 16404 OF LOT 2 INSTALL 8" ADS PIPE � i SOUTH OF RETAINING WALL '`` / �, N 8735' » N. 78 i i , \ 43 W �- FND. 1-1/2" IP; S ADS DIFFUSER DISPERSION / / / ! % N ' co 259.77 JUNE 9§7) 20.67 ' fE=Pz•5e 21.48 A•G 7 " / IN ' , 11 SEE DETAIL SHEET 2 /..' //; /' BLK. 9� 7,53„ ' / 1.0 ,/ TOPH 104.83 I.E. (S) 79.11 R= 4457.50 / A '% LE (S)=79.11 D / ,�' �� o L= �100. 99 ,1ooLF 6• , '' �' CONK. GARAGE � � 20' �','10' QRAINAGE / / I IAS CONSTRUCTED Y _ ESM T CB 4 I 'as-CON5fRUCTED TRACT . x o RD _N 59*59*03"_W(R� , , , % ' / I -4-- QP , $ ry t •� (TYPE (1)=89.32 �,. ' II ce (r HOUSt/ _ d -- CO�KOE'1E B ; DRAIN "� ' , w . 12" RCP S)=84.67 ----- - + 7 AS DRI4EWAY A.Q, / +�= °j �o f�- --- 12" CMP (E)=85.70 �,G, - ._ A.C. , 2 12" RCP (E)=84.7t 85 LF A.C.-50 - -/ ,i , i LF 8" ADS ! /� / Q \ / 18 RCP. =84.19 SEE PROFILE , , , : , / x \.\ _- �' ; 10 $2LF 6'pVC // ' RD CB 1 �� " ? (N) o Q` "�l SHEET 2 , :, � � , - - _- .. I � 1 CB 2 � ll � -- 2 ADD GRAVEL SHOULDER ----- , TOLE 8" PVC \ •. � FOR WA ui IN � LK G 60 FND. R C l `� 6 LS 9435 / 282.14, (JUNE 1 7 O N 59'13'43" W(R) / ,' ` ,' I( / _ �U! / ( CB 3 , .' " - ° j / N 8735 43 W i o / CNF ,o / - - 2 2dF sG , / " • i ' 32 CEDA At ---:� ,. , . • ., . is •'�, '_-. _ - ._ _ -.\- - , .r ' V • PREVIOUS DECK HOUSE; SLIDE AREA 7 FF��6 -- EXISTING 8" - - +30" HIGH ^ b '� �' ..�° STOR DRAIN � . _ I • ..� • - FND P K NAIL If „_�a' (JUNE 1997) JI .: WOOD - .oY' . ti �'_kY, 20 0 LE �N(�T•`��0 5CA .. V g ;.f - "� SFR A -a - - T I M P- 8 ¢ 8 7 CARPORT ' qY SS H (To) 104. 3 Sp; i WALL 16420,-F1- i? GRAVEL DRIVEWgP�, I.E. (N =97.68 7 i-I�i •6 "CON G. WAL � I.E. (Sj-97.91 0 ' 121.825 43 - , . , W 284.3- �, '-:FND. RIC 12653 / �, ,6"0 SUPPORT POSTS(TYP.) _ (- 162.71 - ROCKERS ��9•N LS 9435 -* �E 85' 6 �y -_--�- / ' - - - - ao ' (JUNE 1997) " 00- v ' -' - -' FND. 1-1/4" IP : 2.5' WIRf NCE O �0 -�- : • -' FND. R C / 0 \ S 435 ( ) , ---- L / 6 DUNE 1997 ,--' 5; � '� ' /' ; *.>I,,�. (JUNE 1997) FND. R/C - LS 4661 ,' (JUNE 1997) 1 - 1 508 roP of BqN ry K CB (TYPE 1)=111.85 8" RCP (NE)=110.20 12" RCP (W)=109.88 _ 2"x 4" DOUGLAS FIR OR EQUAL 04' O.G(MAX) FILTER FABRIC MATERIAL POULTRY NETTING 3/4" - 3/8" WASH GRAVEL OR PEA GRAVEL 13' 6.5' 6.5' EXTRUDED ASPHALT URB INLET IE 46 5' (S)(E)(w', REMOVE VEGETATION PRIOR TO GRAVELLING RUNOFF WATER FILTER FABRIC 3" CLASS "B" ASPHALT SEDIMENT t8" MIN. (ABOVE M?RE MESH) CATCH BASINS AS -CONSTRUCTED 4" CRUSHED SURFACING PEA GRAVEL, SEDIMENT 12" MIN. DEPTH CBI TYPE AS -BUILT AS -BUILT ADDITIONAL AS -CONSTRUCTED NATIVE SOIL COMPACTED AT 959 :, • TOP EL IE INFORMATION • y• �'' ri•"• ASPHALT DRIVEWAY PAVEMENT - NT DETAIL C C • .. , • #1 1 69.17 IE(N)=65.17 W/ GRATED LID NOT TO SCALE NEWLY GRADED OR ' �✓ DISTURBED SIDE SLOPE 1. I 8" T2.5' FILTER FABRIC FENCE NOT TO SCALE UTILITY CONFLICT NOTE: CAUTION: 1-800-424- 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 LOCATION PRIOR TO CONSTRUCTION. THS SHALL INCLUDE CALLING UTILITY LOCATE 0 AND THEN POTHOLING. ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL . CONSULT WESTERN ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. WIRE MESH (POULTRY NETTING) 2 1 64.70 IE6"(E)=59.30 W/ GRATED LID J� IE6 (W)=58.90 CATCH BA51N W/GRATE J FILTERED WATER • IE8 (NW)=66.42 #3 1-L 69.17 IE6"(SW)-66.82 W/ GRATED LID IE87(SE) 66.67 SEDIMENT BARRIER #4 t-L 48.91 'ES•(.21 3 ADDED STAIR DETAIL JKE 11/13/01 TES"(W)W)=4444.91 W/ GRATED LID NOT TO SCALE IE6"(NE)-45.41 2 ADD DECK TO AS -CONSTRUCTED DRAWING JKE 11/05/01 IE6"(N)=73.31 1 UPDATE DRAINAGE PER CLIENT INFORMATION JKE 11/03/01 #5 1-L 79.86 IE6"(W)=7326 W/ GRATED LID REV. NO. DESCRIPTION INITIALS DATE CONSTRUCTION SEQUENCE: 1.) PRE -CONSTRUCTION MEETING WITH OWNER, CONTRACTOR, WSI ENGINEERS, AND CITY ENGINEER. 2) TEMPORARY AND EROSION CONTROL MEASURES TO BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. 3.) ROUGH GRADE, INSTALL UTILITIES do STORM PLANS. 4.) DESIGN ENGINEERS AT Of SHALL INSPECT KEY PROJECT ASPECTS DURING CONSTRUCTION. 5.) FINAL GRADE, PAVE AND HYDROSEED PER NOTES do DETAILS. BY: 6.) REMOVE REMAINING TESC FACIUTIES PER CITY APPROVAL. CITY OF EDMONDS APPROVED FOR CONSTRUCTION DATE: t,D A. 'Og 1 ,9, FOR AS -CON CTED ONLY L C, _ 01 (425) 356-2700 SITE PL. SW PL. SW Q I c N VICINITY MAP SCALE: I" = 2000' MEADOWDALE I PLA MELDS RECEIVE® PRINTED RI1 ED NOV .15 2001 i oV 1 ",�) 2001 PERMIT COUNTER WESTERN ENGINEERS, INC. APPLICANT OWNER: ARMANDO CHILELLI ARMANDO CHILELLI 17813 B 44TH AVE W 17813 B 44TH AVE W YNNWOOD, WA 98037 YNNWOOD, WA 98037 425) 743-0868 ILI �425) 743-0868 SITE ADDRESS: 6'75TH PLACE WEST EDMONDS, WA 98026 TAX ACCT. NO.: 5131-097-002-0104 .AS -CONSTRUCTED GRADING, DRAINAGE, ROAD, & TESC NE 114, NE 114, SEC.7, T.27N., R.4E., W.M. LAND USE CONSULTANTS DWN. BY DATE REV. BY DATE I PROJECT MANAGER I SCALE CIVIL ENGINEERS ®LAND SURVEYORS JKE 10/22/01 01 JKE 11/05/01 R.A. HEALEY 1" _ 30' DRAWING FILENAME F.B. NO. CHK. BY JOB No. SHT. NO. *** 13000 HWY 99 SOUTH *,EVERETT * WA * 98204 *** 97067AC1.DWG 341-13 RAH 97-067-A 1 of 2 72 6%c •: 57 54 —0+30 0+00 72 63 57 54 — 0+30 0+ 00 0 0 n o / O O / o / / ocs O o / 00 )2( o / - EXIS77NG 114:/ / GRADE cD� O o / o / o °/ O / CHHBLLI RESIDENCE - "B-B" HORIZONTAL SCALE. 1 INCH = 30 FEET VER77CAL SCALE: 1 INCH = 3.0 FEET 1 +00 � o 0 C / O / o / o/ ocd / cfl o / o o EXIS77NG / GRADE o / N / O� o O / cOo / co/ o / CIMUI RESIDENCE - "A -A " HORIZONTAL SCALE. 1 INCH = 30 FEET VERTICAL SCALE. 1 INCH = 3.0 FEET 75 72 .:l 63 57 54 75 mo 57 e 5, 5,e 5 EFd 4, 42 35 33 30 27 24 21 15 NE 1/4, NE 1/4, SEC. 7, T.27.N., R.4E., W.11I. SNOHOMISH COUNTY, ASHINGTo11i —u-t-ju u-tuu 1 +00 SECTION — "E-E" HORIZONTAL SCALE: 1 INCH = 30 FEET VER77CAL SCALE. 1 INCH = 3.0 FEET NOTCH WEIR TB#6 L 0FE% 15 T TOP -49.0 46.76 46.26 6" min 24" DETEN770N PIPE - o 0.5x min oil 44.26 6" ADS 6" ADS 44.26-1CONTROL TEE 44.26 CAP W/ 1 1/5" DRILLED ORIFICE 9" min CONTROL STR UCT URE DETAIL NOT TO SCALE NO 057-EA51oll Sl'57�5/tj 1/v.57-4U-eD h. C UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXIS77NG UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING U77LITY LOCATE 0 1-400-424-5MAND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOC477ONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTLITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT WESTER/ DONEER'S, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. TE VCHOR ICHMENT DUAL CABLES _ 3/8" MINIMUM X 0I i .I :I I CLW DETAIL or —or NOT TO SCALE U-SHADED REBAR BENT TO PIPE AND PLACED NOT LESS THAN 2 FT. INTO GROUND AT 25' :INTERVALS. — 6" PIPE SOLID PIPE AND ABLE I ABLE TO WITHSTAND WEIGHT OF WATER IN ENTIRE PIPE. X 0 I�-CABLE CLAMPS I i I e'" ""'E BRACKET IS PIPE 1/8" CABLE 1/2" STEEL BOLTS CONTRACTOR RESPONSIBILITY FOR RROSION/SILTATION CONTROL: IT IS TILE INTENT OF THIS TEMPORARY EROSION AND SILTATION CONTROL PLAN THAT STORM WATER RUNOFF BE CONTROLLED AT ALL TIMES TO PREVENT SOIL ER09ON AND TO MAINTAIN WATER QUALITY. ANY AND ALL MEASURES NECESSARY TO DO SO SHALL BE EMPLOYED BY THE CONTRACTOR. 1. RECARDLESS OF SITE, WEATHER, SOIL OR OTHER CONDITIONS, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ENSURING THAT EROSION DOES NOT OCCUR ON THE SIZE AND THAT POLLUTED OR SILT -LADEN RUNOFF DOES NOT LEAVE THE SITE OR ENTER`INTO ANY CREEK, STREAM, WETLAND OR WATER BODY ON THE SITE. 2. BEYr'WD THE MINIMUM REQUIREMENTS SHOWN ON THIS PLAN, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SELECTING AND iMPLEMEN77NG APPROPRIATE METHODS, "BEST MANAGEMENT P! PCRCES' (BMPs), FOR STORM WATER TREATMENT AND CONTROL TH1iT MEET THE REQUIREMENTS OF BOTH THE WASHINGTON STATE D 1 ARTMENT OF ECOLOGY AND SNOHOMISH COUNTY. J. THE CONTRACTOR SHALL REPORT ALL WATER QUALITY CONCERNS AND ACTIVITIES TO THE PROJECT ENGINEER AND TO SNOHOMISH COUNTY. IN ; EVENT THAT THE INSTALLED WATER QUALITY CONTROL MEASURES ARE INEFFECTIVE AT CONTROLLING EROSION AND SILTATION, THE COORACTOR SHALL IMMEDIATELY REPORT TO AND CONSULT WITH THE ,,PROJECT ENGINEER TO. FIND AN APPROPRIATE REMEDY. ALL -- CONSTRUCTION ACTIVITIES, WITH THE EXCEPTION OF EROSION AND SILTATION CONTROL MEASURES, SHALL CEASE UNTIL SUCH TIME AS THE WADER QUALITY IS BROUGHT UNDER CONTROL. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MONITORING WEATHER FORECASTS AND AN STORM ACTIVITY AND SHALL SCHEDULE ALLY PROJECT ACTIV171ES IN ANTICIPATION OF THE WEATHER. 5. ALL SUPPLIES AND MATERIALS NECESSARY FOR IMPLEMENTING BMPs SHALL BE STORED ON SITE AND SHALL BE IMMEDIATELY AVAILABLE FOR USE. SUCH SUPPLIES AND MATERIALS SHALL INCLUDE, BUT NOT BE LIMITED TO, STRAW BALES OR OTHER MULCHING MATERIAL, SILT FE ONG AND STAKES, FILTER FABRIC, ETC. 6. =U ING AND AFTER RUNOFF PRODUCING STORM EVENTS, CONTRACTOR SH LL MONITOR ALL EROSION CONTROL MEASURES AND SHALL PRI RITIZE IMPLEMENTATION AND MAINTENANCE OF EROSION AND SILTATION CONTROL MEASURES ABOVE ALL OTHERS. STABILIZATION OF EXPOSED ,AREAS ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BEST MANAGEMENT PRA'TICES (BMP's), INCLUDING BUT NOT LIMITED TO SOD, HYDROSEEDING, OR OTHER VEGETATIOMPLASTIC COVERING OR MUL NINE THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO A APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL W REM EXPOSED FOR MORE THAN TWO (2) DAYS FROM OCT06ER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN (7) DAYS FROM SCALE: 1 " = 30' imm 0 15 30 60 MERIDIAN: ROS VOL. 34, PG. 170 BASIS OF BEARINGS: CENTERLINE 75TH PL. W. BM: SSMH N0. 11 (I.E. NOR ELEV. = 78.90 VERTICAL DATUM CITY OF EDMONDS SEWER AS-BUILTE MEETS OR EXCEEDS SURVEY STANDARD AS PER: WAC 332-130-090, PART (1)(D) WAC 332-130-100 INSTRUMENT USED: WILD TC-1010 SURVEY PERFORMED BY FIELD TRAVERSE CABLE CLAMPS PLACE 3"-6" SPALLS AROUND THE PIPE AND AROUND THE ENDS FOR / \\ EROSION CONTROL. / \ \ UNDERDRAIN/ - - \ \ _ -fir/ - - '- ->. -- \ OPEN ENDS -- J - 2/.ye' I , ` S ELEV=22.28 ' - - TOP OF RAIL DIF1"USER DETAIL NOT TO SCALE MAY 1 THROUGH SEPTEMBER 30). coov CITY I OF EDMONDS APPROVED IFOR CONSTRUCTION BY: DA TE: 8 RVS CN1RL STRUCTURE AND CB 2 PER CLIENT DLB 09106100 7 ADD DETENTION, REVISE D/W GRADING DLB 06/26/00 6 REMOVE DETENTION DLB 06/05/00 5 4 ADD STORM DRAINAGE PIPE STUB TO ADJ. PROP. REVISE BNRR DIFFUSER DETAIL DLB DLB 01119100 12/15/99 3 REMOVE SPREADER TRENCH ANR 8/2/99 2 ADD WETLAND AREAS A & B, RAISE FF DLB 5128199 1 REV NO. REVISIONS PER CITY _OF_EDMONDS REQUIREMENTS DESCRIPTION CLJ IN177ALS 4/28/99 DATE )PRIN WESTERN ENGINEERS, INC, 7ED APPLICANT: OWNER: ARMANDO CHILELU ARMANDO CHILELLI 17813 B 447H AVE W 17813 B 44TH AVE W NNKOOD, WA 98037 P25) NNWOOD, WA 98037 PY25) 743-0868 743-0868 SITE ADDRESS: 16424 75TH PLACE WEST EDMONDS, WA 98026 TAX ACCT NO.: 5131-097-002-0104 PROFILES & NOTES • "'`' •• %estern (425) 4 1/A8 kfijiineexs, 35fi-2700 u CHILEW 207. no, '` ' '"• '' NE 114, NE 114, SEC. 7, T.27N., R.4E., f.M. LAND USE CONSULTANTS DWN. BY DATE REV BY DATE PROJECT MANAGER SCALE D(PiRES -r - 8/1/03 + RKL 7111197 14 DLB 9106100 D.L. BRESKE 1 It = 30' FOR AS -CON CIVIL ENGINEERS o LAND SURVEYORS ONLY DRAWING FILENAME F.B. N0. CHK. BY JOB N0. SHT. N0. 13000 HVW 99 SOUTH * EVERETT * WA * 98204 *** 97067PRO4.DWG 213A DLB 97-067-,A 2 pt 2 LEGEND 2 (LATTER / NE 1 4, / NE l 4, SEC. 7, T.27N•, R.4E•, W.M• 0 SET 5/8" x 24» REBAR/CAP WSi 16916 1 TO 2 1C� FOUND 4"x 4" WOOD MONUMENT (SET BY OWNER) „ , SNOHOMISH COUNTY WASHINGTON a ..... • � + � � / „ / SET CONCRETE NAIL p''' •`� FREE -DRAINING BACKFILL SAIAx. 5X RNESh, 3 4 - 1 1 2 Wf� x FLASHER (CNF) W81 16916 v MIN. 8" WiDE LAYER OF 2 -4 QUARRY I WASHED ROCK MONUMENT CASE NOT FOUND • '>: ' SPALLS ADJACENT TO ROCKERY MEADOWDALE j MARINE ® OR SET MON/CASE WSI 16916 ,• 0�' 2.5' �O wP� FND. 4"x4" CONC. •* ; STABLE CUT FACE IN NATIVE � 0Po 162ND A VE. W. » ,' MONUMENT NOT FOUND 'p '• ` •' MATMAL• g� 6" PERFORATED IOG K - MON/CASE W/2 v BRASS DISK & PUNCH, BROWNS,' w OR SET MONUMENT WSi 16916 ,', 4" PVC PERF. PiPE XIS r NON_WbVEN PVC W/HOLES UP E MAN' . - • 0.4 DOWN, LS 15023 BAY 4 WAPM SECTION CORNER NOT FOUND - - +� '•'•'' �•~ R = 10'MIN -\ Qom' �' GE07DMLE FILTER WRAPPED IN Z•TM, !: ►, A ( ) FABRIC-MiRAR 140N 6» „v w ..r, �� DUNE 1997 ' FOUND REBAR .P. IRON PIPE OR SIMILAR MATMAL NON -WOVEN `'' ��: �.:. ,~..; _ ( ) FIRM UNDISTURBED SOIL MIN. c� GE07EXTILE FILTER •� �• G h c1L FABRIC-MIRAFI 140N ,••. �P = FOUND MONUMENT/CASE 12' MIN • ' + `} ►f ",.`'h ' ' "` ' ' " O QUARRY QT CB (TYPE II) 81.40 - ,i::=•;; ., 18 CMP WW =74.49 SCALE: 1" 30' 2 OR SIMILAR MATERIAL r�s so : �+ .s :�,, SPalls ` �' D �. 3$ o 18" RCP (N))= 74.65 G-4 GROUP 4 1. ROCK SHALL BE ROUND AND NAVE MINMUM NON -WOVEN RFy�Rti ``y;':%' �`� ' ` V�► A `- ' DENSITY OF 160 POUNDS PER CUBIC FOOT. 0 1N O Q G . h 18" RCP (S)= 74.4 7 J M f 12" CMP E - (D) DEED 2 THE LONG DIM90N OF ALL ROCS SHALL GEO7EXTILE FILTER � �o � , Q ^ ()-n.2f 0 15 30 60 BE ACED PSMDICULAR TO THE WALI•. FABRIC-MIRAFI 140N PERIMETER DRAIN DETAIL - MEA pL• 5 /�� MERIDIAN: ROS VOL. 34, PG. 170 3 Li CENTERLINE wE ,v ROCK R OR SIMILAR MATERIAL L PROPERTY LINE SECTION D-D TEMPORARY CONSTRUCTION EN�'RANCE ^ BASIS OF BEARINGS: CENTERLINE 75TH PL. W. '�Q�' 3 WROVED WALKING SURFACES ABOVE AND FILTER FABRIC TOP, NOT TO SCALE FND. 4 x4" CONC. x X - > FENCE LINE ADJACENT TO ROCKERIES OVER 30' iN HEIGHT NOT TO SCALE SHALL BE PROTECTED BY A GUARDRAIL SIDES & BOTTOM MON/CASE W/2 MEETS OR E,,CEEDS 0 STORM CATCH BASIN CONFORMING 1D UBC 1712 BRASS DISK & PUNCH, T SURVEY STANDARD AS PER: �- 4 ROCKERIES ARE EROSION -CONTROL STRUC7URES� 6 5 BM SSMH NO. 11 (I. E. NORTH) SECTION CORNER - 0.4 DOWN LS 15023 1 2 �T ' WAC 332-13G'-050 ❑ STORM INLET NOT RETAINING WALLS NATIVE MATERIAL 7 8 _ _ (JUNE 1997) ELEV. = 78.90 MON. NOT FOUND N 873543" W WAC 332-130-090 MUST BE STABLE' AND FREE-STANDING IN - OD STORM DRAIN MANHOLE CUT FACE: v �O O 213.40 64 TH ST 5, ANY DENA17ON IN DESIGN OR IN PLACEMENT i S O O • OS SANITARY SEWER MANHOLE OF ADJACENT STRUCTURES MUST BE SUBMITTED ,, .� �O ^ o ! - VERTICAL DATUM WAC 332-13C' 100 - IWTH THE SEAL of A awl ENGINEER ,, , IH INSTRUMENT USED: WILD TC 1010 4A , CITY OF EDMONDS TP POWER POLE WRRENWASHiNGnTDALU� THE STATE OF ; �SO' '�•/ / / SSMH TOP)=49.60,' '%' SEWER AS-BUILTS F� SURVEY PERFORMED BY FIELD TRAVERSE GUY POLE 6. MORTAR ROCKERY AROUND HEADWALL OF INLET/ ��j' 'Y. �/' �,' .� I / // LE. 40 OUTLET PiPES L E.��=4422. 42.6 7 , WATER VALVE _ N 61'16'56" •. r', I . / / LE.. .75,❑W WATER METER �/ ' /r °v� ROCKERY /PIPE DETAIL E� I ,' 10' SANITARY SEWER ESM'T ' / �� A.F. NO. 8306230308 , t7 FIRE HYDRANT NOT TO SCALE '!+C �+ CA; G GAS LiNE ` OF WATER LINE P POWER LINE SS SEWER LINE FA FIELD ADJUST LEGAL DESCRIPTION PARCEL "A": LOT 2 AND THE NORTH HALF OF LOT 3, BLOCK 97, MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; TOGETHER WITH THAT PORTION OF VACATED ROAD ADJACENT TO AND WEST OF SAID LOT 2 AND THE NORTH HALF OF LOT 3 AND BETWEEN THE NORTH LINE PRODUCED OF SAID LOT 2 AND THE SOUTH LINE PRODUCED OF THE NORTH HALF OF SAID LOT 3; TOGETHER WITH BEGINNING AT THE NORTHEAST CORNER OF LOT 2, BLOCK 97, MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGE 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, THENCE SOUTH ALONG 771E EAST LINE OF SAID BLOCK 97, 90 FEET TO SOUTHEAST CORNER OF THE NORTH HALF OF LOT 3, AS MEASURED ON THE EAST LINE THEREOF; THENCE EAST 40 FEET ALONG EXTENSION OF SOUTH LINE OF THE NORTH HALF OF SAID LOT J. THENCE NORTH 90 FEET ALONG THE WEST LINE OF BLOCK 97 OF SAID PLAT; THENCE WEST TO THE POINT OF BEGINNING. PARCEL '19": THAT POR77ON OF TRACT 90, MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED .IN VOLUME 5 OF- PLATS, PAGE 38, -RECORDS OF SNOHOMISH COUNTY, WASHINGTON, LYING WESTERLY AND NORTHWESTERLY OF THE COUNTY ROAD AND SOUTH OF THE NORTH LINE OF LOT 2 IN BLOCK 97 PROJECTED EASTERLY TO THE COUNTY ROAD AND NORTH OF THE SOUTH LINE OF THE NORTH HALF OF LOT 3, BLOCK 97, PROJECTED EASTERLY TO COUNTY ROAD. LINE TABLE NO. BEARING DISTANCE L 1 N 30'46'17" E 9.27 L2 N 01'1341" E 12.17 CURVE TABLE NO. DEL TA RADIUS LENGTH C2 0 ' 45 '20" 4457.50 58.78 C1 1'17'53" 4457.50 100.99 STAKED & ENTRENCHED STRAW BALES BINDING WIRE FILTER FABRIC OR TWINE ' ' SEDIMENT LADEN FILTERED , , RUNOFF RUNOFF i A , `i i' MINIMUM FREEBOARD STAKE BALES AS REQ'D TO MAINTAIN POSITION 2 STAKES PER BAE, MIN. " " • 1. 4K �y • _ . NOTE: POINTS "A" l' TO BE HIGHER 1 ll (yl ' STRAW BALES THAN POINT "B" trrfnf BALES DETAIL AENTRENCHED BE �711�i NOT TO SCALE SEE CROSS SEC77ON 1.) THE LOCATION OF UTILITIES AS SHOWN SERVING THE SUBJECT PROPERTY HAVE BEEN TAKEN FROM PUBLIC RECORDS. WE CANNOT CERTIFY TO THEiR ACCURACY AND/OR COMPLETENESS. BEFORE COMMENCING CONSTRUCTION INVOLVING EXCAVATION OR REMOVAL OF EXISTING STRUCTURES, CALL A LOCATING SERVICE OR 1-800-424-5555 FOR VERIFICATION OF UNDERGROUND UTILITY LOCATIONS. 2.) THIS SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF PARTIES WHOSE NAMES APPEAR HEREON ONLY, AND DOES NOT EXTEND TO ANY UNNAMED THIRD PARTIES WITHOUT EXPRESS RECERTIFICATION BY THE LAND SURVEYOR. 3.) BOUNDARY LINES SHOWN AND CORNERS SET REPRESENT DEED LOCATIONS; OWNERSHIP LINES MAY VARY. NO GUARANTEE OF OWNERSHIP IS EXPRESSED OR IMPLIED. (5 EACH SIDE OF SEWER LINE) SFR ; NE CORNER V / / 16404 r OF LOT 2 Qi, ,'I �' L i . x INSTALL 8" ADS PIPE SOUTH OF RETAINING WALL ; % ,' O�/ / •' ; o r i / . N 87*35'43" W , N 78'' - /�22 ADS DIFFUSER DISPERSION ; ,' j % 2 / - . N / JUFNDNE 9J7)" iP 20.67 IE=zP SB 21.48 A.Q Y // / BLK 9 IN 1.0 �D 259.77 R : SSMH NO. 11 SEE DETAIL SHEET 2 , / ; ' > » i / _ _ _ ,,' TOP=104.83 - 0_ 1. 1753 T-- -_ ---__- - '/ A 1�- - - 7 LE. (S)=79.11 R- 4457.50 / A ' o ; - " A.Q , ; - CAR�4GE C-/ 2 , ,' D o L- 100.99.100LF a PVC-- �'"►. o , C 10' QRAINAGE / / / I ,' DECK / AS -CONSTRUCTED , ESM T . CB 4 �--� I , AS-CONSTRUCM TRACT o nrTrrr N 5959'03" R 1%' ; . / / o / RO ! / °'✓ I -4 -- / B Q , c� •" Ii CB (TYPE I)=89.32 , I _HOUSE jV 1- M • , 4i / 12" RCP (S)=84.67 --- ---- _ - / - U-..d--- tt �O + - --- 12" CMP (E)=85.70 _ _ \ - 85 LF A.C.', / ,.--50-- -- \_- ._..�-' ., AS 018VEWAY A. - �\ ■ v, A.C. .� 12" RCP (E)=84.7t CONSTR CTED Q � � ADS Q M 62LF s�VC . \ \ RO CB 1 / _ ` SEE PROFILE , ' 3 x r ' i, , 18 RCP. ( =84.19 SHEET 2�' �CS� N A.C. . - _10 I SHOULDER -' . / � • - - .. CB 2 l � - 2 ADD GRAVEL PVC � _ - uo'i , CE FOR WALKING : RR TTEE R C ' LS 94' (JUNE 1997 ' ' / ,' t I 3 282.14 N 59'13'43" W(R1�' =/� -�,�G /.��.// .... CB ,-IN 8735'43" �' o0 / . G-4 p I W / CNF 20LF G C - 1 P ' 1C.. -------- ------ / ,. 3 CEDAR? PREVIOUS `;<,1 ` /' �Q - ;., �' 1- J HO_ USE',; DECK SLIDE AREA / £ . - " " 3o HIGH) / • ..A 8 6,. _ STD �DRAIti - ` + w J / V I r _ 8 FND. P.K. NAIL 2U' (JUNE 1997) • O l / wooD 20 / E., � . ; : i , ...... ::.:...:...r r;•: • SCALE '... .' . 4 SFR 8scg o CARPORT I WAY > .4¢SSMH (TOP)=104.83 / �So; WALL 16420 I ' L I GRAVEL DRIVE IrV�P� LE. (N =97.68 h0 / / I `� 6 "GONG. WAL �; �� .' I.E. (S)= 97.91 N 87'35'43"r,«A - 0A ^ v 10 121.82 , 4.63 •q9,�� -= 28 " ... �F -FND. RIC y0 126 53 % �, /6"0 SUPPORT POSTS(TYP.) - - 162.71 - ROCKER-. N�9- LS 9435 . �- N 85'46'4 " W �-n�_ ---- . _.. /C , - �, (JUNE 1997) FND. R ;'FND. 1-1/4" IP 2.5' WIRE FENCE ; $�- =--- n- -- 00 - 6� (JUNE 1997) , 0 , ; _ x_ LS 9435 \ --' S J' / '------ (JUNE 1997) : E ---- 0 v FND. R/C , LS 4661 JUNE 1997 _ y / ( ) 16508 RTOP �F BqN K / CB (TYPE 1)=111.85 8" RCP (NE)=110.20 12" RCP (W)=109.88 2"x 4" DOUGLAS FIR OR EQUAL 04' O.C. (MAX) FILTER FABRIC MATERIAL POULTRY NET77NG 3/4" - 3/8" WASHED GRAVEL OR PEA GRAVEL FLOW INLET IE 46 5 (S)(E)(W) RUNOFF WATER WITH SEDIMENT SEDIMENT I NEWLY GRADED OR W DISTURBED SIDE SLOPE 1, 8" -T I- T 2.5' FILTER FABRIC FENCE NOT TO SCALE UTILITY CONFLICT NOTE: GLUT ON: 1-MO-424-5555 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 LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATI0NS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. iF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT WESTERN ENGINEERS, INC TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. FILTER FABRIC 18" MIN. (ABOVE WiRE MESH) PEA GRAVEL, 12" MIN. DEPTH CATCH BASINS AS -CONSTRUCTED C81 TYPE AS -BUILT AS -BUILT ADDITIONAL TOP EL IE INFORMA77ON #1 1 69.17 IE(N)=65.17 W/ GRATED LID II I WIRE MESH (POULTRY NETTING) #z 1 CATCH BASIN W/GRATE I FILTERED WATER #3 1-c SEDIMENT BARRIER #4 1-L NOT TO SCALE CONSTRUCTION SEQUENCE: 1.) PRE -CONSTRUCTION MEETING WITH OWNER, CONTRACTOR, WSI ENGINEERS, AND CiTY ENGINEER. 2) TEMPORARY AND EROSION CONTROL MEASURES TO BE iN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. 3.) ROUGH GRADE, INSTALL UTILITIES & STORM PLANS. 4.) DESIGN ENGINEERS AT WSI SHALL INSPECT KEY PROJECT ASPECTS DURING CONSTRUCTION. 5.) FINAL GRADE, PAVE AND HYDROSEED PER NOTES & DETAILS. 6.) REMOVE REMAINING TESC FACILITIES PER CITY APPROVAL. 64.70 69.17 48.91 #5 I 1-L I 79.86 IE6'(E)=59.30 IE6"(W)=58.90 IE6'(NW)=66.42 IE6'(SW)-66.82 IEW(SE))=66.67 IE8'(SE)-46.21 IE6"(N)-73.31 IE6"(W)=73 26 CITY OF EDMONDS APPROVED FOR CONSTRUCTION BY: DA TE: W/ GRATED LID W/ GRATED LID W/ GRATED LID W/ GRATED LID 13' 6.5' 6.5' ,,EXTRUDED ASPHALTLRB 3.5x S� REMOVE VEGETATION PRIOR TO GRAVELLING 3" CLASS "B" ASPHALT 4" CRUSHED SURFACING AS -CONSTRUCTED NATIVE SOIL COMPACTED AT 9q Y. ASPHALT DRIVEWAY PAVEMENT DETAIL C-C NOT TO SCALE 3 ADDED STAIR DETAIL JKE 11113101 2 ADD DECK TO AS -CONSTRUCTED DRAWING JKE 11105101 1 UPDATE DRAINAGE PER CLIENT INFORMATION JKE 11103101 REV. NO. DESCRIPTION INITIALS DA TE FOR AS -CONSTRUCTED ONLY (425) 356-2700 �F'90p 1607H ST. SW '4 r !F'f'O SITE 164 TH PL. SW 165TH PL. SW Q Z VICINITY MAP SCALE: 1 " = 2000' 1 Q �0 co MEADOWDALE PLA MELDS TRSll��i FILE,, -7to'm Ply 2,cO LS-Z, RECEIVE®'1��'�✓`__ NOV.15 LOOT !'oCl`�! 1 ;� LOOT PERMIT COUNTER WESTERRi FNGINEERS, INK APPLICANT.: OWNER: ARMANDO CHILELLI ARMANDO CHILELLI 17813 B 44TH AVE. W 17813 B 447H AVE W YNNWOOD, WA 98037 YNNWOOD, WA 98037 425) 743-0868 �425) 743-0868 1 G-11 4- SITE ADDRESS: Mgt 75TH PLACE WEST EDMONDS, WA 98026 TAX ACCT. NO.: 5131-097-002-0104 AS -CONSTRUCTED. GRADING, DRAINAGE, ROAD, & TESC TDO CHILEr•r•i NE 1/4, NE 1/4, SEC. 7, T.27N., R.4E., W.M. LAND USE CONSULTANTS DWN. BY DATE REV. BY DATE PROJECT MANAGER SCALE CIVIL ENGINEERS � LAND SURVEYORS JKE 10/22/01 01 JKE 11/05/01 R.A. HEALEY 1 to= 30' DRAWING FILENAME F.B. NO. CHK. BY JOB NO, SHT. NO. *** 13000 HWY 99 SOUTH * EVERM.. * WA * 98204 *** 97067AC1.DWG 341-8 RAH 97-067-A 1 Of 2 7r 7' 6� oG: 57 54 - 0+ 30 0+ 00 7! 72 63 57 54 - 0+30 0+ 00 i o 0 N/ / o / o r\ / o c) / cd (00 o / o / 0 / EXISTING 00 / GRADE o / N / off o / O / CLCILELLI RESIDENCE A A HORIZONTAL SCALE: 1 INCH = 30 FEET VERTICAL SCALE: 1 INCH = 3.0 FEET 1-+ 00 0 0 t\ 0 O / O / ' O / N / 0 O / g / EXISTING / GRADE c0� / / ./ O / o 00 O CHI BLLI RESIDENCE - "B-B" HORIZONTAL SCALE: 1 INCH = 30 FEET VERTICAL SCALE: 1 INCH = 3.0 FEET 1 +00 75 72 63 57 54 75 72 •• 63 • �J 57 46.76 — 46.26 a--a-0.5R min ' jp 6" ADS 44.26 - 44.2s CAP W/ 1 1/5" DRILLED ORIFICE 5 5- u 4� 4re 3c W 33 30 27 ��: 21 15 CB#6 TYPE 1-L . 6" ADS CON TROL TEE L 9" min NE 1/4, NE 1/4, SEC. 7, T.27N. R.4E. SNOHOMISH CO UNTY, WASHING TON —U-f-JU U-1-UU 1+00 SECTION - "E-E" HORIZONTAL SCALE: 1 INCH = 30 FEET VERTICAL SCALE: 1 INCH = 3.0 FEET NOTCH WEIR H-0.5 FT L-0.15 FT TOP -49.0 DETENTION PIPE - 44.26 CONTROL STRUCTURE DETAIL NOT TO SCALE No srs i�51L-, i N 577,41,L,ED /4 . C V l LLl 1 l 1.i Ol MCT 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 LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-ODO-424-5,S33AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT WE51E W Et MVEERB, INC TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. BY: HOR -IMENT DUAL CABLES 3/8" MINIMUM x [b)I .I i CLAMP DETAIL 'r - r NOT TO SCALE U-SHAPED REBAR BENT TO PIPE AND PLACED NOT LESS THAN 2 FT. INTO GROUND AT 25' � INTERVALS. — 6" PIPE SOLID PIPE AND ABLE ABLE TO WITHSTAND WEIGHT I OF WA TER IN ENTIRE PIPE. ' X I. O I �- CABLE CLAMPS I I; I' c" -''E BRACKET IS PIPE 1/8" CABLE 1/2" STEEL BOLTS CONTRACTOR RESPONSIBILITY FOR EROSION/SILTATION CONTROL: IT IS THE INTENT OF THIS TEMPORARY EROSION AND SILTATION CONTROL PLAN THAT STORM WATER RUNOFF BE CONTROLLED AT ALL TIMES TO PREVENT SOIL EROSION AND TO MAINTAIN WATER QUALITY. ANY AND ALL MEASURES NECESSARY TO DO SO SHALL BE EMPLOYED BY THE CONTRACTOR. 1. REGARDLESS OF SITE, WEATHER, SOIL OR OTHER CONDITIONS, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ENSURING THAT EROSION DOES NOT OCCUR ON THE SITE AND THAT POLLUTED OR SILT -LADEN RUNOFF DOES NOT LEAVE THE SITE OR ENTER INTO ANY CREEK, STREAM, WETLAND OR WATER BODY ON THE SITE 2. BE"MD THE MINIMUM REQUIREMENTS SHOWN ON THIS PLAN, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SELECTING AND IMPLEMENTING APPROPRIATE METHODS, "BEST MANAGEMENT PRACTICES- (BMPs), FOR STORM WATER TREATMENT AND CONTROL THAT MEET THE REQUIREMENTS OF BOTH THE WASHINGTON STATE DEPARTMENT OF ECOLOGY AND SNOHOMISH COUNTY. J. THE CONTRACTOR SHALL REPORT ALL WATER QUALITY CONCERNS AND ACTIVITIES TO THE PROJECT ENGINEER AND TO SNOHOMISH COUNTY. IN THE EVENT THAT THE INSTALLED WATER QUALITY CONTROL MEASURES ARE INEFFECTIVE AT CONTROLLING EROSION AND SILTATION, THE CONTRACTOR SHALL IMMEDIATELY REPORT TO AND CONSULT WITH THE ;,,,PROJECT ENGINEER TO, FIND AN APPROPRIATE REMEDY. ALL=- CONSMUCTiON ACTIVITIES; WITH THE EXCEPTION OF EROSION AND SILTATION CONTROL MEASURES, SHALL CEASE UNTIL SUCH TIME AS THE WATER QUALITY IS BROUGHT UNDER CONTROL. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MONITORING WEATHER FORECASTS AND ANTICIPATING STORM ACTIVITY AND SHALL SCHEDULE ALL PROJECT ACTIVITIES IN ANTICIPATION OF THE WEATHER. 5. ALL SUPPLIES AND MATERIALS NECESSARY FOR IMPLEMENTING BMPs SHALL BE STORED ON SITE AND SHALL BE IMMEDIATELY AVAILABLE FOR. USE. SUCH SUPPLIES AND MATERIALS SHALL INCLUDE, BUT NOT BE UM17ED TO, STRAW BALES OR OTHER MULCHING MATERIAL, SILT FENCING AND STAKES, FILTER FABRIC, ETC, 6. DURING AND AFTER RUNOFF PRODUCING STORM EVENTS, CONTRACTOR SHALL MONITOR ALL EROSION CONTROL MEASURES AND SHALL PRIORITIZE IMPLEMENTATION AND MAINTENANCE OF EROSION AND SILTATION CONTROL MEASURES ABOVE ALL OTHERS. STABILIZATION OF MOSED AREAS ALL SOILS EXPOSED BY LAND DISTURBING AC71VI77ES SHALL BE STABIUZED BY SUITABLE APPLICATION OF BEST MANAGEMENT PRACTICES (BMP's), INCLUDING BUT NOT LIMITED TO SOD, HYDROSEEDING, OR OTHER VEGETA7I0N,PLAS7IC COVERING OR MULCHING THE EXPOSED SOILS SHALL BE STABIUZEO ACCORDING TO AN APPROVED TIMETABLE (TYPICALLY NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TW17 (2) DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN (7) DAYS FROM MAY I THROUGH SEPTEMBER 30). CITY OF EDMONDS APPROVED FOR CONSTRUCTION DATE: SCALE: 1" = 30' 0 15 30 60 MERIDIAN: ROS VOL. 34, PG. 170 BASIS OF BEARINGS: CENTERLINE 75TH PL. W. BM: SSMH N0. 11 E. ELEV.=78.90 VERTICAL DATUM CITY OF EDMONDS SEWER AS -GUILTS MEETS OR EXCEEDS SURVEY STANDARD AS PER: WAC 332-130-090, PART (1)(D) WAC 332-130-100 INSTRUMENT USED: WILD TC-1010 SURVEY PERFORMED BY FIELD TRAVERSE I i CABLE CLAMPS I I _ I I I I I ( I ( ( I I I I I PLACE 3"-6" SPALLS K3 Di AROUND THE PIPE AND AROUND THE ENDS FOR / / \ EROSION CONTROL. / \ UNDERDRAIN/ OPEN ENDSS / \ - .1— A,G.— �r.yB; IEn22.59 N S ELEV-22.28 TOP OF RAIL DIFFUSER DETAIL NOT TO SCALE 8 RVS CNTRL STRUCTURE AND CB#2 PER CLIENT DLB 09106100 7 ADD DETENTION, REVISE D/W GRADING DLB 06/26/00 6 REMOVE DETENTION DL8 06/05/00 5 ADD STORM DRAINAGE PIPE STUB TO ADJ. PROP. DLB 01/19/00 4 REVISE BNRR DIFFUSER DETAIL DLB 12115199 3 REMOVE SPREADER TRENCH ANR 8 2 99 2 ADD WETLAND AREAS A & B, RAISE FF DLB 5128199 1 REVISIONS PER CITY OF EDMONDS REQUIREMENTS CLJ 4128199 REV. NO. DESCRIPTION INITIALS DATE L2001 N ENGINEERS,IINC. APPLICANT OWNER: ARMANDO CHILELU ARMANDO CHILELLI 178IJ B 44TH AVE. W 17813 B 44TH A VE W YNNn74 , WA 98037 P25) NNWOOD, WA 98037 425-0868 743-0868 SITE ADDRESS: 16424 75TH PLACE WEST EDMONDS, WA 98026 TAX ACCT NO.: 5131-097-002-0104 PROFILES & NOTES WAe •• % _Western (425) 41 d IIoemeers, 356-2700 �'ILELL-1 20719 n C. : � 9' . • _ NE 114, NE 1/4, SEC. 7, T. 27N., R. 4E., W. M. "AO LAND USE CONSULTANTS DWN. BY DATE REV BY DATE PROJECT MANAGER SCALE EXPIRtS=.-eJr/`03 � RKL 7/11/97 14 DLB 9/06/00 D.L. BRESKE FOR AS -CON ONLY CIVIL ENGINEERS ®LAND SURVEYORS DRAWING FILENAME F.B. Na FCHK. BY JOB NO. SHE NO. 1d C�1 *** 13000 HWY 99 SOUTH * EVERETT * WA * 98204 *** 97067PRO4.DWG 213A DLB 97-067-A 2 of 2