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10022 EDMONDS WAY.PDF11111111111111 13933 10022 EDMONDS WAY r 0�u s t c.P,4c. (Sri w ) r� lvc�rtt h-G . Fwat Srra F-90Ak Her T-rUV-Ai c4.a� . Do &Dort SKIT S1"fE di.1Td �C�4•L1,� APPROVED AS NtOIED a�8 GINEERING Date: vtA :Como was UAq (56-(04,) o a jacl} NT- i t. 2�lbw. ApexA)e% �cvt�5 Close ope%JN�e, In CL� «J bccJC7t'AoG— /r--�� ! • ADDRESS: ia-22 Edmc mcko- �u TAX ACCOUNT/PARCEL NUMBER: O�Ifby2�oC�}OI BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) FOR: CRITICAL AREAS: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: 1 ILJ q /1-4o cuP of 171I . S0 011 (d9 . VD I , ljq/rito I 1ia DRAINAGE PLAN DATED: /0 ' to ' 02.) PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: • �� y •., . In PLANNING 1 li SCALED PLOT PLAN DATED: SEWER LID FEE $: LID SHORT PLAT FILE:—, 3• F S LOT: I BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: 10. 1q.01 STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: -*f o,,metZ 602IJ NMONds Wy lFbrm LATEMPOSTss\Street File Checklist.doc `J PLANNING DATA New Commercial / Mulffamily Proiects SITE ADDRESS: I G-0z2 - k� ZONING: 3N USE(S) PROPOSED: rr to ► (I2- 96,10 btu -) ALLOWED?: his LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Y/N CUP File:. Ala To Allow What Uses?: ADB FILE #: 01 - 170 PARKING: Use: No. ,Spaces Required: s ntu / 3oo P X 12,90 (floor area, # employees, etc.) = a Use: No. Spaces Required: - X (floor area, # employees, etc.) = Use: No. Spaces Required: X (floor area, # employees, etc.) i Use: No. Spaces Required: X (floor area, # employees, etc j) _ Total Required: 43 Actual Provided: 1 SETBACKS: Pmrx:i B . �� z�L�io. ZI "'A. 33P� Required Setbacks: Front: Zo , Left Side: o Right Side: O ' Rear: 1 S' Actual Setbacks: Front: io3' Left Side: I$" Right Side: 1.5' Rear: Z2'W lo' h Street map checked for additional setback required? (Yes/")''^ c MAXIMUM FLOOR AREA: ! Maximum Allowed: 3 °i A c� a. = (�Z' Actual: 1 Z • 9& l ° F BUILDING HEIGHT: aA; Maximum Allowed: 25' Actual Height: '5' a " Modulation Allowed?: nro Modulation Height: _ Datum Point: P, Datum Elevation: ioa. w /3,�,�9 Elevator Penthouse > 3 feet over h6l imit? An If so,VAR# — z C Hm 4ti L"t, A,. w:n, awtw .y.� - ?ter AM"m ( a F t,°5 •`� z a ?ANDSCAPING: Matches ADB approved: a Bid Provided? Bond Amount (100% bid): 3 LS' � ► l.1.- 5•rL.,tY, ,.•,t, �'- .sauzrc,�� Brun + fYu RITICAL AREAS #: L-a O)L- f4i r7 . ✓ �O i — ��,� .. (�v�L. }+awl /Yi'tn'6 Eif I^f�- ,i iLja,,hhy ..✓�tt� ,rtiC"M'W'4'tA. %'ii.rt OZ. / SEPADETERMINATION: MDNS- �, ti-� IZiSi t � � ���M !� s�o . �+.•, E+ LV4'Cwdt �H � prA d co SHORELINE REQUIRED?: NP, .. m Continued ... l:\I ibrary\^PlandatNewComm.doc • .0 DATE: 7/ t va3 PLAN CHK#: 0 3 - Z 2-0 NAME OF BUILDING PERMIT APPLICANT: P64 PROJECT DESCRIPTION:_ (Z; 9G/ ° nn�`i 6►,ti, ADB FILE #: o l - 17o OR DATE WAIVED: 711 71v3 - T 19L- PLANS MATCH APPROVED PLAN: `o . ���,� t SUBDIVISION:Z- LOT AGGREGATION REQUIRED?: REDUCED SITE PLAN (8.5X11) PROVIDED FOR STREET FILE? OTHER: Imo, t.,,�;�,..�,,l 7 Lam_ ? sv - Z► 2 - /lv�,��,t� n4��� ,tip 1—L %ac &--1 rCc...ytlT — Ohact �.vul�/ Jfrtc� �L „r Plan Review By: P - o ► - I u.) - Tti t.� 6 rr h, h, .. r ok- 1) G� v� A�, A sd--. (fem N-ten F- b l- 4 I:\I ibrary\^P 1 andatNewComm.doc C ILE NO. Atical Areas Checklist ---------------------------------------- Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: /60-20 6_DmgNos 2. Property Tax Account Number: 6 /07 -002 got, c� , + G/ U7-- 6t"12 c a. a ,- aC/ d- 4 l0 — QG Z �U . G &/d7-062 3. Approximate Site Size (acres or square feet): (��c��S 4. Is this site currently developed? ✓es; no. /J If yes; how is site developed? N fl A414 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15 % (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: /j ; Approx. Depth: 7. Site contains areas of seasonal standing water: N O ; Approx. Depth: What seasons) of the year? 8. Site is in the floodway NO floodplain ^r a of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are NO year-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: AJC3 DETERMINATION _ ,- STUDY REQUIRED _ WAIVER Reviewed by:. lariner' ^ca-chk.doc; Rev 02/11/97 l City of Edmonds "'QW 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. Please submit a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g., site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner/Applicant: ( ''A'Q `% C - '—�-G S Name /Q61-20 amawos ly�y Street Address E-6mo4fls LVA. �02-a City State s� Zip C ea Telephone Signature Date Ap7�' nt Representative: , .c5L - F—"r, Name 57a v N (VAY Street Address UTA 499o203 City State Zip Date c xecepti on\jana\cacl .doc (over) 0 40 City of Edmonds Critical Areas Determination Applicant: Gary C. Jones Determination #: CA-97-185 CA-97-186 Project Name: Permit Number: Site Location: 10020 Edmonds Way Property Tax Acct #: 6107-002-006-00 6107-002-007-00 6107-002-008-00 Project Description non -project specific A site inspection has revealed a site developed with small office buildings located on the southwest side Edmonds Way. The has a flat portion near Edmonds Way, then slopes up steeply to the southwest. The site appears to contains slopes that are greater than 40% with a vertical elevation gain of more than 20 feet. Based on the above findings, it is determined that there is potentially a steep slope critical area on or adjacent to the site. A Critical Areas Study is required to delineate the boundaries of this potential critical areas, the buffers and setbacks. For the steep slopes, a licensed surveyor must create a topographic map of the site which indicates all areas which slope 40% or more and have a vertical gain of 20 feet or more within the 40% slopes. The map must also show the location of the steep slope buffers and setbacks. If the property owner wishes to apply for a specific development permit which they feel would not impact the Critical Areas located on the site, they may submit their proposal to the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Areas or its buffers, a conditional waiver may be issued on a project by project basis. John Rissell, Senior Planner Date UL -----------------------------•--------...---------•----------•-----------------....•--------- NA.ME OF ADDITION =._ ...-_-,------- 1�t�I� Approved: DATE ._ .,��.�'' -'/� --- By CITY OF EDMONDS - SIDE SEWER PERMIT .A, WATER -SEWER DEPARTMENT PERMIT Call 775-2525 for side sewer inspections BEFORE covering any portion of the construction.) Inspection will be provided within 24 hours after requst. NO Sat., Sun., or holiday inspections./ ADDRESS LOCATION OF CONSTRUCTION..... 102D.. '& K-=!r1!; ..11 ,2.)?............. Lot Division No. e. PROPERTY LEGAL DESCRIPTION ..................... ...............................................---.....................................--.................. a1t=.L AT the East 20 ft. ..................................................._...................... -........................................................................................ ................. .................... ................................................... A7.........................•-----•-------•--•---.....OWNER AND/OR BUILDER.....- {)i1 .. ?I - T: %1 ,•....................... _....................................................... ACTOR'S NAME & ADDRESS-- jcih . Al- l_ v -n -..R• .�? ?RIc�..- ?� :n5�,c' _.............................. _.._.... :.................................. ................ Permission is granted .................. ka= ?,.I.,..--%,'......--------, 197,5.... for repair and/or connection of a side sewer to the city sanitary sewer smr► in accordance with City of Edmonds ordinances. A NTION IS CALLED TO THE FOLLOWING: NOTE No. 1—The owners of the property may obtain a permit to construct sewer inside property line. A licensed Side Sewer Contractor must be employed to construct side sewer in street area. Do not cover any portion of sewer before it has been inspected. NOTE No. 2—All work performed in city right-of-way requires an Invasion of Right -of -Way Permit obtainable from the City Engineer's office. NOTE No. 3—Obtain full information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit. NOTE No. 4—Top of side sewer must have at least 30 inches coverage at property line and 12 inches inside property line; minimum grade of 2%. No bends in grade sharper than % will be permitted. f' NOTE No. 5—Trenches in street must be water settled and surface of street restored to original condition. Contractors shall be responsible for failure due to improper work which may develop within one year of completion. NOTE No. 6—It is unlawful to alter or do any other work than is provided for in the permit, or to do any work on the main sewer or its appurtenances except to in- sert the pipe into the wye. DISAPPROVED❑ Date ... - .................... .... ..... By .............. Date ............. ..... By-------- _-- Date ............... _................... By.--............. APPROVEDDate...._... - ................... �-�----.. By.......... .... . ............................•-•--......................---..........--................. Remarks: ........ ................................... .._........................................ ...........----•---------••-•------..................--........ Aft--------------------------------------------------------- ----------------------------------------------------------------------------------------- _----------------------------------- -............--..--...-•-------------------------------. QW BOTH Permit Copies MUST Be Signed By Owner of Firm Performing Construction PRIOR To Request For Inspection — I...... ✓?:.- 4-Z -.-------------------------------- - , hereby certify that the side sewer installation constructed under this permit (Owner of Contracting Firm Performing Construction) Minstalled in accordance with all governing ordinances of the City of Edmonds. Dated this ... . ........day of a-f�~- .. ...-..---•------...-, 10'. J J Check BEFORE you dig for: Water ❑, Gas ❑, Telephone ❑, Power ❑, Sewer ❑, Other ❑ d A PPLICAMN The City ©f Edmonds I 06r Sit* $fWtR PBWW EASEMENT NO- ----- -------- ----------- --------- NEW CONSTRUCTION Fl REPAIRS LID Noe 41Z li . .. . ......... MT-l� - ------------------ 17 OWNER ...... & .............. CONTRACTOR PSAP ..... �9 .... k J.1 - - ------------------------------- ----------------- PERMIT N0.4-171 ..... -------------------------- JOB ADDRESS .......... jg��A -s ........ 4!�Ay ........ LEGAL DESCRIPTION: LOT NO. -� --------------- -------------- BLOCK NO. � ----------------- - -------- ............... ------------------- ------- ......................................................................................................... NAME OF ADDITION .2 . ...... RECEIVEO 2 7 975 Amoved: DATE---- - ------------------------------------- - By .......... ------------------- Date i ary 3. 1975 Memo to: Director of Maintenance & Operation Public Works From: City Engineer Subject: Sewer. Connection Charges Legal Description: Lot 8, Blk 2, Westgate Park Division No. 2;.EXCEPT the east 20 ft. FOR LAND SAKES c The Jones Boys Azady, C . 113 lr UT-1lA. „L uz" B.uman BROKER REALTOR RES. PR 5-6463 10030 EDMONDS WAY (WESTGATE) PROSPECT 6-0131 EDMONDS. WASH. Commonly known as:. 10020 Edmonds Way Owner: Larry.C. Hoover Z.F.F. Calculation.- ( 96.46) Z.F.F. x ( $ 7.50.) _ ( ) Lateral x ( 1 ) Unit x ( $ 25 ) _ NOTE: Verify Trunk Charge based on useage (Presently a one -doctor office) cc: Form 6 5 723.45 Connection Fee $ Lateral Charge S 25.00 Trunk Charge $ 10.00 Permit $ 758.45 TOTAL LEI R-,: LAPRSO V, P.E. EDMONDS CITY ENGINEER. PUL For Land's Sake C ... The Jones Boys Tealk,m, 9&c. 776-01.31 January 13, 1975 Mr. Jack Mitchell City of Edmonds Water Dept. Edmonds, WA 98020 Dear Mr. Mitchell: REALTOR' 10030 Edmonds Way Edmonds, Washington 98020 This is to inform you that I have purchased Dr. Hoover's property located at 10020 Edmonds Way, Edmonds, WA, and I am aware that the property is not connected to the sewer. I wish to inform you that I will have the property connected to the sewer by March 1, 1975. Your truly, JONES BOYS REALTY, INC. BURNELL M. BA Broker BMB:jh cc: Mr. Harry Whiticutt, Bldg. Dept. "- � > Z,17- -I OI CITY OF EDMO DS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT 1h c • 18913 Planning • Building • Engineering January 10, 2002 GARY HAAKENSON MAYOR G�.Frl&n A-rz�S The Bartell DrugCompany 4727 Denver Ave. So. Seattle, WA 98134 Subject: Determination regarding Critical Areas Checklist: CA-01-164 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The `DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). IT IS VERY IMPORTANT FOR YOU TO RETAIN A COPY OF THIS CRITICAL AREAS "DETERMINATION" FOR YOUR RECORDS. Please examine this Determination for additional requirements. You may need to submit additional information such as an Environmental Checklist or Critical Areas Study. The Determination for the Critical Areas Checklist you submitted is a site -specific determination, not a project -specific determination. YOU MUST SUBMIT A COPY OF THE CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APLICATIONS OR YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Building Permits Conditional Use Permits Subdivisions Variances Applications to the A_DB* Land Use Applications ^t-`- 177y__'i Any other development permit applications. ' Thank you, WiAY C Planning Secretary 0f�vr�l^�Lru .1'F• John Bissell &Associates �ILE *Architectural Design Board S07"REET D:mydocuments/spellman/CACLletter.doc L:temp/jana/CACLletter.doc - ® Incorporated August 11, 1890 Sister City - Hekinan, Japan i City of Edmonds Critical Areas Determination Applicant: John Bissell & Associates Determination #: CA-01-164 Project Name: Bartell Drugs Permit Number: Site Location: 10016 Edmonds Way Property Tax Acct #: FoO 6107 002 008 01 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 and an Erosion Hazard Area 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 of 40% or more with at least 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-inipuct 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, except those done by a licensed geotechnical engineer, 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.140). • 2. If development must occur within the critical area, buffer, and7or 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 M.15B.170A and 20.1513.040C. 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. 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.170A 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 may be issued on a project by project basis. Name Signature 9, 2 Date 2 • City of: • N.W. 1/4•, S EC•. 36,.. T 27 N., R. 3 E.W. K EDMONDS °Z5 136 Iff = 200f• %Sec.C- 2281h C ♦ ♦ I 1 / 6— t` •yam 0 I WEST6AT I PARR sP 93-30 \ oZ ♦ 2 Qb'S Q p �O J czi 1. 9 I 2 00 ♦ of �o ` 7oz p3 ♦� 3 3 + O4 j RICHMOND BEACH -i 00 `�� 'a4e 0L ' I �i1p3 w oZ \, DIV. 4 I I 2 z l .r ♦ 4 0(61 3 No / 61 a I 1 W TGA E •J 4 3 2T11,A Isys•u1_ --- ♦♦ of 3 ♦`���♦\ 14 02 2291h PL. S.W. 7 OL °f 14 i I j L J 0V 3 04 ♦ — WESTGATE / y1� ♦♦ PA 00/ ``- // /P /3 31 I 163 3 ♦ /Q/� 0y ��—J ♦ of /0 NO 05/� I I 6 / \ 6 y 0)(6 2 PO °L A L / 2J 1 GARDEN TRACTS I „ 2 7 °+' oti o` r 00 03\ 01 / s 15546J �/i O0e of I I ' HO /DAY 2a I al 6 I j I I SP`S 9-90 01 /9 /014 I /7 1 13 3 0f I 1 I sv - •� 04 f L L_ 3 1 9 °° 1 01 00 I i 16 u No. 1 /B 101 0 23 — _ � J ' � OL .12 I of ¢'3 1 a —TT-Y'70Z SH RW OD /1 Loz of /9 ° ,1 OI 02 /OI °° I 5r w(r.•�il /0 It 2 joZill 05 O_/6 09 b• L �f 2 S.W. STS.W. 1 a 4 5241-87 O .— — _ ST 7 qqq(I t231st 4r ol 11 /1 /0 jI OL 0, p i1i•L, 03 l yy 7 6 J a 6 Oy 2 I-ol — 232nd ILL (47 1 Sp 6 J a 3 2 / °s / 2 \ + O1 ' I HE WOO ° ROBIN HOOD DRIVE °L is 03 J • a 3 Y 7 / Qv w Z 7 Pv J 02 20 Y/ 22 ? B 9 r 19 ? 6 4 a FRIAR vv / 10 /6 17 /6 // 2-0L L. w W a)y /O 6 3 0 /2 /3 /+ y. 15 m a J ' /z NOTTINGHAM RD. /3 + VIL .AGE (57 3) /+ !3 16 17 16 /9 20 21 22 23 2+ 25 / z 1 6 1 1 1 hI (01 I I 1 0 Z•DO P Y�11 7.Do 5 01� 10i z_°fL� 2-011 1�'L-o071zL��! I 1-024 b 16 1 `\ 5 235th PL. S.W. /7 to\� Z-Of 4 P i ^ i to ; I I} }^2-003 pp 1. I /9 I L-0f0 /9 236th Z -0c0 N %4 Sic Coi f t 'o S.c cor. NOTE: O 4 This is not a survey it is a parcel map PA,M., April, 73 O HISTORICAL NAME — / / r used for location of oroperty only ROAD OES/G LIMITS 3 '-- -- ----•• C O 1 227 3 , 2241 415 Cvh��4s. 4�is 4r 227291 -' :i: i;=... •..07 1 104 22910 2280e zzel L``l ,` •S 22828 i� 1 1`' fi I ♦-fir •'t t 22830 it Ir L - r I If 22910 22912 + tr L i LL1{ ir?r ut 22920 .0 '.{{ If�sF y� 5A 22930 Y I .14 o0 73.4 746 22831 2 \ 22 1 15 o, 22629 22619 2 L a a a a a 22710 22710 22711 227TH PL SW 01 1 22712 22718 22719 ' N 9701 227 o ro o �o 22731 22721 a {; 22714 0 9702 � � s 2 TH PL SW 'do�� 01 N O O Ol N 01 O O. N OI OI VvP 9518 952(do 230037230019515-59 —00 21 IY 1 1 i �•d1� -.rz• 23006 r ;13 _ + Ir,41 if ; �I p i ail 230 5 23019 1 015 .e. j.h..,, / 23007 il�{prrh }ill I t1.�1 .: a 23126 23024 W 0` • / 4 223029 9951 030 1 23028 23030 23029 9601 9520 23102 23104 23100 W ' o 23103 > 23105 9727 23105 23f04 Q 9717 707 c ,r �aST c31f0 ` V i s-0�n, O �S+:tYt 23110 231S LSW 23109 e 0 23f06 23f08� 23112 I 23115 23117 23119 8 A: ;;.t;t.yq_ 23111 rn i; ts. a . �3118 23119 9720 718 9706 O O Q ' 10119 10101 2 .. ;...a ^ ^ 1Q�: N M 0 3110 23124 23125 10109 :; 23120 2A6 2 ,. ,y; , rn rn %825 23123 23126 N e Of O, T I10� , 1120: 3 o o , 23206 3205 23206 9516 SALEM , Q 23206 \ 1 , LUTHERAN 23214 I � \ 2 23215 23214 23215 23215 o ` , w 3221 23220 23216 I_ to4z >\ 1 23200 ` ' 10' 21 2 9525 a _ \ / � ,L , 232 23228 23228 �z3301 y 23229 233RD ST.SV �, ••,� \- � 23309' 23305 t 2330 Ij _I 23304 23306 �oF EDo� City of lFdmonds Development Services Department Planning Division Phone: 425.771.0220 Fax: 425.771.0221 Fhe Critical Areas Checklist contained on this form is to )e filled out by any person preparing a Development 'ermit Application for the City of Edmonds prior to iis/her submittal of the application to the City. [be purpose of the Checklist is to enable City staff to ietermine whether any potential Critical Areas are, or nay be, present on the subject property. The information seeded to complete the Checklist should be easily available from observations of the site or data available at :ity Hall (Critical areas inventories, maps, or soil ;urveys). Date City Receipt #: Critical Areas File -#: Critical Areas Checklist Fee: $45.00 Date Mailed to ADolicant: A property owner, "or his/her authorized representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to.assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing. their preliminary assessment of the site. Me undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees o release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable ittomey's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or ncomplete information furnished by the applicant, his/her/its agents or employees. 3y my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my ozowledge and that I am authorized to file thplicatiy on the behalf of the owner as listed below. >IGNATUREOF APPLICANT/AGENT 11XA A 0;9 yP DATE Property Owner's Authorizati 3y my signature, I certify that I ve authorized the above Applicant/Agent to apply for the subject land use application, tnd grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the >urposes of inspection and posting attendant to this application. iIGNATURE OF OWNER DATE -PLEASE PRINT CLEARLY - owner/AI.cant: lame �7�7 �r���r✓e. itreet Address �ity // State Zip i'elephone: /�4) Z� - :mail address (optional): Applicant Representative: ./otiK �sse// f f%sSG�,�es Name lf;J3 A/ Street Address City State Zip Telephone: 6z5�% S33' 9�g Email Address (optional): o�irt G/ .ritical Areas Checklist.doc/3.19.2001 NSON y C�F EDMOI�TDS GARY HAAKEM MAYOR I'I'11 1 1 V 121 STH AVENUE NORTH EDMONDS, WA 98020 • (425) 771-0220 FAX (425) 771-0221 Website: WWW.d.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT jnp Planning • Building • Engineering c.189 January 10, 2002 The Bartell Drug Company 4727 Denver Ave. So. Seattle, WA 98134 Subject: Determination regarding Critical Areas Checklist: CA-01-165 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The `DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). IT IS VERY IMPORTANT FOR YOU TO RETAIN A COPY OF THIS CRITICAL AREAS "DETERMINATION" FOR YOUR RECORDS. Please examine this Determination for additional requirements. You may need to submit additional information such as an Environmental Checklist or Critical Areas Study. The Determination for the Critical Areas Checklist you submitted is a site -specific determination, not a project -specific determination. YOU MUST SUBMIT A COPY OF THE CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APLICATIONS OR YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you, Planning Secretary John Bissell & Associates *Architectural Design Board D:mydocuments/spellman/CACLletter.doc L:temp/jana/CACLletter.doc • Incorporated August 11, 1890 • Sister City - Hekinan, Japan OF. E`D��� City offidmonds i�Y'' 'Ln Development Services Department Planning Division Phone: 425.771.0220 i„� t g90 Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the . Checklist should be easily available from observations of the site or data available at City Hall (Critical areas inventories, maps, or soil surveys). Date Receiv City Receipt Critical Areas File #: Critical Areas Checklist Fee: $45.00 Date Mailed to Aoolicant: A property owner,* or his/her authorized representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other ,pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing, their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file thi plicati on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT �l'Z DATE Property Owner's Author*zati By my signature, I certify that I ve authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. SIGNATURE OF OWNER DATE r PLEASE=PRINT-CLEARLY Owner/Ap licant: �8 � �✓ L ar1J a/1 � Name y777 Ale. S Street Address City / State Zip Telephone: Email address (optional): Applicant Representative: Name AF-P �I,-o,-� Av mot/ Street Address 4��"Ime City State Zip Telephone: 6&�Xv Email Address (optional): o�irt G� Critical Areas Checklist.doc/3.19.2001 CITY OF E D M O� V T D c GARY HAAKENSO MAYOR 1 I 1 J R 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771.0220 • FAX (425) 771-0221 Website: www.d.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT 1 9 v Planning • Building •Engineering r7c.18' January 10, 2002 The Bartell Drug Company 4727 Denver Ave. So. Seattle, WA 98134 Subject: Determination regarding Critical Areas Checklist: CA-01-163 Dear Applicant:. Enclosed please find a copy of the Critical Areas Checklist you submitted. The `DETERMINATION" reached by the City is located on the reverse side of the form (bottom of Page). IT IS VERY IMPORTANT FOR YOU TO RETAIN A COPY OF THIS CRITICAL AREAS "DETERMINATION" FOR YOUR RECORDS. Please examine this Determination for additional requirements. You may need to submit additional information such as an Environmental Checklist or Critical Areas Study. The Determination for the Critical Areas Checklist you submitted is a site -specific determination, not a project -specific determination. YOU MUST SUBMIT A COPY OF THE CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APLICATIONS OR YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you, Planning Secretary John Bissell & Associates *Architectural Design Board D:mydocuments/spellman/CACLletter.doc L:temp/jana/CACLletter.doc Incorporated August 11, 1890 • Sister City - Hekinan, Japan .r4 C. 1 89 City ofedmonds Development Services Department Planning Division. Phone: 425.771.0220 Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical areas inventories, maps, or soil surveys). Date Receivaghk City Receipt VV Critical Areas File #: Critical Areas Checklist Fee: $45.00 Date Mailed to ADolicant: A property owner, ' or his/her authorized representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with. the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this. form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best, of my knowledge and that I am authorized to file thi plicati on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT �J yP DATE Property Owner's AuthorizrVetuthorized �!f°�� By my signature, I certify that I the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. SIGNATURE OF OWNER DATE PLEASE. PRINT. CLEARLY t - - r Owner/Ann / �g /✓ G Orll a/1 Name y�o77 f�,��rr ,�%✓e. Street Address City State Zip Telephone: o7 0 79 - 24P,2% 6 Email address (optional): Critical Areas Checklist.dod3.19.2001 Applicant Representative: Name 19;53 r mll 14V Street Address illclf Gt/ City State Zip Telephone:% S33' 9�8g Email Address (optional): e�irr G� City of Edmonds Critical Areas Determination Applicant: John Bissell & Associates Determination #: CA-01-163 Project Name: Bartell Drugs Permit Number: Site Location: 10016 Edmonds Way Property Tax Acct #: 00 6107 002 010 00 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 and an Erosion Hazard Area 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 of 40% or more with at least 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, except those done by a licensed geotechnical engineer, 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.140). 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.I70A and 20.15B.040C. 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. 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.170A 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 may be issued on a project by project basis. arhart Name Signature Date M STREW-T BILE It 875 Tia me,( w 4C no 2v_c_wwr, I - WESTGATE OFFICE/RETAIL CENTER TRAFFIC ANALYSIS Prepared for Mr. Gary Jones WESTGATE TRAVEL 10020 Edmonds Way Edmonds, WA 98020 Prepared by TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 - 112th Ave. N.E., Suite 110 Bellevue, WA 98004 August, 1988 TABLE OF CONTENTS PROJECT'DESCRIPTION EXISTING CONDITIONS FUTURE CONDITIONS WITH THE PROJECT CONCLUSIONS AND RECOMMENDATIONS LIST OF TABLES AND FIGURES TABLE 1 CALCULATED LEVEL OF SERVICE TABLE 2 ACCIDENT SUMMARY FIGURE 1 VICINITY MAP FIGURE 2 SITE PLAN FIGURE 3 EXISTING PM PEAK HOUR TRAFFIC VOLUMES FIGURE 4 PM PEAK HOUR TRAFFIC DISTRIBUTION BY THE PROPOSED PROJECT FIGURE 5 PROJECTED 1989 PM PEAK HOUR TRAFFIC VOLUMES WITH THE PROJECT APPENDIX TP&E Staff Contributors to this Study Victor H. Bishop, P.E., President Elden D. McCall, Transportation Engineer William 0. Enger, CADD Technician 1 1 3 4 ' PROJECT DESCRIPTION ' The proposed Westgate Office/Retail Center is to be located on Highway 104 west of 100th Ave. W. (9th Ave. S.) intersection in the City of Edmonds (Figure 1). Per the preliminary site plan ' the project will be a two story building with approximately 8,150 square feet of general office space and approximately 8,150 square feet of specialty retail space (approximate total 16,300 square feet). The office/retail center would provide 49 parking spaces for patrons and employees of the building. The proposed project is expected to be completed in 1989. Access to the site will be by a driveway on SR 104 and 100th Ave. West. EXISTING CONDITIONS Highway 104 is a five lane principal arterial. Access to the Kingston Ferry is by way of SR 104 approximately three miles northwest of the proposed Westgate Office/Retail Center. The 1986 Average Daily Traffic (ADT) volume on SR 104 at its junction with 95th P1. W. was 19,900 according to 1986 Annual Traffic Report• by the Washington State Department of Transportation (WSDOT). Highway 104 has a posted speed limit of 35 MPH along the frontage of the proposed project site. 100th ave. W. is a minor arterial with five lanes on both the north and south legs of its intersection with SR 104. The in- tersection is controlled by a fully actuated traffic signal sys- tem. It operates independently of other intersections and has an eight phase traffic signal operation. ' The proposed Westgate Office/Retail Center is presently a partially developed piece of property which includes general of- fice space (1,800 square feet) and specialty retail space (4,900 1 1 1 0 square feet) for an approximate gross floor area. Access to the and 100th Ave. West. total of 6,700 square feet of site is by driveways on SR 104 The estimated existing PM peak hour traffic volumes are shown on Figure 3. The estimated volumes at the intersection of SR 104 and 100th Ave. W. were determined by using volume data col- lected in June, 1985, (Traffic Analysis for Ivar's Seafood Bar) and increasing it by a growth factor of three percent per year. The estimated PM peak hour volumes generated by the existing site is based on data published by the Institute of Transportation Engineers (ITE) in Trip Generation (Fourth Edition, 1987). Based on the same data it is estimated that the site generated ap- proximately 241 vehicular trips on an average weekday. A vehic- ular trip is defined as "A single or one -directional vehicle movement with either the origin or destination (exiting or enter- ing) inside the study site." Table 1 shows the PM peak hour level of service (LOS) as cal- culated for the signalized intersections of SR 104/100th Ave. W. i and the two existing driveways to the site. LOS is a qualitative term that describes the operating conditions that a driver will experience while traveling on a particular street or highway. It is specified on six different levels ranging from A (optimum flow conditions) to F (extreme congestion). The calculated levels of ' service were performed by using an FHWA computer program for the Highway Capacity Manual method. Traffic accident data was obtained from the Washington State Department of Transportation (WSDOT). Between 1985 and the first quarter of 1988 there were a total of 21 accidents on SR 104 with- in the project study area (Table 2). Of these accidents only one (rear end collision) occurred along the frontage of the project site. 2 1 ' FUTURE CONDITIONS WITH THE PROJECT I' Based on the ITE informational report Trip Generation, the proposed Westgate Office/Retail Center is expected to generate ap- proximately 518 vehicular trips (277 new trips) on an average ' weekday at full occupancy. Based on the same data, the project will generate approximately 24 trips (14 new trips) during the AM ' street traffic peak hour and 61 trips (38 new trips) during the PM street traffic peak hour. For the PM street traffic peak ' hour, 23 trips will be entering and 38 trips will exit the site. ' Figure 4 shows the expected distribution of the PM peak hour traffic volumes generated by the office/retail center. Figure 5 presents the projected 1989 PM peak hour traffic volumes on the ' adjacent streets with the proposed project. These figures are based on the assumption that the new site -generated trips will ' not be diverted from the existing traffic volumes on the adjacent street. The level of service for the signalized intersection of SR 104/100th Ave. W. and the two driveways to the site were calculat- ed for the projected 1989 PM peak hour period. The results are displayed in Table 1. At the signalized intersection SR 104/100th Ave. W. it is ap- parent that the new traffic volumes generated by the of- fice/retail center are low compared to the street traffic. The impact of the new trips generated by the project on pertinent in- tersections will not be significant, and will not change the pro- jected 1989 PM peak hour LOS (see Appendix). 3 ' 0 9 ICONCLUSIONS AND RECOMMENDATIONS The traffic generated by Westgate Office/Retail Center is ' not expected to cause any major traffic problems. The slight in- crease of traffic will not have a significant effect on the SR 104/100th Ave. W. intersection. The traffic volumes expected to use the 100th Ave. W. access driveway are expected to be low and ' will not affect the street traffic. The LOS (C) for the left hand turning movements at the SR 104 driveway are acceptable and I� will not have any affect on the overall LOS on SR 104. I� The one driveway approach (70 feet east for the northwest property corner along SR 104) for the proposed project site shall be constructed to meet the City of Edmonds Development Standard. iWe recommend that the driveway be at least 30 feet wide as indi- cated on the site plan. 4 TABLE 1 LEVELS OF SERVICE FOR INTERSECTION (PM Peak Hour) Existing 1989 With 1988 Project UNSIGNALIZED INTERSECTIONS Driveway #1 C C Driveway #2 * C C (Access Only) SIGNALIZED INTERSECTION SR 104/100th Ave. W. D D Left turn movements only TABLE 2 ACCIDENT SUMMARY Recorded by Washington State Department of Transportation Number of Accidents by Year and M.P. on Highway 104 Mile Post 1985 1986 .1987 1988 Total 26.39-26.52 0 0 2 0 2 26.39 3 4 3 0 10 (SR 104/100th Ave. W.) 26.44-26.49 3 4 2 0 9 Totals 6 8 7 0 21 Number of Accidents by Year and Type on Highway 104 1985 1986 1987 1988 Total Rear End 2 .3 4 0 9 Exiting Driveway 2 2 1 0 5 Entering Driveway 1 2 1 0 4 Other 1 1 1 0 3 Total 6 8 7 0 21 First quarter of 1988 only 1 • R ..,. 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G�+K • (vuv //r.� to�wo�..w=, ' 4. ei+c • Id wmao.IV- 1 mwl e.r.ce ..,IKs I.rv.ct - s..., i-e rtw y7 ,.V , COK—,c..•� SITE PLAN WESTGATE OFFICE/RETAIL CENTER TRAFFIC ANALYSIS I FIGURE 2 vi ai Q t N °i not to scale of 1� 00 HIGHWAY 104 00 -273 +- 855 J � � --- 606 +- 858 0 r 99 �--977 797 --► 7 - Rr I t 823 --► 6 k 523 -+ r� 0 r- 204 N •- NLOr Q wn e > to 1 1M - 6 DRIVEWAY #2 t (ACCESS ONLY) ,� M to 00 co t 1 `o 00 3 ai Q r 0 0 r- EXISTING PM PEAK HOUR TRAFFIC VOLUMES WESTGATE OFFICE / RETAIL CENTER TRAFFIC ANALYSIS FIGURE 3 N ai Q r N °i not to scale N 1� t HIGHWAY 104 ONO R-0 10 0 �' 4 �-- 4 °� 16� �� 16� �f r �N 10 000 Q w t� �o jno DRIVEWAY #2 t (ACCESS ONLY) too 0 t lu') Q t O O PM PEAK HOUR TRAFFIC DISTRIBUTION BY THE PROPOSED PROJECT WESTGATE OFFICE / RETAIL CENTER TRAFFIC ANALYSIS FIGURE 4 0 HIGHWAY 104 882 - DRIVEWAY #2 (ACCESS ONLY) PROJECTED 1989 PM PEAK HOUR TRAFFIC VOLUMES WITH THE PROJECT WESTGATE OFFICE / RETAIL CENTER TRAFFIC ANALYSIS N not to scale FIGURE 5 X H C� 2 W a a ,7 U 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION -SR 104/100TH AVE. W. AREA TYPE ..... OTHER ANALYST ....... EDM DATE .......... 8-10-88 TIME.......... EXIST. PM PEAK HR. COMMENT....... VOLUMES ARE ESTIMATED -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 74 98 214 187 : L 12.0 L 12.0 L 12.0 L 12.0 TH 523 606 526 317 : T 12.0 T 12.0 T 12.0 T 12.0 RT 204 273 113 36 : TR 12.0 TR 12.0 TR 12.0 TR 12.0 RR 30- 30 20 5 : 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 WB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 NB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 SB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 107.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD X PD X WB LT X SB LT X TH X TH X RT X RT X PD X PD X GREEN 13.0 33.0 0.0 0.0 GREEN 27.0 22.0 0.0 0.0 YELLOW 3.0 3.0 -------------------------------------------------------------------------- 0.0 0.0 YELLOW 3.0 3.0 0.0 0.0 LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.400 0.121 33.7 D 24.7 C TR 0.770 0.308 23.8 C WB L 0.529 0.121 35.6 D 33.5 D TR 0.943 0.308 33.2 D NB L 0.557 0.252 27.7 D 45.6 E TR 1.009 0.206 51.5 E SB L 0.486 0.252 26.6 D 25.7 D TR -------------------------------------------------------------------------- 0.561 0.206 25.3 D INTERSECTION: Delay = 33.2 (sec/veh) V/C = 0.792 LOS = D • 1985 HCM: SIGNALIZED IN RSECTIONS SUMMARY REPORT INTERSECTION..SR 104/100TH AVE. W. AREA TYPE ..... OTHER ANALYST ....... EDM DATE........ .8-10-88 TIME .......... FUT.PM PEAK HR. COMMENT....... W/O PROPOSED PROJECT -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 76 101 220 192 : L 12.0 L 12.0 L 12.0 L 12.0 TH 539 625 541 326 : T 12.0 T 12.0 T 12.0 T 12.0 RT 210 281 116 37 : TR 12.0 TR 12.0 TR 12.0 TR 12.0 RR 30 30 20 5 : 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 WB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 NB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 SB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 107.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD X PD X WB LT X SB LT X TH X TH X RT X RT X PD X PD X GREEN 13.0 33.0 0.0 0.0 GREEN 27.0 22.0 0.0 0.0 YELLOW 3.0 3.0 0.0 0.0 YELLOW 3.0 3.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.411 0.121 33.8 D 25.3 D TR 0.794 0.308 24.4 C WB L 0.546 0.121 35.9 D 37.1 D TR 0.973 0.308 37.3 D NB L 0.572 0.252 27.9 D 51.2 E TR 1.039 0.206 58.8 E SB L 0.499 0.252 26.8 D 25.9 D TR 0.577 0.206 25.5 D -------------------------------------------------------------------------- INTERSECTION: Delay = 36.0 (sec/veh) V/C = 0.816 LOS = D 1985 HCM: SIGNALIZED I *SECTIONS , SUMMARY REPORT INTERSECTION -SR 104/100TH AVE. W. AREA TYPE ..... OTHER ANALYST ....... EDM DATE .......... 8-10-88 TIME .......... FUT. PM PEAK HR. COMMENT....... WITH PROPOSED PROJECT -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 77 102 220 192 : L 12.0 L 12.0 L 12.0 L 12.0 TH 549 628 541 327 : T 12.0 T 12.0 T 12.0 T 12.0 RT 220 281 116 37 : TR 12.0 TR 12.0 TR 12.0 TR 12.0 RR 30 30 20 5 : 12.0 12.0 12.0 12.0 12.0 12.0 1-2. 0 12.0 -------------------------------------------------------------------------- 12.0 12.0 12.0 12.0 ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 WB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 NB 0.00 2.00 N 0 0 0.90 10 Y 25.8 3 SB 0.00 -------------------------------------------------------------------------- 2.00 N 0 0 0.90 10 Y 25.8 3 SIGNAL SETTINGS CYCLE LENGTH = 107.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD X PD X WB LT X SB LT X TH X TH X RT X RT X PD X PD X GREEN 13.0 33.0 0.0 0.0 GREEN 27.0 22.0 0.0 0.0 YELLOW 3.0 3.0 0.0 0.0 YELLOW 3.0 3.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP..LOS EB L 0.416 0.121 33.9 D 26.0 D TR 0.817 0.308 25.2 D WB L 0.551 0.121 36.0 D 37.6 D TR 0.976 0.308 37.8 D NB L 0.572 0.252 27.9 D 51.2 E TR 1.039 0.206 58.8 E SB L 0.499 0.252 26.8 D 25.9 D TR -------------------------------------------------------------------------- 0.579 0.206 25.5 D INTERSECTION: Delay = 36.3 (sec/veh) V/C = 0.818 LOS = D • L-J STREET FILE CITY OF EDMONDS 250 - 5th AVE N. • EDMONDS. WA 98020 • (206) 771-3202 COMMUNITY SERVICES: ' 890 9 9� Public Works • Planning • Parks and Recreation • Engineering -1 i June 7, 1988 William C. Nelson 2911 2nd Avenue Seattle, WA 98121 Re: Westgate Center; Letter of May 16, 1988 Dear Mr. Nelson, LARRY S. NAUGHTEN MAYOR PETER E. HAHN DIRECTOR We have received plans for the redevelopment of the Jones/Eng property. (See attached preliminary plan). As you can see, a 20 foot easement is called out to your parcel. You need to make sure that your driveway and this easement match up and that new documents are recorded to reflect these locations. Thank you for your attention to this matter. Yours very truly, DAN SMITH Engineering Division Enclosure DS/ag A Alber s • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan WILLIAM C. NELSON ;2911 Second Ave. Seattle, Washington 98121 May 16, 1988 Mr. Dan Smith Engineering Department City of Edmonds 250 5th Avenue N. Edmonds, Wa. 98020 RE: Westway Center Letter of March 18, 1988 Dear Mr. Smith: OSTREL AFC In a meeting held in your office on March 28, 1988 it was requested that I review with the adjoining property owners the ingress/egress easement to our rear parking lot and the land that is crossed in order to enter the parking lot or to access the easement. In our meeting we provided you a site plan that highlights the easement and reflects the property in question. FILE I met with Mrs. Eng and Mr. Jones and gave them copies of the same site plan provided to you and reviewed the easement and the access issues. They are now aware of the easement location and the current traffic: patterns as shown on the site plan. Neither owner has objections to our crossing their property. In the future as these properties are developed or redeveloped, we have collectively agreed to work together to assist each others development needs. Sincerely, UV C William C. Nelson WCN:lev cc: Harold Reeves, City of Edmonds Dave Heinlein, APC 0 S T RE. E iL CITY OF EDMONDS 250 51h AVE. N. • EDMONDS. WASHINGTON 98020 • (206) 771.3202 COMMUNITY SERVICES March 11, 1988 Eric Koch Architectural & Planning Consultants P. 0. Box 92000 Bellevue, WA. 98009 / Re: Westway Center Commercial Remodel Dear Mr. Koch: LARRY S.NAUGHTEN MAYC� PETER E. HAHN DiRECTC9 I am returning your plan as it does not conform with what has been found to be a non -conforming situation in the field. This plan does . not reflect the removal of the excess driveway width, per our conversation. Please resubmit a plan that reflects what is truly happening on the site. Our position would be to deny any application for added width under the new code provision. Sincerely, &4e.-v�&� CHRIS BECKMAN, P.E. Engineering Coordinator CB/sdt cc: Dan Smith A b its KOCH/TXTST530 PUBLIC WORKS PLANNING PARKS AND RECREATION • ENGINEERING • architectural & planning consultants, p.s. Iv' itiia, l 011988 City of Edmonds Engineering Department 250 5th Ave. N Edmonds, WA 98020 3-08-88 subj: Westway Center curb cut. Dear Chris; Enclosed please find a revised site plan showing curb cut in compliance with City of Edmonds standards. The width and location of asphalt adjacent to the inside of the sidewalk has.not changed. It is our intent to leave the curb cut as poured in light of recent revised wording in the code, and to pursue the possibility of a non -conforming curb cut, before completion of the project. If you have any questions please don't hesitate to call. Sincerely, ;a Eric7E.Koch Architectural and Planning Consultants P.S. 13201 bel-red road p.o. box 92000 bellevue, wa 98009 (206] 451-8696 Pie IM a REGARDING: 10020 Edmonds Way a ress R E C O R D O F C O N T A C T S NAMEDATE ADDRESS PHONE NO.ALL �' COMMENTS ACTION TAKEN ADDRESS of CALLER 5/1/74 L.C. Hoover Certified Letter No. 406377 sent Letter received. requiring hook-up within 60 days. 5/74 Building to be removed within 6 Referred -to Engr. months and parking lot constructed. 7/5/74 Received recommendation from Engr. Owner has requested extension to 1/75 as plans are to remove building within 6 months. 7/19/74 Certified Letter No. 406623 sent Letter received. granting waiver. 1/3/75 Received connection fee memo from Engr. in the amount of $758.45. 1/15/75 Jones Boys Realty has purchased property_ and will take over approximately 2/15/75. 3/27/75 The Baumans were in to see Jack. Will be installed before 5/l/75. 4/28/75 Bob Aklin obtained permit #5197. 4/28/75 Connection completed INITIALS TE TE TE TE JT JT JT JT JT 00 ROUTING FORM 71-e Initial Date 2.0 0 4. 5. Message: lsli�e za 62--c C- e.7 ... , Pro Date: E-7-72 Q c;�.. -2 %— 7-5 4470-OFFICE COMMUN11PATONS TO WATER/SEWER DEPT. RECEIVED JAN 16 1975 FORM 41 - LITTLE'S DATE January 15 1975 FROM BUILDING DEPT. SUBJECT: 10020 Edmonds Way (Hoover) The above property, originally intended to be demolished, has now been sold and will be connected to the City sewer system. Request that no connection to water supply be permitted before sewer is connected. Harry 1r El I 11 For Lands Sake C ... The Jones Boys Teaetc�, 9me, 776-01.31' Mr. Jack ATitchell City of Edmonds Water Dept. Edmonds, WA 98020 00 January 13, 1975 i. 10030 Edmonds Way Edmonds, Washington 98020 Dear Mr. Mitchell: This is to inform you that I have purchased Dr. Hoover's property located at 10020 Edmonds Way. Edmonds, WA, and I am aware that the property is not connected to the sewer. I wish to inform you that I will have the property connected to the sewer by March 1, 1975. Your truly, JGNES BOYS RE^.LTY, INC. BUciNELL 1-1. BA Broker B1IB: jh cc: Mr. Harry Whiticutt, Bldg. Dept. * 617.5- T e COe,4-4 Date �nuary 3. 1975 Memo to: Director of Maintenance f, Operation Public Works From: City Engineer Subject: Sewer Connection Charges Legal Description: Lot 8, Blk 2, Westgate Park Division.No. 2; EXCEPT the east 20 ft. Commonly known as: 10020 Edmonds Way Owner: Larry C. Hoover Z.F.F. Calculation: ( 96.46) Z.F.F. x ( $ 7.50 ) _ $ .723.45 Connection Fee ( ) Lateral x ( ) _ $ Lateral Charge ( 1 ) Unit x ( $ 25 ) = S 25.00 Trunk Charge $ 10-00 Permit NOTE: Verify Trunk Charge based on useage $ 758.45 TOTAL (Presently a one -doctor office) )ON, P.E. EDMONDs CITY ENGINEER. cc: Form 6"a� CITY of EDMONDS 200 Dayton Street - Edmonds, Washington 98020 - Telephone (206) 775-2525 Department of Public Works July.19, 1974.. CERTIFIED MAIL Dr. L. C. Hoover 10020 Edmonds Way Edmonds, Washington 98020 Re: Sewer Connection for Property Located at 10020 Edmonds Way, Edmonds Dear Dr. Hoover: The matter of your sewer connection for the above referenced property has been investigated by the Engineering and Water/Sewer Departments. It has been concluded that a waiver is to be granted you on the sewer connection of your property because: The building is to be removed within six months. Although a waiver for the connection of your property has been granted, it will be honored only if the following stipulations are strictly adhered to: 1. A Demolition Permit must be obtained from the Building Department prior to August 2, 1974, verifying that the building will be demolished before,January 1, 1975. 2. Existing septic system shall be maintained properly. 3. Should any problem arise with the existing septic system, the owner will immediately connect to sewers. -Mitchell Dt. i Adm 'Dt.. Director Dt. Sincerely, JBM:te TO FORM 41 - LITTLE'S SATOOFFICE COMMUMPAT&S FROM DATE c"'t, SUBJECT: A114Y, 4,-),e 7,- -41 &e,14,141,Cole 19 7-1 17 A/ 7- 7-1V4F- Z�C 5 1971 0- I C7 N, CITY ENGINEER'S SEWER CONNECTION RECOMMENDATION Date _July 33, 1974 Address of Property to be Connected. 10020 Edmonds Way ro�'F/ C j Owner Name & Mailing Address Dr. L.C. Hoover, Same as above 776-Z/ 9r Legal Description: Not available - Connection charge must be figured RFCF�VFo JV� 5 119,74 Recommendation: Owner has requested extension to January 1975 as current plans are to remove building within 6 Months. This item referred to Public Works Department for decision per May 15th policy. Engr. 6/14/74 r ,> RECEIPT FOR CERTIFIED MAIL-300 -(pills postage) 700-03000 �%','_ P�— v, �� - OW HOOVER, .DR. L. C. D• t_- 10020 EDMONDS WAY A'3R \ a M EDMONOS, WASHIItiiGTON j;J, e�0 t. .'�' a �- o -- 98020" �1_7 . �• OPTIONAL SERVICES FOR ADDITIONAL FEES t RETURN 1. Shows to whom and date delivered ........`.:.. 15¢ RECEIPT With delivery to addressee only ..........: 65¢ SERVICES 2. Shows to whom, date and where delivered.. 350 With delivery to addressee only .........., 85¢ o DELIVER TO ADDRESSEE ONLY 506 ® SPECIAL DELIVERY (extra fee required) ---• ............................ ►FG774 PS Form NO INSURANCE COVERAGE PROVIDED — Apr. 1971 3800 (See other side) NOT FOR INTERNATIONAL MAIL d GPO: 19700-397-46e �. SENDER: -Be sure fo follow instruct►ons,on`.ofher side' 3, .. -PLEASE FURNISH,.SERVICE(S) . INDICATED .BY CHECKED BLOCKS) , (Additional eltarges-reyux"Ted'jor these a`eav_iees) Show address Deliver ONLY where delivered to_addressee RECEIPT, Rece►ve4 the numbered a►f►cle'descr►bed beo {�pREGISTEREO NO ` SIGNATURE OR NA ADDRESS (Must always be filled -in) CERTIFIED NO _ 1 GNAT 'OF( IN E•8 N0. ' ' DATE,.,DELIVERED __ SHOW WHERE DELIVERED- _ •��ZD � ` � 3 - E S•AGENT, IF ANY SENDER: Be,sdie fofollow instructions on: of. her side' PLEASE, -,FURNISH SERVICES) INDICATED BY CHECKED EtLOCK($) (Additional charge#required for: these services) Show address Deliver ONLY where delivered _ to, addressee, RECEIPT FOR CERTIFIED MAIL-30� (plus postage) 0. SEK TO POSTMARK OR DATE STREET AND No. UD P.O., STATE AND ZIP CODE vP.. / UP110NAL SERVIC S FOR ADDITIONAL FEES RETURN 1. Shows to whom and date delivered . RECEIPT D With delivery to addressee only ......... 2. Shows to whom, date and where delivered 65¢ 35¢ �M� _1� C SERVICES .. . With delivery to addressee only .....,..... 85¢ EA o DELIVER TO ADDRESSEE ONLY .. ...:. .... - SOC -% ® SPECIAL DELIVERY (extra fee required) ................................ PS I• F7�74 Form 3800 NO INSURANCE COVERAGE PROVIDED Apr. 1971 —' (3ee' other side) NOT FOR INTERNATIONAL MAIL 4 GPO: 19700-397-439 . � _ ._ • •STREET FILEOVate Memo to: Director of .Maintenance & Operation Public Works From: City Engineer Subject: Sewer Connection Charges Legal Description: Lot 8, Blk 2, Westgate Park Division No. 2; EXCEPT the east 20 ft. Commonly known as: 10020 Edmonds Way Owner: Larry C. Hoover Z.F.F.. Calculation: 96.46) Z.F.F. x 7.50 723.45 Connection Fee Lateral x $ Lateral Charge Unit x 25 25.00 Trunk Charge $ 10.00 Permit NOTE: Verify Trunk Charge based on useage S 758.45 TOTAL (Presently a one -doctor office) LEIF R LARSON, P.E. EDMONDS CITY ENGINEER cc: Form 6 �� s 24 01 O� Sz D45 + STREET F19 CITY ENGINEER'S SEWER CONNECTION RECOMMENDATION Date 3 197+ Address of Property to be Connected 100Z0 CDMad DJ WAY Owner Name & Mailing Address I. C. �IDO✓�,� - �si�/�/f� Legal Description: #6-f AVA U LM40"' oumezvoAl c mr-Ar Iyvs r 060' AX00,6-v Recommendation: O O � _/ OINN�'x- �QVGS"ev LXTEIVS/4Al /'1'�/ rose ��rn PeclSion , 6 rfe r o% p fr ��- PoL1 IC Engr. 6/14/74 000 Date !larch 21. 1974 Memo to: Director of Maintenance & Operation Public Works From: City Engineer Subject: Sewer Connection Charges Legal Description: That Portion of the NE 149 SW fir„ SW ,Sec. 25, T 27N, R 3 E, WM, lying NE of paved county road, more particularly described as follows: Beginning at the NE corner of -the NE k* SW k, SW 14; thence N 88°32'07".W, 516.90 ft to the NE line of County Road; thence S 39005100". E alg,-ed road 534.90 ft to the TPB; thence continue S 39005000/1 E 80.00 ft; thence N 5005510011 E to the east line NIk. SW k, SW %.; thence N alg. sd E line to a point being N 50055100/1 E of TPB; thence S 50055/00/1 W to TPB Commonly known as: 655 Edmonds Way Owner: Dr•'Hoover Z.F.F. Calculation: ( 89.53 ) Z.F.F. x ($5.50 ) _ ( 0 ) Lateral x ( ) ( 1 ) Unit x ( $ 25 ) _ cc: D'• Hoover 492.42 Connection Fee $ -0- Lateral Charge $ 25.00 Trunk Charge $ 10.00 Permit $ 527.42 TOTAL Form 6 -Ll'•74— Z-T��y 6 D-,Io-s t4/,t5�Vj C vv I L 9 i' °7-7'"4)7" ,p NJ Rd •z.s � 58" � ; o � a . 174 Sg (N b 4n'o6'SS' � r TD T',9L =i"S Z?.- Z 4, , F)-+v40 moo. »2oAa PART.' D Sc. dg-s otcraKIS r 8 t= G . Al. E cpA. N /�. , 5 W N 8 8 3 Z' o 7 w� 5J6 . 9y'-D. N4—= l-iA C r-"'E✓AJC4E---� 5 .3.9' d'S' O o". = D JZ!P . S, 3 R 0 I=T; 7-b. 7-4 L=l rW C-n/e-E GONT.. 3ef ° O S D o " f--7 00" Ill Ap-LAG . Sz7 . r=F A-s T , �U P d l r' S�� �►1 N S D� SS ADD"' C v,� Geotech.nical Engineering Water Resources Solid and Hazardous Waste KN Ecological/Biological Sciences Geologic Assessments Associated Earth Sciences,. . Inc.. Subsurface Exploration, Geologic Hazard,. and Geotechnical Engineering Report WESTGATE VILLAGE Edmonds, Washington Prepared for Nelson Properties Project No. KE00081G October 19, 2001 (�Ur�cE+l cd-%Py W) SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND GEOTECHNICAL ENGINEERING REPORT WESTGATE VILLAGE Edmonds, Washington Prepared for: Nelson Properties P.O. Box 461 Redmond, Washington 98073 Prepared by: Associated Earth Sciences, Inc. 911 5' Avenue, Suite 100, Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 October 19, 2001 Project No. KE00081G Subsurface Exploration, Geologic Hazard, Westgate Village and Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS ' 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and geotechnical engineering study for the proposed redevelopment of Westgate Center (aka Westgate Village) located at the southwest comer of the intersection of 100`' Avenue West and Edmonds Way in Edmonds, Washington (Figure 1). In the event that any changes in the nature, design, or locations of the proposed structures are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The of this study was to provide subsurface data to be utilized in the design and purpose development of the above -referenced project. Our study included a review of available geologic literature, historical aerial photographs, excavation of exploration pits and performing geologic studies to assess the type, thickness, distribution and physical properties of the subsurface sediments and shallow ground water conditions. Geologic hazard evaluations and geotechnical engineering studies were also conducted to determine suitable geologic hazard mitigation techniques, the type of suitable foundation, allowable foundation soil bearing pressures, anticipated settlements, permanent shoring recommendations, retaining wall lateral pressures, floor support recommendations, and drainage considerations. This report summarizes our current fieldwork and offers hazard mitigation and development recommendations based on our present understanding of the project. 1.2 Authorization 1 1 Written authorization to proceed with this study was ' granted by Mr. Buff Nelson of Nelson Properties. Our study was accomplished in general accordance with our scope of work letter dated March 14, 2000 and previous discussions with Mr. Nelson, Mr. John Bissel of Bissel Associates and Mr. David Graef of Bartells. This report has been prepared for the exclusive use of Nelson Properties and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, expressed or implied, is made. It must be understood that no recommendations or engineering design can yield a guarantee of stable slopes. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projects120000811KEMP - W2K Page 1 11 Subsurface Exploration, Geologic Hazard, Westgate Village and Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions 1 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on design drawings ' referenced as Option B provided by CDA Architects and a topographic survey of a portion of the property provided by A.W. Chenoweth. The property is situated at the southwest corner of the intersection of 100' Avenue West and Edmonds Way in Edmonds, Washington. The development site consists of three parcels. The west parcel is owned by Mr. Gary Jones and is currently developed with a small strip mall on the west edge and the offices of West Gate Travel toward the center of this parcel. The central parcel is owned by Nelson Properties and contains two strip malls, one on the north side of the parcel and `one on the south end of the parcel. The southern parcel is owned by Mr. Hank Landau and contains a single commercial structure on the east side of the parcel. The subject property is bordered on the north by Edmonds Way, on the east by 100' Avenue West, on the south by residential housing and on the west by another commercial property owned by Mr. Jones and residential property. ' The proposed for .redevelopment is approximately 3 acres in area. The property is property generally flat except along the west side where it is comprised of a steep slope area. The I steep, east- and north -facing slopes that border the property on the west are about 30 to 40 feet high with inclinations ranging from 70 percent. to near vertical in localized areas. Total elevation change across the property is on the order of 50 feet. Most of the property is either :1 paved, covered with buildings, or unpaved parking and drives. The slope area is vegetated with scattered stands of deciduous and evergreen trees with moderate to thick undergrowth consisting of grass, blackberries, and salal. Present plans call for the demolition of the structures on the Jones and Landau parcels and removal of the southernmost structure on the Nelson parcel. The north structure on the Nelson 1 property will remain. Two new retail buildings will be constructed; one on the Jones parcel and one on the Landau parcel and the south part of the Nelson parcel. The new structure on the Jones parcel would be about 12,800 square feet in area and the new building on the other parcels would be approximately 15,000 square feet. 1 3.0 SUBSURFACE EXPLORATION ' Our field study included excavating a series of exploration pits, and hand auger borings, and performing a geologic and geologic hazard reconnaissance to gain information about the site. The various types of sediments as well as the depths where characteristics of the sediments changed are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed might represent gradational variations between sediment types. Our explorations were approximately located in the field by measuring from known site October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081 G2 - Projects 120000811KEIWP - W2K Page 2 Subsurface Exploration, Geologic Hazard, Westgate Village and Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions ' features. The proposed building locations and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 2. ' The conclusions and recommendations presented in this report are based on the eight exploration pits and five hand auger borings completed for this study. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions might sometimes be present due to the random nature of deposition and the alteration of ' topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration Pits Exploration pits were excavated with a track -mounted excavator. The pits permitted direct, I visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by an engineering geologist'from our firm. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 3.2 Hand Auger Borings Shallow exploration borings were advanced by hand using a 3-inch diameter metal auger. These explorations were preformed on steeply sloping areas that were inaccessible by machine t equipment. Soil samples were collected from the bucket of the auger. Hand probing of the borings with a 'h-inch diameter steal rod was also completed to assess soil density. 4.0 SUBSURFACE CONDITIONS ' conditions at the project site were inferred from the field explorations accomplished Subsurface co p � for this study, visual reconnaissance of the site, and review of applicable geologic literature. As shown on the field logs, the exploration holes generally encountered dense to very dense sand at shallow depth beneath the site.. A surficial layer of loose to medium dense sand typically covered the slopes on the west side of the site. The following section presents more detailed subsurface information organized from the shallowest (youngest) to the deepest (oldest) sediment types. 1 October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. !NS/da - KE00081G2 - Projects120000811KEIWP - WX Page 3 1 1 1 1 1 1 1 1 1 1 1 1 Subsurface Exploration, Geologic Hazard, Westgate Village and Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions 4.1 Stratigraphy Fill Fill soils (those not naturally placed) were encountered in exploration pits EP-1, EP-2, EP-6, and EP-8. The fill typically ranged in thickness from about 11/2 to 2 feet in the developed areas of the site near the existing structures (EP-1, EP-2, and EP-6). The thickest amount of fill was encountered in the vicinity of exploration EP-8, located along the base of the slope at the southwest corner of the site. Based on our field observations and anecdotal information, it appears this area had been used as a stockpile area for fill soils. According to records provided by the owners (Landau's), this soil was excavated from property they own across the street and transported to the present location. As noted on the exploration logs, the fill in explorations EP-1, EP-2, and EP-6 generally consisted of medium dense, moist, oxidized brown to gray, silty, sand with gravel and scattered organics. The fill encountered in exploration EP-8 typically consisted of loose to medium dense, moist, gray to brown sand with gravel, silt, organics, and debris. These materials appear to vary in both quality and depth across the site. Since the quality, thickness, and compaction of the fill materials is low or variable, the fill is unsuitable for structural support. It is anticipated that the fill soils transported to the site and placed at the southwest corner of the property will be removed to create an additional parking area at the site. In our opinion, the removal of these soils will not impact the stability of the existing slope. Colluvium Colluvium is soil that forms on slopes that has been loosened by weathering and animal activity and slowly moves downslope under the influence of gravity. Hand auger borings HA-1 through HA-5 were completed on the slopes where the colluvium was typically about 7 to 24 inches (0.6 to 2.0 feet) thick as presented in Table 1 below. The colluvium generally consists of loose to medium dense, damp to moist, brown, slightly gravelly to gravelly sand. Exploration pits EP-4 and EP-5 were excavated at the base of the slope located on the west side of the property. Colluvial soils at these locations ranged from about 31/2 to 6 feet thick. Based on these explorations and our reconnaissance of the slopes, a layer of colluvium is present on all of the slopes located on the west side of the property. Due to their typical low density, colluvium soils are not suitable for structure or pavement support without improvement. October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081 G2 - Projecis120000811KE1WP - W2K Page 4 Subsurface Exploration, Geologic Hazard, ' Westgate Village and Geotechnical Engineering Report Edmonds, Washington Project and Site Conditions ' Table 1 Thickness of Colluvial Soils 11 1 1 I Exploration Depth (ft) HA-1 1.4 HA-2 0.6 HA-3 1.5 HA-4 1.25 HA-5 2.0 EP-4 3.5 EP-5 6.5 Advance Outwash Soils encountered at depth in all of the explorations consisted of dense to very dense, moist, gray sand with gravel. These soils are interpreted to be Vashon advance outwash. At some locations, the upper 1 to 2 feet of this material is weathered to a brown color and medium dense consistency. These soils were deposited approximately 15,000 years before present and have subsequently been overridden by 3,000 feet of glacial ice, resulting in their very dense consistency. These soils should provide excellent structure and pavement support. 1 4.2 Hydrology Ground water seepage was not encountered in any of our exploration pits at the time of our ' field study in March 2000. Dampness was observed on a small part of the near -vertical slope face exposed at the southwest corner of the site. No ground water flow or seepage was observed and the dampness was evidenced by a darker coloration of the very dense sand texposed in the face of the slope. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year, variations in precipitation, and changes in site 1 development. Seepage may also occur at random depths and locations in unsupervised or non- uniform fills. October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projecrs120000811KEMP - nK Page 5 01 Subsurface Exploration, Geologic Hazard, Westgate Villager and Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, ground ' water, and surface water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide or mass -wasting, and erosion hazards. 5.0 CITY OF EDMONDS CRITICAL AREAS Based on review of the City of Edmonds Development Code (CEDC), the project site has the potential to be designated a Geologically Hazardous Area due to the steep slopes and soils ' associated with the west part of the property. The possible critical area classifications are discussed below in more detail. ' 5.1 Erosion Hazard Area According to Section 20.15B.060.A(3)a of the CEDC, an Erosion Hazard Area is an area that has Alderwood (15 to 25 percent slopes), Alderwood/Everett (25 to 70 percent slopes), or Everett Series (15 to 25 percent slopes) soils on slopes greater than 15 percent ,inclination. According to the Soil Conservation Service, Soil Survey of Snohomish County Area Washington (1983), soils on the slopes on the west part of the property are mapped as Alderwood-Everett sandy loams on 25 to 70 percent slopes. The flatter portions of the site are mapped as urban land. The combination of slope inclinations and soil type would classify the sloping portions of the site as an Erosion Hazard Area. I 1 1 1 5.2 Landslide Hazard Area According to Section 20.15B.060.A(3)b of the CEDC, a Landslide Hazard Area is an area that exhibits any of the following criteria: 1. Any area with slopes of 15 percent or greater and impermeable soils (typically silt and clay) frequently interbedded with granular soils (predominately sand and gravel) and springs or ground water seeps; 2. Any area which includes areas with significant evidence of ground water seepage and which also includes existing landslide deposits regardless of slope; 3. Any area which has shown movement during the Holocene epoch (from 10,000 years ago to present) or which is underlain by mass wastage debris of that epoch as determined by a qualified geologist or geotechnical engineer; October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G1- Projecis120000811KEIWP - VnK Page 6 01 Subsurface Exploration, Geologic Hazard, ' Westgate Villager and Geotechnical Engineering Report Edmonds, Washington . Geologic Hazards and Mitigations 4. Any area potentially unstable as a result of rapid stream incision or stream bank erosion; 5. Any area located on an alluvial fan, presently subject to or potentially subject to inundation by debris flow or deposition of stream -transported sediments. ' Based on our review of the published geologic information and historic aerial photographs, our field reconnaissance and soils encountered in our exploration pits, the subject site does not meet any of the above criteria and is not a Landslide Hazard Area according to the CEDC. 5.3 Steep Slope Hazard Area Section 2O.15B.O60.A.(3)c of the CEDC defines steep slope hazard areas as those areas where the ground rises at an inclination of 40 percent or more within a vertical elevation change of at 1 least 20 feet (a vertical rise of 10 feet or more for every 25 feet of horizontal distance). A slope is delineated by establishing its toe and top and measured by averaging the inclination over at least 20 feet of vertical relief. According to Section 20.15B.120.E(5). steep slope areas I with inclinations of 30 percent or greater but a vertical change of 20 feet in elevation or less may be exempted from the provisions based on City review of a report prepared by a licensed geologist or geotechnical engineer that demonstrates no adverse impacts will result from the ' proposed action. In general most of the slopes on the west portion of the site are steeper than 30 percent and higher than 20 feet, indicating this area is classified as a Steep Slope Hazard Area. It is possible that portions of the slope on the north and south ends of the property might tqualify for the steep slope hazard exemption, where the slope height is less than 20 feet. 5.4 Steep Slope Hazard Exemption According to ECDC 20.15B.110.D(2), a development or alteration may be exempted from the ' steep slope hazard restrictions if it meets the following criteria. In our opinion, the subject site qualifies for this exemption. a) The proposed development will not decrease the stability on any adjacent property, and the site following the permitted activity will be stable within the meaning of Chapter 19.05 ECDC, as demonstrated by engineering ' analysis meeting the requirements of the State Building Code as adopted by this code. ' Based on the site specific studies completed for the project, in our opinion, the proposed project will not decrease the stability of the site or adjacent properties provided good construction practice is used and the recommendations in the geotechnical engineering report are implemented. Slope stability analysis (see Section 7.0) indicate the factors of safety for the ' October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projecis120000811KEMP - W2K Rage 7 Subsurface Exploration, Geologic Hazard, ' Westgate Villager and Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations slope are within acceptable geotechnical engineering limits and areas of the slope to be disturbed will be supported with mechanical slope retention. ' b) The development will occur on steep slope areas that either: (i) mapped as Till, Advance Outwash, and/or Olympia Gravel or (ii) are comprised of fill placed as engineered fill under a legal grading activity. ' Test its accomplished at the site encountered very dense sand with gravel and occasional P P cobbles to the full depths explored on the property. These soils are interpreted to be Vashon ' advance outwash sediments. The map entitled Geologic Map of the Edmonds East and Parts of the Edmonds West Quadrangles, Washington, by James P. Minard dated 1983 and published by the State of Washington Department of Natural Resources also indicates soils at the site consist of Vashon advance outwash. c) All excavations on steep slopes shall not extend below a 35-degree plane extended down from the property lines, unless the excavation is retained by structural shoring. The shoring must be designed by a registered 1 professional engineer. All excavations in the steep slope area will be retained by mechanical earth retention systems designed by a registered professional structural engineer. d) All retaining structures on steep slopes shall be engineered structures ' conforming to the State Building Code as adopted by this code; rockeries are not permitted greater than four feet in height. All retaining structures will be engineered structures conforming to the State Building Code and designed by a registered professional structural engineer. e) Steep slope areas cannot be altered if one or more of the following conditions are present on or adjacent to the portion of the subject property classified as a steep slope; impermeable soils interbedded with granular soils, springs or groundwater seepage, significant visible evidence of groundwater seepage, previous landsliding or instability, or existing landslide deposits. On or adjacent to includes those areas upslope and downslope of the steep slope, within a horizontal distance from the toe or top of the slope equal to two times the vertical height of the steep slope. d of sand and ravel do not exhibit si nificant round The steep slopes at the site are compose g g g water seepage, do not exhibit indications of past landsliding or instability and do not contain ' existing landslide deposits. October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projects 120000811KEIWP - W2K Page 8 Subsurface Exploration, Geologic Hazard, Westgate Villager and Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations f) Steep slope areas (greater than 40 percent) cannot be altered if the thickness of organics, debris, weathered soils, colluvial soils or soils exhibiting loose conditions (as measured by the Standard Penetration Test (ASTM D1586) _ method of sampling) on or adjacent to the portion of the subject property classified as a steep slope exceeds three feet. ' The thickness of colluvium on the slopes was determined by completion of hand auger borings and hand- probing robin of soils at the locations of explorations HA-1 through HA-5. The thickness P of colluvium on the slope typically ranged ed from about 7 to 24 inches (0.6 to 2 feet). Thicker g tions of colluvium were identified in exploration Pits EP-4 and EP-5, but these were accumulations P located at the base of the slope. Areas at the base of the slope where colluvium is thicker will be areas retained by a mechanical shoring system with the colluvium at the base eventually being removed. ' g) For Commercial Development. A buffer of 15 feet shall be retained in an undisturbed condition, measured from property lines adjacent to residential properties. 1 All development in the steep slope area will be located more than 15 feet from the property line of the adjacent residential structures. ' 60 SEISMIC HAZARDS AND RECOMMENDED MITIGATION tSection 20.15B.060(3)d of the CEDC defines seismic hazard areas as those areas subject to severe risk of earthquake damage as a result of seismically induced landslides, earth adjustments, settlement, or soil liquefaction. Earthquakes occur in the Puget Lowland with ' great regularity. Fortunately, the vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur as evidenced by the 1949, 7.2 magnitude ' event, the 2001, 6.8 magnitude event, and the 1965, 6.5 magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of earthquake return rates indicate that an earthquake of the magnitude between 5.5 and 6.0 likely I occurs every 25 to 40 years in the Puget Sound area. Generally, there are four types of potential geologic hazards associated with large seismic ' events: 1) surficial ground rupture; 2) seismically induced landslides;, 3) liquefaction; and 4) ground' motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. ' October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. lNslda - KE00081G2 - Projects120000811KEMP - wzK Page 9 Subsurface Exploration, Geologic Hazard, ' Westgate Villager and Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations 6.1 Surficial Ground Rupture Generally, the largest earthquakes that have occurred in the Puget Sound area are sub -crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, surficial faulting, or earth rupture, as a result of deep, seismic activity is typically not observed in the Puget Sound Region. The site is located approximately 3 miles south of the projected trace of ithe South Whidbey Island/Lake Alice fault that runs from west of Whidbey Island to Rattlesnake Mountain near North Bend. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of several thousand years. Due to the suspected long recurrence interval, the potential for surficial ground rupture at the subject site is considered to be low during the expected life of the structure. 6.2 Seismically Induced Landslides ' Because of the potential risk of seismically induced landslides occurring along the steep slopes at the west side of the site, the potential for seismically induced landsliding has been analyzed in detail. , The results of this analysis and possible recommendations for mitigation of this potential hazard are further discussed in the Slope Stability section of this report. 6.3 Liquefaction Due to their dense state and absence of an adverse round water condition, the encountered D g soils beneath the site have a low potential for liquefaction. 6.4 Ground Motion Response Based on the site stratigraphy, and visual reconnaissance of the site, in our opinion, earthquake damage to the proposed structures founded on a suitable bearing strata, and following the recommendations presented in this report would likely be caused by the intensity and acceleration associated with the event. Structural design of the building should follow Uniform Building Code (UBC) standards and take into consideration stress caused by seismically induced earth shaking. According to the 1997 UBC, the site is designated as Seismic Zone 3 (Z=0.3) with and Sc soil profile. 7.0 SLOPE STABILITY ANALYSIS Our assessment of the stability of the existing slopes bordering the west side of the site is based on a review of published geologic literature and historical aerial photographs, our field reconnaissance, and computer modeling. ' October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. !NS/da - KE00081G2 - Projects120000811KE1WP - KK Page 10 ' Subsurface Exploration, Geologic Hazard, Westgate Villager and Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations i7.1 Literature/Photo Review Review of the geologic map entitled Geologic Map of the Edmonds East and Part of the ' Edmonds West Quadrangles, Washington (1983) by James P. Minard indicates the site, including the slope on the west side, is underlain and composed of Esperance sand and other undifferentiated sand and gravel, Vashon advance outwash deposits. The Esperance sand is a thinly bedded sand member of the Vashon advance outwash. No landslide deposits are mapped in the vicinity of the site. The soil and slope conditions we observed are consistent with the ' published geologic mapping. I I 1 1 Historical aerial photographs of the site at various scales ranging from 1-inch equals 750 feet to 14nch equals 2,000 feet were reviewed for the years 1947, 1955, 1967, 1981, 1985, 1993, and 1997. The photos indicate the site has been developed for commercial purposes since at least 1967, but was residential in 1955. The existing roads have been in place since at least 1947, but site construction increased the developable area around the subject site by excavating into the hillside after 1947. Based on review of the aerial photographs, there are no obvious indications of large-scale or deep-seated slope instability and it appears the existing steep slopes on the west side of the site are man-made.. 7.2 Field Reconnaissance A reconnaissance of the western portion of the site indicates the slopes are generally well vegetated with alder trees, blackberries, and smaller shrubs and grasses. The upper portions of the slope that have not been altered by man contain moderate to dense stands of large evergreen trees. Average slope inclinations, where the slope has not been altered by man, range from approximately 32 to 48 percent. Two portions 'of the slope, one at the south end of the site and one. at the north end of the site, have steeper inclinations where it appears they have been altered by man. The north end of the slope exhibits a concave area with slopes ranging from about 80 to 100 percent and the south end of the slope exhibits a near vertical face toward the top of the slope. During our field reconnaissance we did not observe obvious indications of deep-seated slope instability such as soil cracking, landslide scarps, or slumps. The near vertical face at the south end of the west slope exhibits evidence of mass wasting in the form of small slabs of soil and loose colluvial soil at the base of the slope. The vegetative mat at the top of this slope has been undercut by wasting and weathering of the near vertical face over time. Damp areas evidenced by darker soil color were observed on a.portion of the near vertical face, but no free flowing ground water seeps or springs or evidence of slope erosion due to flowing surface water were present at the time of our visit October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projects120000811KEMP - W'K Page 11 11 Subsurface Exploration, Geologic Hazard, ' Westgate Villager and Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations ' 7.3 Computer Modeling To evaluate the stability of the existing slopes under the existing conditions, the computer 1 program Slope W, Version 3 by Geo-Slope International was utilized. The model used the Bishop, Ordinary, Janbu, and Spencer methods of a rotational failure mechanism. Input parameters for the analysis consisted of slope geometry, geology, and ground water conditions ' of the slope interpreted from our explorations, and soil strength parameters based on our experience with similar type soils and the pocket penetrometer data obtained in the field. The slope geometry was developed from a topographic map of the site prepared by A. W. ' Chenoweth dated September 1997 and a more recent survey completed by Barghausen in 2001. In general, the calculated factor of safety is the ratio between the available soil shear resistance and the gravitational forces that tend to produce a slide. When the soil strength is equal to the slide -producing forces, a factor of safety of 1.0 would exist, and the slope would be in a state ' of incipient failure. A static factor of safety of 1.5 would be considered suitable with respect to generally accepted geotechnical engineering practice for new construction. During short- term seismic loading, a .dynamic factor of safety of 1.1 is generally considered acceptable. Factors of safety for the Spencer method are presented because we understand that this method incorporates the seismic forces. J The soil stratigraphy for the stability model is based on the geologic map referenced in Section 7.1 above, the exploration pit logs completed for this project and our slope reconnaissance. The locations of the cross sections investigated are shown on Figure 2. The section modeled for stability is located where the proposed structure will require the largest cut into the existing slope. The soil properties used in the slope stability analysis employ the Mohr -Coulomb model, and are presented in Table 2. The soil densities are based on pocket penetrometer data obtained from the explorations and other soil properties are estimated based on our .experience with similar soils and correlation with published information. Table 2 Soil Properties Used in Slope Stability Model Soil Type Unit Weight abs/ft3) Cohesion pbs/ft2) Phi Colluvium 110 0 35 Advance Outwash 130 0 35 October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. INS/da - KE00081G2 - Projects12000081 WEI WP - MK Page 12 Subsurface Exploration, Geologic Hazard, Westgate Villager and Geotechnical Engineering Report Edmonds Washington Geologic Hazards and Mitigations The problem set-up for the existing slope, including the soil stratigraphy and site cross -sectional topography, is shown on Figure 3. The stability model was , computed under both static and dynamic (seismic) conditions. In the static case no earthquake accelerations were included, whereas in the dynamic case a peak ground acceleration of 0.3g was included to simulate a large earthquake. The 0.3g peak ground acceleration is consistent with the 1997 UBC requirements. The results of the modeling of the existing slope at the north end of the site are shown on Figures 4 and 5. Figure 4 presents the static case and indicates that the portion of the slope near the lower crest exhibits a factor of safety of less than 1.5. The area indicated with factors of safety less than 1.5 occurs at the top of the lower slope, suspected to have been altered by man, where the slope has been oversteepened by possible past mining activity. Figure 5 presents the dynamic case with a seismic load due to a large earthquake applied to the slope. The results are similar to the static case in that the area at the upper portion of the lower crest exhibits factors of safety less than 1.1. In general, the factors- of safety determined by the computer model are likely conservative when compared to actual field conditions. This conservatism comes from the compounding of `worst case conditions" (i.e., slope angle, unit weight, and phi angle) in the computer model, and the inability to model the positive effects of weak soil cementing, tree roots, and other features. Based on our reconnaissance, the slopes in question appear to be stable in their current configuration and show no obvious indications of incipient, deep-seated instability. 7.4 Maintenance of Steep Slone Stability Maintenance of the steep slope stability would be accomplished through a combination of vegetation management, revegetation, and mechanical slope retention. Recommendations for vegetation management are presented in the report entitled "Tree Evaluation, Impact Assessment, and Replacement Plan" dated October 18, 2001 prepared by Arboricultural Consulting. The preferred development scheme involves placing the proposed structures located along the west side of the site such that cuts into the existing slope would be required for construction. In this area, permanent soil retention structures are recommended. Engineered soil retention is also recommended along the south property line of the Landau property where cuts are planned to the property line to create additional parking and drive area. Recommendations for slope retention systems are, presented later in this report. October 19, 2001 ASSOCIAlEDEAR[HSCIENCES, INC JNs/da - KE00081G1- Projects11000081"WP - W1K Page 13 Subsurface Exploration, Geologic Hazard, Westgate Villager and Geotechnical Engineering Report Edmonds, Washington Geologic Hazards and Mitigations 8.0 EROSION HAZARDS AND MITIGATION The Erosion Hazard Area at the site is confined to the steep slopes located on the west side of the property. To mitigate the erosion hazard and reduce the potential for off -site sediment transport, we would recommend the following: 1. All storm water from impermeable surfaces, including roadways and roofs, should be tightlined into detention/retention facilities and discharged to an appropriate storm water conveyance system. 2. To reduce the amount of sediment transport, a silt fence should be placed above the areas where cuts into the slope are required and also along the toe of the ' slope where construction on the slope will occur. I 3. Construction should proceed during the drier periods. of the year and disturbed areas should be re -vegetated as soon. as possible. ' 4. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting, the use of low ' stockpiles in flat areas, or the use of hay bales/silt fences around pile perimeters. t5. In order to reduce potential erosion hazards due to construction on the slope, we suggest that large scale clearing of the slope be avoided and as much of the natural slope vegetation as possible should be left intact. Areas stripped of natural vegetation during construction should be replanted as soon as possible or otherwise protected. ' It should be noted that potential erosion hazards created by the proposed project could be mitigated; however, existing and future development upslope from this project could have a ' profound erosion and sediment transport impact on the project. Stormwater discharge from upslope developments should not be allowed to discharge directly onto the existing slope. October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. t !NS/da - KE00081G2 - Projects120000811KEIWP - KK Page 14 •, 0, Subsurface Exploration, Geologic Hazard, ' Westgate Village and Geotechnical Engineering Report Edmonds, Washington Design Recommendations III. DESIGN RECOMMENDATIONS 9.0 INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the proposed development provided the risks discussed are accepted and the recommendations contained herein are properly followed. The bearing stratum is relatively shallow and spread - footing foundations may be utilized. We understand that the distribution of foundation loads of tthe planned commercial buildings will be typical; no concentrated loads are anticipated. Consequently, spread footings or structural fills bearing on the dense to very dense native sands are capable of providing suitable building support. Cuts estimated to be approximately 20 feet high into the slopes on the west portion of the property would be required for a 20-foot access corridor behind the proposed retail building. We recommend a permanent shoring ' system be constructed in these areas and in all other areas where cuts into the slope are required. 1 10.0 SITE PREPARATION ' Old foundations presently on the site that are under building areas or not part of future plans should be removed. Any buried utilities should be removed or relocated if they are under building areas. The resulting depressions should be backfilled, with structural fill as discussed under the Structural Fill section. ' Site preparation of planned building and road/parking areas should include removal of all trees, brush, debris, and any other deleterious material. Additionally, the upper organic topsoil should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. ' Topsoil and loose surficial soils or fill should be stripped. down to the underlying medium dense to dense sands. Since the density of the upper, surficial soil is variable, random soft pockets may exist and the depth and extent of stripping. can best be determined in the field by ' the geotechnical engineer or his representative. This depth generally occurs at approximately '/2 to 2 feet. We recommend that road and parking areas be proof -rolled with a loaded dump ' truck to identify any soft spots; soft areas should be overexcavated and backfilled with structural fill. Portions of the old fill stockpile located at the base of the slope on the west side of the Landau ' property may have to be removed to create sufficient parking area. In our opinion, the existing ' October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. !NS/da - KE00081G2 - Projects 120000811KEIWP - MY Page 15 Subsurface Exploration, Geologic Hazard, Westgate Village and ,Geotechnical Engineering Report Edmonds, Washington Design Recommendations ' fill soils are not an integral part of the natural slope and are providing little benefit to maintaining or increasing the stability of the slope in that area. If all of the fill is not removed, the fill remaining should be regraded, sloped no steeper than 2H:1V, and planted with ' vegetation or covered with straw to promote stability and reduce the potential for erosion. In our opinion, stable construction slopes should be the responsibility of the contractor and ' should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in the advance outwash sand can be made at a maximum slope of 1H:1V. As is typical with earthwork operations, some sloughing and ' raveling may occur and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed ' and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or quarry spalls. ' 11.0 STRUCTURAL FILL There is a possibility that structural fill will be necessary to establish desired grades. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials as discussed in this section. If a percentage of compaction is ' specified under another section of this report, the value given in that section should be used. ' After stripping, planned excavation, and any required overexcavation has been performed to the satisfaction of the geotechnical engineer or his representative, the upper 12 inches of exposed ground should be recompacted 'to at least 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction . may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed ' rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical; placement of an engineering stabilization fabric may be necessary to prevent contamination of the free - draining layer by silt migration from below. After the recompacted, exposed ground is tested and approved, or a free -draining rock course ' is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non - organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts with each lift being compacted to at least 95 percent of the modified Proctor maximum density ' using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the ' October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081 G2 - ProjecW2000081 WEI WP - W2K Page 16 • Subsurface Exploration, Geologic Hazard, Westgate Village and Geotechnical Engineering Report Edmonds, Washington Design Recommendations ' backfill should be placed and compacted -in accordance with current local or county codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the perimeter footings or roadway edge before sloping down at an angle of 2H:1V. ' The contractor should note that Associated Earth Sciences, Inc. (AESI) must evaluate any proposed fill soils prior to their use in fills. This would require that we have a sample of the material 48 hours in advance of filling activities to perform a Proctor test and determine its ' field compaction standard. Soils in which the amount of fine-grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills ' should be limited to favorable dry weather conditions. The on -site soils generally contained small amounts of silt and are not considered moisture -sensitive. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed iduring wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining. fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. :.' A representative from our firm should inspect the stripped subgrade and be present during . placement of structural fill to observe the work and perform a representative number of in - place density tests. In this way, the adequacy of the earthwork may be evaluated as filling ' progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a ' suitable monitoring and testing program. 1 12.0 FOUNDATIONS Spread footings may be used for building support when founded on medium dense to dense ' natural soils or structural fill placed as previously discussed. We recommend that an allowable bearing pressure of 3,000 pounds per square foot (psf) be utilized for design purposes, 1 including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing ' stratum and no footing should be founded in or above loose, organic, or existing fill soils. All footings should have a minimum width of 16 inches. ' It should be noted that the area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area which has not been October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projects120000811KEMP - W2K Page 17 Subsurface Exploration, Geologic Hazard, ' Westgate Village and Geotechnical Engineering Report Edmonds, Washington Design Recommendations ' compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in -the bearing soils. Anticipated settlement of footings founded on medium dense to dense native sand or approved structural fill should be on the order of 3/4 inch or less. However, disturbed soil not -removed from footing excavations prior to footing placement, could result in increased. settlements. All footing areas should be inspected by AESI prior to placing concrete, to verify that the design ' bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. The governing municipality may require such ' inspections. Perimeter footing drains should be provided as discussed under the section on Drainage Considerations. ' 13.0 LATERAL WALL PRESSURES ' All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled rigid walls that cannot yield should be designed for an equivalent fluid of 55 pcf. Walls with sloping backfill at a maximum angle of 1H:1V should be designed for 70 pcf for yielding conditions and 100 pcf for restrained conditions. For backfill slopes flatter than 1H:1V, a linear interpretation between the above values is acceptable. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of on -site sand compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the wall. ' Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. ' imperative that proper drainage be provided so that h drostatic pressures do not develop It is unpe p p g p Y against the wall. This would involve installation of a minimum 1-foot wide blanket drain for ' the full wall height using imported, washed gravel against the walls. ' October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projecrs120000811KEMP - w2K Page 18 1 Subsurface Exploration, Geologic Hazard, ' Westgate Village and Geotechnical Engineering Report Edmonds, Washington Design Recommendations 13.1 Passive Resistance and Friction Factors Retaining wall footings/keyways cast directly against undisturbed, dense soils in a trench may be designed for passive resistance against lateral translation using an equivalent fluid equal to 300 pounds per cubic foot (pcf). The passive equivalent fluid pressure diagram begins at the top of the footing; however, total lateral resistance should be summed only over the depth of the actual key (truncated triangular diagram). This value applies only to footings/keyways where concrete is placed directly against the trench sidewalls without the use of forms. If footings are placed on grade and then backfilled, the top of the compacted backfill must be ' horizontal and extend outward from the footing for a minimum lateral distance equal to three times _ the height of the backfill, before tapering down to grade. With backfill placed as discussed, footings may be designed for passive resistance against lateral translation using an 1 equivalent fluid equal to 300 pcf and the truncated pressure diagram discussed above. Passive resistance values include a factor of safety equal to 3 in order to reduce the amount of ' movement necessary to generate passive resistance. The friction coefficient for footings cast directly on undisturbed, dense native sand soils may be taken as 0.4. This is an allowable value and includes a safety factor. Since it will be difficult to excavate these soils without disturbance, the soil under the footings must be recompacted to at least 95 percent of the above -mentioned standard for this value to apply. ' 14.0 FLOOR SUPPORT A slab -on -grade floor may be used over structural fill or pre -rolled medium dense natural ground. The floor should be cast atop a minimum of 4 inches of washed pea gravel to act as a capillary break. It should also be protected from dampness by an impervious moisture barrier or otherwise sealed. ' Another alternative would be to utilize a structural floor or crawl space type construction. With this approach, floor support problems resulting from site disturbance are eliminated. If ' surficial soils are disturbed, the foundations can be excavated through the loose soils to suitable bearing and floor support is unaffected. Thus, a structural or crawl space floor is better suited to wet weather construction than is slab -on -grade, although either system can be specified. In tthe case of a crawl space, the soil below the floor system should be covered with an impervious moisture barrier to reduce dampness. October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. ' JNS/da - KE00081G2 - Projects120000811KEIWP - nK Page 19 1 1 1 1 Lei n Subsurface Exploration, Geologic Hazard, Westgate Village and Geotechnical Engineering Report Edmonds,. Washington Design Recommendations 15.0 DRAINAGE CONSIDERATIONS At the site, the native sands are relatively permeable .and accept water quite readily. However, traffic across these soils when they are damp or wet will result in disturbance of the otherwise firm stratum. Therefore, prior to site work and construction, the contractor should be prepared to provide drainage and subgrade protection, as necessary. All retaining and footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC. pipe surrounded by washed pea. The level of the perforations in the pipe should be set approximately 2 inches below the bottom of the footing at all locations and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum 12-inch thick washed gravel blanket provided over the full height of the wall to within 2 feet of the final grade, and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. 16.0 PERMANENT SHORING Based on preliminary plans, excavations up to approximately 20 feet deep at the toe of the slope on the north end of the site would be required to construct the north structure and associated access drives and additional shallower cuts will be made along the remainder of the west and south property lines. In our opinion, some form of permanent shoring will be required in these areas. This section of the report presents preliminary design considerations and criteria that should be considered in the design of the shoring for the excavation. With this information and other pertinent data, it should be the responsibility of a qualified structural engineer and the shoring subcontractor(s) to determine the appropriate design, construction methods, and procedures for installation of the shoring system. 16.1 Soldier Pile Wall The most common method of shoring used in the Seattle area consists of a conventional soldier pile/waler shoring system utilizing steel soldier piles, sometimes in conjunction with an internally braced or tieback system. Soldier piles, which are usually wide flange beams, are placed in predrilled holes which extend beyond the bottom of the excavation. The portion of each soldier pile extending below the bottom of the excavation is grouted in -place with sufficient strength concrete to transmit the vertical loads of the soldier beams to the soil below the excavation level. The upper portion of the soldier pile is then backfilled with a relatively weak grout so that it may be removed as necessary for placement of lagging. The necessity October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projects 120000811KEIWP - W2K Page 20 Subsurface Exploration, Geologic Hazard, Westgate Village and Geotechnical Engineering Report Edmonds, Washington Design Recommendations ' and requirements for, lagging for soil stability should be determined by the shoring contractor(s). Due to the lower density of the upper site soils and the granular nature of most of the soils, lagging would be required throughout most of the excavation, in our opinion. We 1 also recommend that lagging be backfilled with clean sand during lagging to minimize the potential for movement of the cut soil. ' For cantilever walls and walls with a single row of tieback anchors, we recommend that the shoring system be designed to withstand lateral soil pressures based on "active" conditions. This design pressure, based on a backslope of 1.5H:1V, is in the form of an equivalent fluid equal to 70 pcf triangular distribution above the base of the excavation and 50 pcf below the excavation level. The 50 pcf may be considered to act only over the diameter of the grouted ' soldier pile section below the level of excavation. The use of active pressure for the shoring system assumes sufficient deformation if the soil occurs to develop an active condition - typically on the order of 0.001 to 0.002 times the height of the excavation. ' Where multiple rows of tiebacks are required, we recommend that the shoring system be designed to withstand lateral soil pressures based on "active" conditions. This design pressure ' in the form of an "apparent" earth pressure is equivalent to 25(H+h/2) psf rectangular distribution, where H is the height of the wall or excavation, and h is the height of the backslope above the wall. This number reflects surcharging from "normal" construction ' equipment and activities, as well as the variability of the site soils. The use of active pressure for the shoring system assumes sufficient deformation of the soil occurs to develop an active condition; typically on the order of 0.001 to 0.002 times the height of the excavation. A rcomprehensive survey of the surrounding streets, structures, and other critical reference points should be performed prior to construction activities. These points should then be accurately monitored as necessary, both horizontally and vertically, until the excavation and backfilling to ' surrounding site grade has been accomplished. ' From a soil standpoint, the grouted soldier piles must be designed for sufficient vertical capacity, and in the case where tiebacks are used; this should include the _vertical component of the inclined tieback loads. It should be noted that settlement of the soldier piles under load ' could also cause a reduction in anchor pre -stress, allowing lateral tilting about the base. For design purposes, the vertical load capacity should be determined based on an allowable adhesion or side friction of I ksf (kips per square foot) and an allowable end -bearing of 5(D- I 2)/B ksf, where D is the depth of embedment below the base of the excavation in feet and B is the width of the grouted soldier pile, also in feet. This latter value should not exceed a total of 30 ksf. Embedment of the soldier pile below the base of the excavation should be determined ' by the structural engineer and should satisfy movement and force equilibrium. The soldier piles also need to be located a sufficient depth below the base of the excavation to tprovide adequate lateral or "kick -out" resistance to horizontal loads below the lowest brace or October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE0008/G2 - Projects120000811KEIWP - W2K Rage 21 a . 9' • . Subsurface Exploration, Geologic Hazard, Westgate Village and Geotechnical Engineering Report Edmonds, Washington Design Recommendations tieback level. In this regard, the lateral resistance may be computed on the basis of passive pressure in the form of an "apparent" earth pressure equivalent to 300(D-2) psf where D is the depth of embedment below the base of the excavation in feet. This pressure may be considered ' to be acting against twice the diameter of the grouted soldier pile section. For tiebacks used for the shoring system, the grouted anchors must be located far enough ' behind the soldier pile wall to develop anchorage within a stable soil mass to prevent a massive failure or excessive deformation. We suggest that this anchorage be obtained behind an assumed failure plane defined by a horizontal line extending a distance equal to H/3 behind the tretained excavation at the base of the excavation, which then rotates 60 degrees from the horizontal and extends upward to the ground surface. The area between this assumed failure ' plane and the retained excavation is referred to as the "no load zone". The anchor loads are transmitted to the surrounding soil by side friction or adhesion with the soil. The tieback anchors. may be tentatively designed for an allowable shaft stress of 500 psf in the upper, ' medium dense sands or if the anchor is located less than 20 feet below the existing ground surface, and 1200 psf in the dense to very dense sands if located greater than 20 feet below the existing ground surface. ' We recommend for this site that each anchor be sized for a design or allowable load of not more than 50 percent of the ultimate load available through the anchor (as indicated by 200 percent verification tests). The test anchors should be capable of holding the ultimate load without excessive yield or creep so that a factor of safety of at least 2.0 is available for production anchors should further stressing occur. The rods or cables should transmit the ' anchor load to the soldier pile in such a manner to avoid eccentric loading. ' A series of anchor tests must be performed to verify the design and ultimate skin friction or adhesion of the tieback anchors. A common anchor testing program would consist of at least two, 200 percent verification tests of the design or allowable load in the soil within the slide ' zone and two such tests in the soil outside of this zone,. plus proof -loading every production anchor to 130 percent of the design load. We recommend that AESI monitor the anchor test program. In addition, we suggest that at least one, 200 percent verification test of the design load be performed in each end of the excavation if tiebacks are to be used in these areas. The purpose of the tests in the end areas is to determine if any strength anisotropy exists with respect to direction of pull on the anchors. A common practice is to load an anchor in 10 kip increments held for 5 minutes up to the final load of 200 percent design load, which is held for at least 30 minutes. Measurements of the ' rod or cable movement should be accurately recorded throughout the test. A linear or near - linear relationship between the unit anchor stresses and related movement .would indicate a ' successful anchor test. ' October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projects120000811KE1WP - w2K Page 22 H Subsurface Exploration, Geologic Hazard, ' Westgate Village and Geotechnical Engineering Report Edmonds, Washington Design Recommendations 11 1 1 11 II l� I The other component of the anchor tests for the project would be proof -loading each of the production anchors to 130 percent of the design load. Each anchor should withstand this load for at least 5 minutes. A total movement of the anchor of less than 6 inches would indicate a successful proof -load test. The anchor should then be locked -off at the design load. Subsequent to locking -off the tiebacks at the design load, all of the tieback holes should be backfilled to prevent possible collapse of the holes and any related consequences. Typically, sand is used as backfill material; however, most non -cohesive mixtures are suitable (subject to approval by the geotechnical engineer) provided there is no bonding to the tie rods. 16.2 Soil Nails Based on the existing site soils that consist of dense to very dense sand with little or no ground water seepage on the slope, we recommend that a soil nailing system be considered. Soil nailing is typically more economical than the conventional soldier pile and lagging system.. Soil nailing consists of installing a grid pattern of grouted tendons (cables or rebar "nails") in slightly inclined drilled holes into a vertical soil cut face as excavation proceeds. Wire mesh reinforcement is attached to the nails and the face of the excavation is covered with a suitable thickness of air placed concrete (shotcrete). The advantage of this technique over conventional shoring that utilizes soldier pile walls, is that the shotcrete wall can serve as the wall of the excavation without the need for deep piles and lagging, thus providing the potential for significant cost savings. Soil nailing reinforcement is conducted by excavating vertically from the top down in stages of approximately 5 to 6 feet. After each stage of excavation, the exposed soils along the limits of the excavation are reinforced prior to proceeding with the next stage of excavation. Consequently, this method requires that the soil can withstand temporary vertical cuts of approximately 5 feet without caving. The advance outwash sediments that comprise the slope along the west property line are suitable for this type of construction, provided they remain unsaturated. No evidence of ground water seepage was observed on or in the slope at the time of our fieldwork. If needed, the soil nails can be augmented by vertical support members to provide additional lateral support. If not, a conventional soldier pile as lagging system may be appropriate at this location. AESI can aid you in the specific design of this shoring system and in providing recommendations for other design team members and contractors. 16.3 Load Tests A series of load tests must be performed to verify the design and ultimate skin friction or adhesion of the soil nails. A common anchor -testing program would consist of at least two, 200 percent verification tests of the design or allowable load in the soil within the slope, plus proof -loading selected nails to 130 percent of the design load: October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. !NS/da - KE00081G2 - Projects 120000811KEIWP - W2K Page 23 Subsurface Exploration, Geologic Hazard, ' Westgate Village and Geotechnical Engineering Report Edmonds, Washington Design Recommendations ' We recommend that AESI monitor the load test program: In addition, we suggest that at least one, 200 percent verification test of the design load be performed in each end of the excavation. The purpose of the tests in the end areas is to determine if any strength anisotropy exists with respect to direction of pull on the nails. A common practice is to load each nail in 10 kip increments held for 5 minutes up to the final load of 200 percent design load, which is held for at least 30 minutes. Measurements of the rod or cable movement should be accurately ' recorded throughout the test. A linear or near -linear relationship between the unit nail stresses and related movement would indicate a successful load test. ' The other component of the load tests for ' the project would be proof -loading selected production nails to 130 percent of the design load. Each nail should withstand this load for at ' least 5 minutes. A total movement of the nail of less than 6 inches would indicate a successful proof -load test. The nail should then be locked -off at the design load. 17.0 PROJECT DESIGN AND CONSTRUCTION MONITORING ' At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly ' changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. ' The plan review is not included in the current scope of work and budget. We are also available to provide geotechnical engineering and monitoring. services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field ' in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know and we will prepare a proposal. ' October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projects120000811KEIWP - W2K Page 24 Subsurface Exploration, Geologic Hazard, ' Westgate Village and Geotechnical Engineering Report Edmonds, Washington Design Recommendations 1 1 1 1 1 We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you' should have any questions, or require further assistance, please'do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington . Jon . Sonderga d, P.G. As ciate Geologist Attachments: Figure 1: Figure 2: Figure 3: Figure 4: Figure 5: Appendix: Kurt D. Merriman, P.E. Senior Associate Engineer Vicinity Map Site and Exploration Plan Stability Model Problem Set -Up Static Slope Stability Dynamic Slope Stability Exploration Logs ' October 19, 2001 ASSOCIATED EARTH SCIENCES, INC. JNS/da - KE00081G2 - Projects 120000811KEMP- V#TK Page 25 1 rr �r rr r� r r r r r r r r rr rr rr Ir ri i� B ASSOCIATED VICINITY MAP FIGURE 1 /mm EARTH WEST WAY CENTER DATE 4100 SCIENCES, INC EDMONDS, WASHINGTON PROJ. NO. KE00081G • LEGEND EP-1 N Approximate location of exploration pit and pit number HA-1 0 Approximate location of hand auger boring and boring number A A Approximate location of slope stability profile RECEIVED MAY 14 2004 PERMIT COUNTER noynirtow� N `ENL�SURc.yi i= �.• \�, ✓ \`� yt Et CD If a 25 so REFERENCE: CDA ARCHITECTS, INC., 9/26/01. i� 1��`� " � `\'` s' LANDSCAPE BUFFER �� rgr Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE 2 ® ® ® ® WESTLAKE VILLAGE DATE 10/01 EDMONDS, WASHINGTON PROJECT NO. KE00081G 1.2 Description: West Way Center KE00081 G Comments: Pre-Develoment File Name: 00081 pre.slp Last Saved Date: 04/03/2000 Last Saved Time: 4:36:44 PM Analysis Method: Spencer Direction of Slip Movement: Left to Right Slip Surface Option: Grid and Radius P.W.P. Option: Piezometric Lines / Ru Tension Crack Option: (none) Seismic Coefficient: (none) PROBLEM SET UP - EXISTING CONDITIONS GRID POINTS (CENTER OF SLIP CIRCLE) 0 COLLUVIUM • -ilg Y1 i - i' J; -.i, l kYj- bi ��l'S�L [ 11' S`� - ", i!.' f0 ? j� F -[ f Y ki 9 �'-"b(; ,?• r[ � i g• �! fi 1. (� .�. E r w �. ADVANCE OUTWASH y � „ r. ; t .' 1 : 4. 21 .� } - ! °e •. 22 a _ a ' t { RADIUS OF SLIP CIRCLE a ' c 1:1M IRE 3 Description: West Way Center KE00081G Comments: Pre-Develoment File Name: 00081 pre.slp Last Saved Date: 04/18/2000 Last Saved Time: 11:20:14 AM Analysis Method: Spencer Direction of Slip Movement: Left to Right Slip Surface Option: Grid and Radius P.W.P. Option: Piezometric Lines / Ru Tension Crack Option: (none) Seismic Coefficient: (none) 170 160 STATIC STABILITY FACTORS OF SAFETY 3.257 3.224 3.208 2.938 2.686 2.428 2.130 1.803 1.479 1.188 0.929 '3.304 '3.277 '3.263 '2.981 '2.715 '2.438 '2.122 '1.776 '1.438 '1.140 '0.949 '3.358 *3.334 '3.326 '3.025 '2.745 '2.448 '2.110 '1.742 '1.395 '1.087 '0.904 '3.422 '3.396 '3.395 '3.078 '2.781 '2.457 '2.094 '1.707 '1.350 '1.029 '0.853 '3.493 '3.472 '3.474 '3.134 '2.817 '2.469 '2.077 '1.669 '1.303 '0.964 '0.794 '3.573 '3.556 '3.562 '3.200 '2.859 '2.481 '2.059 '1.629 '1.254 '0.981 '0.721 '3.671 '3.656 '3.661 '3.273 '2.903 '2.492 '2.039 '1.588 '1.202 '0.928 '0.797 '3.781 '3.770 '3.782 '3.356 '2.953 '2.507 '2.016 '1.544 '1.148 '0.866 '0.741 '3.912 '3.902 '3.915 '3.451 '3.008 '2.523 '1.988 01.497 '1.091 '0.796 '0.677 '4.071 '4.054 '4.057 '3.558 '3.067 '2.540 '1.959 '1.448 '1.031 '0.706 '0.604 *4.272 '4.240 *4.218 '3.684 '3.138 '2.561 *1.927 *1.396 *0.966 '0.797 *0.895 150a.Gt., � q.-• ''1i'. t, 5: , �/ -� his. � `. ' ` { r nr�.�� `� ��'f�%-9 � ' 5� a �P ,4 x'°a }v c 'b •.�� 4 �� tip- r •� 5 5 �� 1 140 .� t1 COLLUVIUM 130 x y £a{3 N ou ADVA CE TINASHt 120 co •. Y r J a fs - r r' t 1 t 6. i , 110 EI 1 100 90 80 } n. ; ',_ nk F 'y-• - i /N-Ww- 't ''t -• '}!. ' Y r F t iS. J 6�i�. 70 0 20 40 60 80 100 120 140 160 180 200 220 Distance (ft) • P � .x r i J f 240 260 280 300 FIGURE 4 170 160 150 140 130 120 0) w 110 100 90 80 70 0 Description: West Way Center KE00081G Comments: Pre-Develoment File Name: 00081 pre.slp Last Saved Date: 04/18/2000 Last Saved Time: 11:23:31 AM Analysis Method: Spencer Direction of Slip Movement: Left to Right Slip Surface Option: Grid and Radius P.W.P. Option: Piezometric Lines / Ru Tension Crack Option: (none) Seismic Coefficient: Horizontal and Vertical DYNAMIC STABILITY (a=0.3g) FACTORS OF SAFETY 1.648 1.598 1.550 1.477 1.374 1.247 1.108 0.957 0.806 0.654 0.516 '1.677 '1.625 '1.577 '1.500 '1.389 '1.254 '1.105 b.946 '0.788 '0.630 '0.534 01.709 01.655 '1.606 '1.525 '1.405 '1.260 '1.101 '0.935 '0.769 '0.602 '0.509 '1.746 '1.688 '1.639 '1.553 '1.422 '1.267 '1.097 '0.923 '0.749 '0.572 '0.478 '1.787 '1.726 '1.675 '1.583 '1.442 '1.275 '1.093 '0.910 '0.727 '0.536 '0.442 '1.834 '1.769 '1.714 '1.617 '1.464 '1.284 '1.089 '0.896 '0.703 '0.554 '0.395 '1.890 '1.817 '1.758 '1.656 '1.488 '1.293 '1.084 '0.881 '0.678 '0.523 '0.449 '1.954 '1.874 '1.807 '1.698 '1.517 '1.304 '1.081 '0.865 '0.650 '0.488 '0.412 '2.028 '1.939 '1.864 '1.747 '1.549 '1.316 '1.076 '0.847 '0.620 '0.445 '0.368 '2.118 '2.017 '1.929 '1.803 '1.588 '1.330 '1.071 '0.828 '0.587 '0.387 '0.315 T997 '2.106 '2.004 '1.869 '1.633 '1.346 '1.067 '0.807 '0.549 '0.460 '0.528 } �,`}r,i r.rr'n h }cry COLLUVIUM ADVANCE OUTWASH ?- [ tt r `t `s, t•,u' 1,- �' J�: s } i lc. '_ t-1?y -w . J{"`'�' 44 l t 20 40 60 80 100 120 140 160 180 200 Distance (ft) 3 S f T �•\ t' q' ' t i f5.f� t A 220 240 260 280 300 FIGURE 5 • oo o" o GW Welkgrade avel and ravel wit little to Terms Describing Relative ensity and Consistency a m o Q o 0 9 , Density blows/foot y LL o no fines Very Loose 0 to 4 Coarse - m m M> ..'a A Loose 4 to 10 Grained Soils Medium Dense 10 to 30 0 0 0 0 o ° o ° 0 Poorly -graded gravel rn 0 ve o v . 0 0 0 0 o GP o and gravel with sand, Test Symbols Dense 30 to 50 y 0 0 6 00000 00000 little to no fines Very Dense >50 G = Grain Size a a z 0 0 0 0 0 M=Moisture Content Z a a (2 A = Anerber Limits Consistency SPT lows/foot g C = Chemical Silty gravel and silty `o o m c GM gravel with sand Fine- Very Soft 0 to 2 DD = Dry Density v m t m m C Soft 2 to 4 K= Permeability Grained Soils c a m u Medium Stiff 4 to 8 m CD 2 a Stiff 8 to 15 Clayey gravel and Very Stiff 15 to 30 _ > N GC clayey gravel with Hard >30 m sand Component Definitions ° Well -graded sand and ' M Descriptive Term Size Range and Sieve Number SW sand with ravel, little 9 Boulders Larger than 17 U. to no fines Cobbles 3 to 17 0 a a m 0 > `" Gravel 3• to No. 4 (4.75 mm) Coarse Gravel 3' to V4• Poorty-graded sand w tJ ` ' ; SP and sand with gravel, Fine Gravel 3/4" to No. 4 (4.75 mm) m c o v a c little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) ° Z m Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) Medium Sand Silty sand and 0 0 f : SM silty sand with No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine Sand ca r .' gravel No. 40 (0.425 mm) to No. 200 (0.075 mm) 0 LL g Silt and Clay Smaller than No. 200 (0.075 mm) oN (3) Estimated Percentage Moisture Content 0�1'esc Clayey sand and m clayey sand with Percentage by Dry -Absence of moisture, rn g ravel Component Weight dusty, dry to the touch Trace <5 Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, o MIL siltwith sand or gravel Few 5 to 10 moisture m c Little 15 to 25 Moist - Damp but no visible i-n Nc7 T V With -Non-primary coarse water constituents: > 159'a Very Moist - Water visible but Clay low H of to medium c c CD J CL Plasticity; silty, sandy, or d - Fines content between not free draining Z '0 — gravelly clay, lean clay 5%and 15% Wet -Visible free water, usually m = _ from below water table _ 0-5 _ _ Organic clay or silt of low Symbols — = OL plasticity Blows/6" or 0 `o _ Sampler portion of 6" Type Cement grout surface seal Elastic silt, clayey silt, silt 2 0.OD Sampler Type o m MH with micaceous or Split -Spoon a Description tot Bentonde seal m g O1 M diatomaceous fine sand or silt Sampler 3.0" OD Split -Spoon Sam Sampler p (S� :: Fifterpack with Clay of high plasticity, o rn o` 325.OD Split -Spoon Ring Sampler r4i ; blank casing M m L) o ­2 c — CH sandy or gravelly clay, fat Bulk sample 3.0.OD Thin -Wall Tube Sampler section Screened casing a m c7 J 2 clay with sand or gravel (including Shelby tube) Grab Sample .. °withfiertipack i��i� a ra to End cap c _c �i�;i� Organic clay or silt of Portion not recovered `- J �; �i i OH medium to high plasticity (t) 4 (1) Percentage by dry weight () Depth of groundwater (SPT) Standard Penetration Test AM At drilling �1. 3 = time of �. Peat, muck and other (ASTM D-1586) (3) Static water level (date) General Accordance $r c a -anIn mro PT highly organic soils with Standard Practice for Description (� Combined USCS symbols used for O and Identification of Soils (ASTM D-2488) fines between 5% and 15% -2= 0 ii Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification aw methods of ASTM 0-2487 and 0-2488 were used as an identification guide for the Unified Soil Classification System. E a E RGURE ASSO8 ATED Exploration Log Key ESCIEN SCIENCES,A-1 e SCIENCES, INC a I G OF EXPLORATION PIT NOS-1 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the n time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 I DESCRIPTION Medium dense, moist, brown,. silty, gravelly SAND mixed with topsoil. — — Weathered Advance Outwash Medium dense, moist, oxidized brown, slightly silty, gravelly SAND. pp= 2 to 3 t/ft2. - - - - - - - - - - - - - - - - - - - - - - - - Advance Outwash Dense, moist, gray, gravelly SAND with scattered cobbles. Bottom of exploration pit at depth 8 feet No ground water, no caving. N w Westway Center s Edmonds, WA CL 0" MM ASSOCIATED Project No. KE00081G Logged by: JNS EARTH § Approved by: SCIENCES, INC March 2000 Y OF EXPLORATION PIT NOMP-2 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be L read together with that report for complete interpretation. This summary applies only to the location of this trench at the n time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfication of actual conditions encountered. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 DESCRIPTION Fill Medium dense, moist, oxidized brown to tan, silty fine SAND with gravel, roots and scattered organics. ___ _ _- ------- - - - - -- — — — — Weathered Advance Outwash Dense, moist, brown, silty, fine to medium SAND. pp=1_5T/ft2 _ _ _ _ _ _ _ _ _ _ _ _ _ Advance Outwash Dense, moist, gray, gravelly SAND. Bottom of exploration pit at depth 9 feet No ground water, no caving. Westway Center m Edmonds, WA MM ASSOCIATED Project No. KE00081G Logged by: JNS EARTH Approved by: BC1ENCESs INC March 2000 U Y L LOG OF EXPLORATION PIT NO EP-3 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be s read together with that report for com lete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Advance Outwash 1 Very dense, moist, gray, stratified SAND with some gravel. Includes lenses of poorly sorted, silty, gravelly SAND (Diamictor) pp=2.5-2.75 T/ft2 2 3 4 5 6 gray SAND with gravel. - - - - - - - - - - - - - - - - - - - - 7 Very dense, moist, 8 9 10 11 Bottom of exploration pit at depth 11 feet 12 No ground water, no caving. 13 14 15 16 17 18 19 Westway Center Edmonds, WA ASSOCIATED Project No. KE00081G Logged by: JNs EARTH Approved SCIENCES. INC March 2000 1 a U Y G OF EXPLORATION PIT N 1 1 1 1 1 11 r n p This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Topsoil and Roots _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Colluvium 1 Medium dense, moist, oxidized brown SAND with some gravel and little silt. 2 3 4 — — — — — — — — — — — — — — — — — — — — — — — — — — - Advance Outwash Dense to very dense, moist, gray, SAND with gravel. pp= 3.25-3.75 T/ft2 5 Note: Open cut on slope approximately 13' high. 6 7 8 9 10 11 12 13 14 15 16 17 Bottom of exploration pit at depth 17 feet 18 No ground water, no caving. 19 ' Westway Center " Edmonds, WA 'M ASSOCIATED Project No. KE00081G $ Logged by: JNS EARTH 8 Approved by: SCIENCES, INC March 2000 la ' U Y I OF EXPLORATION PIT NO%-5 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be t read together with that report for complete interpretation. This summary applies only to the location of this trench at the a time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfication of actual conditions encountered. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 DESCRIPTION . „r .,_.. — — — — — — — — — — — — — — — — — — — — — — — — — — — — - — — — — — Colluvium Loose to medium dense, moist, oxidized brown, SAND with gravel, little silt, roots and scattered organics. Medium dense, moist, gray -brown, fine to medium SAND. _ — — — — — — — — — — — — — - — —m — —dense —, —moist — , — brow — —n,— — — wit—h g— — — — Mcdiu_SA_ND_ravel. - - - - - - - - - - - - - - - - - - - - - - - Advance Outwash Dense, moist, gray, SAND with gravel. Bottom of exploration pit at depth 17 feet No ground water, no caving. Note: Open cut on slope approximately7' high. Westway Center Edmonds, WA CL ASSOCIATED Project No. KE00081G Logged by: JNS EARTH Approved by: SCIENCES, INC March 2000 fL U Y Rf OF EXPLORATION PIT N00-6 L G t This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be for com�lete interpretation. This summary applies only to the location of this trench at the a read together with that report Subsurface conditions may change at this location with the passage of time. The data presented are p time of excavation. a simplfication of actual conditions encountered. DESCRIPTION 1 Topsoil/Bark Fill 1 1 Medium dense, moist, gray SAND with gravel and some silt. — — — — — — — — — — — — — — — — — — 2 — — — — — — — — — Advance Outwash Medium stiff to stiff, moist, oxidized brown, sandy SILT with some gravel. pp=2.25-2.75 T/ft2. 3 Dense, moist, gray to gray -brown, SAND with some gravel with silt 4 1 5 6 7 8 Bottom of exploration pit at depth 8 feet ' 9 No ground water, no savings. 10 ' 11 12 13 ' 14 15 16 1 17 18 ' 19 ' Westway Center Edmonds, WA ASSOCIATED Project No. KE00081G Logged by: JNS EARTH INC March 2000 Approved by: SCIENCES, a 1� U Y OF EXPLORATION PIT Na:EP-7 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named proiect and should be read together with that report for com lete interpretation. This summary applies only to the location of this trench at the n time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 DESCRIPTION rse Weathered Advance Outwash Medium dense, moist, gray -brown, slightly oxidized, SAND with some silt and scattered gravel. pp=2.5-3.5 T/ft2 T=3-3.5 kg.cm2. Stiff, moist, gray -brown, slightly oxidized SILT. pp=3.25-3.5 T/ft2 T=6.75 k2. g/cm — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - Advance Outwash Dense, moist, gray SAND with gravel. Bottom of exploration pit at depth 7 feet No ground water, no cavings. ' Westway Center W Edmonds, WA MM ASSOCIATED Project No. KE00081G Logged by: JNS EARTH Approved by: SCIENCES, INC March 2000 a I � Y i G OF EXPLORATION PIT N -8 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be r read together with that report for complete interpretation. This summary applies only to the location of this trench at the a time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, moist, gray to brown SAND with gravel, silt, organics and debris. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19. — — — — — — — — — — — — — — — — — — — — — - Advance Outwash Dense, moist, gray SAND with gravel. Bottom of exploration pit at depth 12 feet No ground water, no caving. Westway Center Edmonds, WA �M ASSOCIATEO Project No. KE0008IG Logged by: JNS EARTH „ Approved by: SCIENCES INC March 2000 U Y GARY HAAKENSON CITY OF EDMONDS MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: wwwdedmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT jn C. 189p Planning • Building • Engineering January 10, 2002 — - . ' W The Bartell Drug Company 4727 Denver Ave. So. Seattle, WA 98134 Subject: Determination regarding Critical Areas Checklist: CA-01-164 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The `DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). IT IS VERY IMPORTANT FOR YOU TO RETAIN A COPY OF THIS CRITICAL AREAS "DETERMINATION" FOR YOUR RECORDS. Please examine this Determination for additional requirements. You may need to submit additional information such as an Environmental Checklist or Critical Areas Study. The Determination for the Critical Areas Checklist you submitted is a site -specific determination, not a project -specific determination. YOU MUST SUBMIT A COPY OF THE CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APLICATIONS OR YOUR APPLICATION WILL NOT BE PRO%ESSED. Permit applications include the following: Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. V4 �- Ay Thank you, Secretary 'Planning John Bissell &Associates C0�� *Architectural Design Board D:mydocuments/spellman/CACLletter.doc - =, L:temp/jana/CACLletter.doc Incorporated August 11, 1890 Sister City - Hekinan, Japan City of Edmonds Critical Areas Determination Applicant: John Bissell & Associates Determination #: CA-01-164 Project Name: Bartell Drugs Permit Number: Site Location: 10016 Edmonds Way Property Tax Acct #: 00 6107 002 008 O1 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 and an Erosion Hazard Area 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 of 40% or more with at least 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, except those done by a licensed geotechnical engineer, 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.140). ` 2. If development musoccur within the critical area, buffer, A 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.170A and 20.15B.040C. 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. 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.170A 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 may be issued on a project by project basis. Chanc Name Signature 9, 2002 Date 2 City of: 1/4, SEC•..36,,. T`27 N., R. 3 E.W. K • EDMONDS a2s 6 - I'• 200'�' .. .. c4g t.,1 s �' ♦ 1 Sec. Coe 22Bth 3 3 2/ // �- ♦♦ I 9 I I /0 os .. \♦ WESTI;AT .'0�7SIP I I PAR K oz. 93-'30 ♦DL ♦; e I 2 Q b 5 Z r: 1 J _-- /. I I B I I A ♦ v♦ I 7 2 01 ♦ OI ♦♦o ♦ I B I I Q O O p3, ♦'�J'.♦♦ 3 _4 ?, �I of �' 1 bt I 3 6 O 1 3 + O4 j R/CHMOND BEACH i I I o3 3 ///p3 0p ♦9 '40 0=3 �� OV. No W TGA E I 1 04 Oz 41 i z 1�♦ of ♦:r��♦♦ J(6/ 61 4 I ]•9L-64 -- ♦♦ O1 3 ♦�4 ♦♦ 6 S.W. I I I I °L 5 , .` 2291h PL. i 7 J eC 3 o4 0 °I /4 j / 3511 a♦ PA ° WESTGATE0-1 to NO (6 5 05// 1 6 O 2J OL 1 GARDEN TRACTS I i_ '� �� c O1 04/ 1 01' 101 r 00 i� 03 O 7 B f T 9 1 /J /6 3 24 O IDAk >! a«O iI (5546) 1 1 'I1 9-_.90 Os SrySJ 1 0' 14 -bo-t — r'I /3 of 4 „S03 G—�I II I oo NO. B; ' /BL 23 _yo° J 41 0 TMJ1 Ol p OL 1B /9 02 /000 Y Z/ 22 I (a1•••--ca�l 0.3 01 2 / /6 3 Ob 04 --I- /30, OL10 S.W. 9 4 5I 1/1 1 , 2a1- 0 - —0— _ ST /r l3 1, r 1 O7'J —/u0 �I- /ONN Wf`l.`91/ -w 0oil OL o'O J 4 j 2 O2 --o6 o3r p 232nd L (4 / S 6 J I 3 2 / nz / 2 ♦ 4 of J Q HE WOO ROBIN HOOD DRIVE OL 116 o3 J • a 3 2 7 W — LL 7 B p aJ oZ 20 2/ 22 P 9 9 7 /9 p B a B O2 FRIAR N / /o / TG 7 9 C,f 1 3 /B /7 /6 w ` 6 a3 /0 3 m "y /2 /3 /4 /J m 4 J NOTTINGHAM RD. + VIL AGE (57 3) IJ /6 /7 /B /9 20 1/ , 22 23 ?+ 2J / 1 I i 1 ' ryl 0(DI '�\�-'I91z•aL z-oil �°�z-oo7lz-rnE}z'aslti I20 2oQ4111-005 ? 235th PL. S.W. yll (o 2-O�c I I I I 1 1 Z-Uo3 /9 m p 0 I It 2-0i0 /B 1 Z-°Lo 1 I u l n l II —_ -- s_.+� S•c Cac NOTE: This is not a survey, it is a parcel map HISTORICAL NAME— I J r used for location of property only ROAD D£S/G LIMITS"---- C 0 RAM., ARr/; 73 236th %q SK c" O O 1 22, 3 \y 44 1r k y? err r` t e 5 740 Y — ` 0421 ipatfko- .. 73% 2274 %`lv`' kk. fh•ikh 734 771 � i -� `r..._e 415 �:. k :k• _ 746 f tr arx a YuI tf!t i 227291 1041 22808 \ 2280It- }° 22610 B 22026 \ ' r� °i } f t'1fr Iti•a 22931 c } (rr i 22630 i 22907 2291 \\� 22910 2291. 22915 f0 { l' 22925 ' 1 (�rL�-� I� 22920 22919 t ' p.1 r. �� "Y - 22930 L 22933 23001 3009 230 5 23019 t ra 23126 23024 i :r`.1: 23027 23029 `S 23102 23104 23100 23103 23105 o 23106 23i08�;3110 23f12 23115 " ' 23117 23119 o \ m n _ o \ 0 23110 23124 23175 10119 10109 10101 23120 2A6 1 \ o � a 10427 , o ` 23200 \ \X 23301 I 23309 ^1 f a ba ' L22701 •- - rn 22629 22619 N o m o L y a rn rn m 22710 22710 2 22711 227TH PL SW 1 rn 22712 22718 22719 . N 9701 227 22714 22731 0 22721 11 J rn rn 'a rn 9702 N N j ` h ` 2 TH PL SW do dotod m %N O � so 9: 9518 V 952( 23003 23001 0 40 9515 do op do 9521 3"-4- 015 l j 23007 "� w 3024 • �iig7l 4 2' � 9 951 Q 3030 3 1 23028 23030lp 23029 9601 9520 23104 >¢ 9727 `- .23105 9717 707 �aST O 23110 23111 231S LSW v o if rn 23109 rn :f. • 3118 23119 9720 718 9706 1� %Or. ■` N 1 9825 23123 f 23126 N rn 'o° �' vi �' u' 1 2d SS 1 ` 9820 � SALEM 1 1 23206 Q 3205 23206 23206 9516 LUTHERAN 23214 ' 1 2 23215 23214 23215 23215 1 , m 23216 I_ 1 , 2 3221 23220 21 n ` ' 232 23228 23229 23228 233RD ST.SV 1 2330 23305 23301 I \ 23308 I( I N m I ��OF EDMo�� City ofWmonds Development Services Department Planning Division Phone: 425.771.0220 Inc 1590 Fax: 425.771.0221 Fhe Critical Areas Checklist contained on this form is to )e filled out by any person preparing a Development 'ermit Application for the City of Edmonds prior to tis/her submittal of the application to the City. [he purpose of the Checklist is to enable City staff to ietermine whether any potential Critical Areas are, or nay be, present on the subject property. The information seeded to complete the Checklist should be easily available from observations of the site or data available at —ity Hall (Critical areas inventories, maps, or soil surveys). Date ReceivedW City Receipt #. Critical Areas File. #: Critical Areas Checklist Fee: $45.00 Date.Mailed.to ADolicant: A property owner, `or his/her authorized representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit,: and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to.assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing, their preliminary assessment of the site. the undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees .o release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable ittomey's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or ncomplete information furnished by the applicant, his/her/its agents or employees. 3y my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my mowledge and that I am authorized to file thi plicati on the behalf of the owner as listed below. SIGNATURE OF A.PPLICANT/AGENT DATE Property Owner's Authoriz�veauthorized "�s��� f 9sfs�. 3y my signature, I certify that I the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the )urposes of inspection and posting attendant to this application. 31GNATURE OF OWNER DATE -.... PLEASE PRINT CLEARLY owner/Ap licant: Jame �17177 Awd✓er Ale. S >treet Address lity State Zip Applicant Representative: Name 19'Iuf �I�o,-� f�� A Street Address City State Zip i'elephone: 4',iG/ 79 - 2k,;6 Telephone: ��) 5xeJe :mail address (optional): Email Address (optional): .ritical Areas Checklist.doc/3.19.2001 • CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: WWW.dedmondsma.us DEVELOPMENT SERVICES DEPARTMENT j p Planning • Building • Engineering nc.IS9 January 10, 2002 The Bartell Drug Company 4727 Denver Ave. So. Seattle, WA 98134 GARY HAAKENSON MAYOR Subject: Determination regarding Critical Areas Checklist: CA-01-165 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The `DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). IT IS VERY IMPORTANT FOR YOU TO RETAIN A COPY OF THIS CRITICAL AREAS "DETERMINATION" FOR YOUR RECORDS. Please examine this Determination for additional requirements. You may need to submit additional information such as an Environmental Checklist or Critical Areas Study: The Determination for the Critical Areas Checklist you submitted is a site -specific determination, not a project -specific determination. YOU MUST SUBMIT A COPY OF THE CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APLICATIONS OR YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you, Planning Secretary John Bissell & Associates *Architectural Design Board D:mydocuments/spellman/CACLletter.doc L:temp/jana/CACLletter.doc • Incorporated August 11, 1890 • Sister City - Hekinan, Japan.. 0 City .:E:04 _ Planning Division Phone: 425.771.0220 z4c 1 sqo Fax: 425.771.0221 of�d monds Development Services Department The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical areas inventories, maps, or soil surveys). Date Receiv City Receipt 0 Critical Areas File #: Critical Areas Checklist Fee: $45.00 Date Mailed to ADDlicant: A property owner, ' or his/her authorized representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other .pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file thi plicati on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT �l /I DATE Property Owner's Authorizatie aut By my signature, I certify that I vhorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. SIGNATURE OF OWNER DATE PLEASE PRINT=CLEARLY ' Owner/Ap licant: r18 l✓ L art! ail Name y'l �.���r �✓c. � Street Address City State Zip Telephone: v 740 Z9 - 2l 26 Email address (optional): Applicant �Representative: f �SSGI/iCiG°S Name lf;m �I✓o,-1-1 A,- A/ Street Address City //�� State Zip Telephone: 6Z�y S33' 9�U1� Email Address (optional): ,44 w• � Critical Areas Checklist.dod3.19.2001 0 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771.0220 • FAX (425) 771-0221 Website: www 6edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT j p Planning • Building • Engineering 11c.189 January 10, 2002 The Bartell Drug Company 4727 Denver Ave. So. Seattle, WA 98134 Subject: Determination regarding Critical Areas Checklist: CA-01-163 GARY HAAKENSON MAYOR Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The `DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). IT IS VERY IMPORTANT FOR YOU TO RETAIN A COPY OF THIS CRITICAL AREAS "DETERMINATION" FOR YOUR RECORDS. Please examine this Determination for additional requirements. You may need to submit additional information such as an Environmental Checklist or Critical Areas Study. The Determination for the Critical Areas Checklist you submitted is a site -specific determination, not a project -specific determination. YOU MUST SUBMIT A COPY OF THE CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APLICATIONS OR YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you, Planning Secretary John Bissell & Associates *Architectural Design Board D:mydocuments/spellman/CACLletter.doc L:temp/jana/CACLletter.doc Incorporated August 11, 1890 • Sister City - Hekinan, Japan �rqc. I S 9 'J . . . City of dmonds Development STrIces Department Planning Division Phone: 425.771.0220 Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical areas inventories, maps, or soil surveys). Date Receiv City Receipt Critical Areas File #: Critical Areas Checklist Fee: $45.00 Date Mailed to ADolicant: A property owner, " or his/her authorized representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with. the signed copy of this form to assist City staff in finding and. locating the specific piece of property described on this. form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file thi plicati on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT 7P DATE Property Owner's Authoriz:,oeaulhorized By my signature, I certify that I the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. SIGNATURE OF OWNER DATE ' -.... PLEASE PRINT CLEARLY -:F. - Owner/Ap licant: r<e i ld L orll a/1 � Name ✓/7�� �,���r Alt S Street Address - t5�e/,, /,✓�1 9f�3y City State Zip Telephone: 10 ,w Z-a - op"76 Email address (optional): Critical Areas Check] ist.dod3.19.2001 Applicant Representative: /j S y`i✓I /�-SfG/� f �SSG�iC�G Name A;5? r '4el;" Street Address 6� �� Gz/r9 �f333 City �nState Zip Telephone: 6zw Email Address (optional): eki City of Edmonds Critical Areas Determination Applicant: John Bissell & Associates Determination #: CA-01-163 Project Name: Bartell Drugs I Permit Number: Site Location: 10016 Edmonds Way Property Tax Acct #: 00 6107 002 010 00- 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 and an Erosion Hazard Area 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 of 40% or more with at least 20 feet of rise will b&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 15400t 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, except those done by a licensed geotechnical engineer, 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.140). 0 2. If development must occur within the critical area buffer, andorbuffer setback and is p , not identified as an exception per ECDC Chapter 20.1513, a Reasonable Use Exception and Variance must be obtained pursuant to ECDC 20.15B.170A and 20.15B.040C. 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. 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.170A 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 may be issued on a project by project basis. Chanda Earhart (-. 4 wWV( , Vt!/UV� ') January 9, 2002 Name Signature Date 2 City of Edmonds ENVIRONMENTAL CHECKLIST Westgate Village Commercial Development Applicant: The Bartell Drug Company 4727 Denver Ave S Seattle, WA 98134 Prepared By: John Bissell & Associates 19239 Aurora Ave N Shoreline, WA 98133 g,,, A. BACKGROUND 1. Name of proposed project, if applicable: Westgate Village 2. Name of applicant: The Bartell Drug Company 3. Address and phone number of applicant and contact person: Applicant The Bartell Drug Company 4727 Denver Ave S Seattle, WA 98134 Contact John Bissell 19239 Aurora Ave. N. Shoreline, Wa 98133 4. Date checklist prepared: September 17, 2001 5. Agency requesting checklist: City of Edmonds 6. Proposed timing or schedule (including phasing, if applicable): Immediately upon receipt of building permit. 7. Do you have any plans for future additions, expansions, or further activity related to or connected with this proposal? If yes, explain. No 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. A complete geotechnical reconnaissance report has been prepared by Associated Earth Sciences, Incorporated. 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. None that we know of. 10. List any government approvals or permits that will be needed for your proposal, if known. SEPA Threshold Determination Preliminary Plat Approval Lot Line Adjustment 1 • 40 EVALUATION FOR AGENCY USE ONLY Conditional Use Permits Variance Approval Construction PJan Approval Clearing Plan Approval Grading Permit Building Permits Right -of -Way Permit Final Plat Approval 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those .answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) Proposing to build two new commercial/retail buildings and remodel one existing retail building located in the Westgate shopping area that will serve both local and regional traffic. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. Located on the Southwest corner of Edmonds Way and 100`h Ave West (See submitted plat map application for vicinity map and section, township and range). B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (underline one): Flat, rolling, hilly, steep slopes, mountainous, other: Steep Slopes on the southwest side of site. b. What is the steepest slope on the site (approximate percent slope)? 82% C. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. Alderwood Urban Land Complex (0-60% slope). d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. No 2 • EVALUATION FOR AGENCY USE ONLY e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. The purpose of grading is to create suitable building sites and roadway. The type of fill used will be structural fill for building areas and non-structural fill for landscaped areas. Cut — 25,000 cubic yards Fill — 12,500 cubic yards f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Yes, the potential of erosion will increase in the short term due to excavation and grading. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? 75% h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: No work will begin on site until the City has approved a TESCP, and all required erosion control measures are in place. 2. Air Short -Term Construction Impacts — Dust, and construction equipment emissions Long -Term Air Quality Impacts — None. b. Are there any off -site sources of emissions or odor that may affect your proposal? If so, generally describe. No C. Proposed measures to reduce or control emissions or other impacts to air, if any: Construction Impact Mitigation Construction equipment will comply with pertinent local, state & federal regulations. Long-term Air Quality Miti ag tion Long-term air quality impacts are not expected to exceed regulated amounts. • EVALUATION FOR AGENCY USE ONLY 3. Water a. Surface: 1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide name. If appropriate, state what stream or river it flows into. No 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. No 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate source of fill material. None 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. No 6) Does the proposal involve any discharges of waste materials to surface .waters? If so, describe the type of waste and anticipated volume of discharge. No b. Ground: 1) Will ground water be withdrawn, or will water be discharged to ground water? Give general description, purpose, and approximate quantities if known. hfi7 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals... agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. None EVALUATION FOR AGENCY USE ONLY C. Water Runoff (including storm water): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. There will be run-off from impervious surfaces such as roads, driveways, roofs sidewalks, etc. The project includes water quality and water detention facilities designed to meet the DOE standards. Storm water will be discharged into City storm sewer system. 2) Could waste materials enter ground or surface waters? If so, generally describe. Storm water waste material could enter ground water through landscaped areas. d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: The project includes water quality and water detention facilities designed to meet the DOE standards. Storm water will be discharged into City storm sewer system. 4. Plants a. Check or circle types of vegetation found on the site: Deciduous tree: alder, maple, aspen. other Evergreen tree: fir, cedar, pine, other shrubs grass pasture crop or grain wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other water plants: water lily, eelgrass, milfoil, other other types of vegetation b. What kind and amount of vegetation will be removed or altered? Most of what is to be removed consists of grass and shrubs. There are a few fir trees that will need to be removed. This is needed in order to perform site grading. Also, an arborist has examined the site and stated that many of the trees located on the steep slopes are hazardous and would need to be removed under the supervision of a geotechnical engineer. C. List threatened or endangered species known to be on or near the site. None. • ` EVALUATION FOR AGENCY USE ONLY d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on site, if any: The development area of the site has no or very few native plants. The City of Edmonds requires the submittal of a landscaping plan giving preference to native vegetation. Our submitted plan uses native and non-native ornamental species enhancing the native vegetation on site. 5. Animals a. Circle any birds and animals which have been observed on or near the site or are known to be on or near the site: birds: hawk, heron, eagle, songbirds, other: mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, herring, shellfish, other: b. List any threatened or endangered species known to be on or near the site. None C. Is the site part of a migration route? If so, explain: The entire Puget Sound region in the Pacific Coast Migration flyway for most migrating birds. However, this site has no significant habitat feature that support migrating birds. d. Proposed measures to preserve or enhance wildlife, if any: None 6. Energy and Natural Resources a. What kind of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Electric, natural gas b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No C. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: All development on the site will comply with the Washington State Energy Code. 0 EVALUATION FOR AGENCY USE ONLY 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. No b. 1) Describe special emergency services that might be required. None 2) Proposed measures to reduce or control environmental health hazards, if any: . Project will be connected Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment operation, aircraft, other)? Temporary construction equipment 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. Activi Clearing Excavation Foundations Building Construction Finishing Leg (in decibels) 71-72 59-77 65 60-72 62-77 3) Proposed measures to reduce or control noise impacts, if any: Construction equipment will be muffled in accordance with local, state and federal regulations. Work timing will comply with local regulations. Land and Shoreline Use What is the current use of the site and adjacent properties? The current site and adjacent properties are used primarily for commercial purposes. Has the site been used for agriculture? If so, describe. No Describe any structures on the site. Currently the proposed site consists of three retail shopping buildings. 7 • EVALUATION FOR AGENCY USE ONLY d. • Will any structures be demolished? If so, what: Yes, the vacant building on the Southeast comer of the proposed site will be demolished as well as the existing retail building on the Northwest corner of the proposed site which fronts 100`s Way. e. What is the current zoning classification of the site? The current zoning is BN. f. What is the current comprehensive plan designation of the site? The comprehensive plan has a separate designation for what it refers to as the "Westgate Corridor." It defines this area as one of a key transportation corridor as well as an entry way into the downtown. g. If applicable, what is the current shoreline master program designation for the site? NA h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. Yes, there are steep slopes along the eastern and southeastern property lines. i. Approximately how many people would reside or work in the completed project? Approximately 50 people would work in the completed project. j. Approximately how many people would the completed project displace? The project would displace approximately 25 people. k. Proposed measures to avoid or reduce displacement impacts, if any: We are reducing displacement by providing more jobs than we are eliminating. 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The City of Edmonds requires review before their Architectural Design Board (ADB). One issue the ADB is charged with is ensuring that the proposal is compatible with existing and projected land uses and plans. 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income housing. None b. Approximately how many units, if any, would be eliminated: Indicate whether high, middle, or low-income housing. None 8 EVALUATION FOR AGENCY USE ONLY C. Proposed measures to reduce or control housing impacts, if any: None 10. Aesthetics a. What is the tallest height of any proposed structures(s), not including antennas; what is the principal exterior building material(s) proposed? The highest portion of the tallest building on site will be 31 feet b. What views in the immediate vicinity would be altered or obstructed? There are no views in the immediate vicinity that would be altered or obstructed. C. Proposed measures to reduce or control aesthetic impacts, if any: The City of Edmonds requires review before their Architectural Design Board (ADB). One issue the ADB is charged with is controlling aesthetic impacts. 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? The signs posted on the facade of the building will be low wattage signs and will most likelv be illuminated from the hours of 7 a.m. to 11 p.m. Other lighting factors include interior lighting of the retail spaces which will follow similar hours as the signs, and parking lot lighting which will be shielded in such a way as to minimize impact on adjacent areas. b. Could light or glare from the finished project be a safety hazard or interfere with views? No C. What existing off -site sources of light or. glare may affect your proposal? None d. Proposed measures to reduce or control light or glare impacts, if any: All illuminated signs will be turned off during the late evening and early morning hours. 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? Recreational opportunities that exist in the immediate vicinity include the old Woodway high school site, Pine Street play field, Madrona elementary school, Edmonds City Park, and the Francis Anderson Community Center. b. Would the proposed project displace any existing recreational uses? If so, describe. No EVALUATION FOR AGENCY USE ONLY C. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: None 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state, or local preservation registers known to be on or next to the site? If so, generally describe. None. b. Generally describe -any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. None. c. Proposed measures to reduce or control impacts, if any: None 14. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plan, if any. The proposed site is on the southwest comer of two major arterial roadways: 100"' Ave West and Edmonds Way (SR 104). The proposed site will be easily accessible from both streets b. Is the site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? Yes, this site is currently served by public transit. C. How many parking spaces would the completed project have? How many would the project eliminate? There will be a total of 125 parking spaces once the project is complete. That is a significant increase to the amount of parking provided previously. d. Will the proposal require any new roads or streets, or improvements to the existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private). Depending on what is required from the Washington State Department of Transportation (WSDOT), some enhanced channelization features may be required on SR 104 west of its intersection with 100"' Ave West. e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. The project itself does not necessitate any of the above methods of transportation. However, there are ferry docks located just a couple miles west which will help generate business for the proposed site. 10 EVALUATION FOR AGENCY USE ONLY f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. The project will generate a total of 1,100 new daily trips at the site driveways, however only 580 trips will be new to the surrounding street system as a result of pass -by reductions. g. Proposed measures to reduce or control transportation impacts, if any: In order to reduce transportation impacts we may alter the channelization of adjacent streets as necessary and pay into the city's transportation mitigation funds as required by the City of Edmonds. 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. No b. Proposed measures to reduce or control direct impacts on public services, if any. Sprinkler systems will be installed in all proposed buildings. 16. Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other. b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. Electricity PUD #1 of Snohomish County Water Olympic View Water & Sewer Telephone Verizon Sewer Olympic View Water & Sewer Refuse Lynnwood Disposal Gas Puget Sound Energy Utility extensions will be the responsibility of the developer. C. SIGNATURE The above answers are true and complete to the best of lead agency is relying on thSm to mi*jts--#ci Signature: J4Wn issell, AICP Principal Planner Date Submitted: October 2, 2001 I understand that the 11 0 L] MEMORANDUM TO: Darrell Smith, P.E. City of Edmonds FROM: Tasha Atchison, P.E. The Transpo Group DATE: October 3, 2001 TG: 01173.00 SUBJECT: WESTGATE VILLAGE —TRAFFIC CHARACTERISTICS The purpose of this memorandum is to introduce the proposed retail development, its traffic characteristics and potential range of impacts, for the purpose of identifying a scope of work for additional transportation analysis. Please review our assumptions and approach and provide comment back, so that we may proceed with the actual Traffic Impact Analysis. Project Description The project site is located on the southwest comer of SR 104 (Edmonds Way) and 100th Avenue W, in the City of Edmonds. Figure 1 illustrates the site vicinity. The project includes.a proposed Bartell Drug store, approximately 15,000 gsf in size, and a separate building representing approximately 12,900 gsf of retail space. Four buildings are to be removed from the site with development. One building, the existing retail building immediately adjacent to the southwest corner of the SR 104/ 100th intersection, occupying Starbucks and a few other tenants, will remain and be remodeled. The Bartell Drug store would be located on the south property boundary and facing 100u Avenue W, with a drive-thru window. The other retail building would be located on the west property boundary and facing SR 104. Site access is proposed with four driveways, one proposed and three existing. One driveway is proposed on SR 104 approximately 220 feet west of the intersection. The second driveway is proposed on 100th Avenue W at the south property limits, approximately 260 feet south of the intersection. In total, the number of driveway cuts would be reduced by 4 with the proposed site plan. Figure.2 illustrates the preliminary site plan. The project is anticipated for construction and occupancy by the year 2002, thus a horizon year of 2002 would be used for the transportation analysis. Trip Generation The project is comprised of proposed land uses, existing land uses to be removed, and existing land uses to remain on -site. The transportation analysis would evaluate the net effect of the proposed land uses less the existing land uses to be removed. The existing land uses to remain 0 Darrell Smith October 3, 2001 Page 2 of 4 would be factored into the driveway operations analysis only, since it would not generate any new impacts to off -site intersections. Trip generation associated with the proposed land uses was estimated using rates identified in the ITE Trip Generation Manual, 6th Edition. Drugstore/Pharmacy with Drive-Thru (LU 881) was used to estimate the traffic associated with the Bartell Drugs store. Specialty Retail (LU 814) was used to estimate the traffic associated with the other retail building. Retail centers primarily generate two types of trips; new trips and pass -by trips. New trips are those made for the specific of visiting the stores on the site, thus they create new traffic impacts at the driveways and intersections along the primary travel routes. Pass -by trips are those made on the way to another destination, and are made out of convenience of location. Pass -by trips only impact the driveway and are not considered new the adjacent street system. The percentage of new trips in comparison to pass -by trips for each proposed land use is defined by ITE in the Trip Generation Handbook, October 1998. Table 1 summarizes the weekday daily and weekday PM peak hour project traffic generation based on the proposed size of the stores and ITE rates. Table 1. Total Project Trip Generation Daily PM Peak Hour Size (gsf) Rate Trips Rate Trips In Out Bartell Drugs' 15,000 88.16 1,320 10.4 160 78 82 Less Pass-Bv 49'1. 650 49'0 80 40 40 Net New Trips 51 % 670 51 % 80 38 42 Specialty Retail2 12,900 40.67 520 2.59 30 13 17 Less Pass-Bv 25% 130 25% 10 5 5 Net New Tries 75% 390 75% 20 8 12 Total Site Trips 1,840 190 90 100 Less Pass -By 780 90 45 45 Net New Trips 1,060 100 45 55 1 Based on ITE Land Use 881 2 Based on 17E Land Use 814 As shown in Table 1, the proposed land uses are expected to generate a total of.1,060 new daily trips and 100 new PM peak hour trips. Traffic associated with the existing land uses to be removed was estimated using the ITE land use categories of Specialty Retail, Quality Restaurant, and General Office. The building on the west property boundary is occupied by a mix of retail and office, and totals 4,083 gsf. The building in the middle of the site occupies office space, and totals 1,921 gsf. The buildings on the south property occupy a combination of retail, restaurant, and office for a total of 10,003 gsf. A summary of the estimated traffic on -site is provided in Table 2. Darrell Smith October 3, 2001 Page 3 of 4 Table 2 Existing Site Trip Generation Daily PM Peak Hour Size (gst Rate Trips Rate Trips In Out Specialty Retail' 4,122 40.67 170 2.59 10 5 5 Less Pass-Bv 25% 40 25 6 2 1 1 Net New Trips 75% 130 75% 8 4 4 Quality Restaurant2 5,600 89.95 500 7.49 40 17 23 Less Pass-Bv 44% . 220 44% 20 10 10 Net New Trips 56% 280 56% 20 7 13 GeneralOffice3 6,315 11.01 70 1.49 10 4 6 Total Existing Trips 740 60 26 34 Less Pass -By 260 22 11 11 Net New Trips 480 38 15 23 1 Based on 17E Land Use 814 2 Based on 1TF Land Use 831 3 Based on 1TE Land Use 710 Since some of the existing land uses are also retail and restaurant oriented, they will have a component of pass -by trips in comparison to new trips- The ITE rates identified for these land uses were used to estimate the split between new and pass -by traffic. When the traffic generation associated with the existing land uses to be removed is deducted from the total project traffic generation, the resulting estimate represents overall net new traffic impacts. Table 3 summarizes the resulting net new trip generation. Table 3. Net New Project Trip Generation Daily PM Peak Hour Trips Trips In Out Proposed Site Trips' 1,840 190 90 100. Less Pass-Bv 780 90 45 45 Net New Trips 1,060 100 45 55 Existing Site Trips2 740 60 26 34 Less Pass-Bv 260 22 11 11 Net New Trips 480 38 15 13 Net New Trips 1,100 130 64 66 Less Pass -By 520 68 34 34 Net New Trips 580 62 30 32 1 Based on Table 1 2 Based on Table 2 As shown in Table 3, the difference between the proposed land uses and existing land uses results in approximately 580 daily trips, with 62 trips occurring during the PM peak hour (30 inbound, 32 outbound). The PM peak hour is the ultimate peak hour for the proposed land uses and represents higher trip generation than would be found in the AM peak hour. This combined with the adjacent street volumes being highest during the PM peak hour, supports the approach of using the PM peak hour as the analysis time period. Darrell Smith October 3, 2001 Page 4 of 4 Trip Distribution and Assignment Net new project traffic was assigned to the surrounding roadway system based on existing travel patterns and likely origin/destination centers. Figure 3 illustrates the anticipated project distribution for net new trips. As shown in Figure 3, approximately 30 percent is anticipated to travel north of the site, 20 percent west of the site, 25 percent south of the site, and the remaining 25 percent east of the site. Figure 3 also illustrates the project trip assignment based on this distribution. As shown, project trips quickly dissipate to less than 20 peak hour trips within a few miles of the site. Pass -by trips would be assigned based on existing travel patterns directly adjacent to the site. Approximately 15 percent of traffic approaches from the north on 100th Avenue W, 25 percent from the west on SR 104, 28 percent from the south on 100th Avenue W, and 32 percent from the east on SR 104. It was assumed that access on the west SR 104 driveway would restrict left - turns into the site, therefore traffic traveling westbound was diverted through the signal and inbound to the 100thAvenue W driveways. Preliminary Scope of Work A scope of analysis has been prepared based on feedback from the City, the project characteristics, and a review of the anticipated trip generation and distribution. Our efforts to date suggest the following four off -site study intersections for analysis, including SR 104/ 100th Avenue W, Edmonds-Woodway High School/ 100th Avenue W, 238th Street SW / 100th Avenue W, and 220th Street SW/ 100th Avenue W. In addition to off -site analysis, the Traffic Impact Analysis would evaluate driveway operations, safety conditions, accessibility and impacts to non -motorized and transit modes, and identify any necessary mitigation measures. We request your review and comment of the proposed scope of work. Also, if available and possible, please provide information for any potential pipeline projects, preferred ambient traffic growth rates, and/or historical accident data for the study intersections. I look forward to discussing the project with your further. Thanks for your time and consideration. Attachments cc: David Graef, Bartell Drugs Buff Nelson, Nelson Properties, Inc. Heater Mertes, CDA MA01\01173\W"RELIM TRAFFIC ANALYSIS 0 hAl 4 .. . ..... .. 4 A ....... .... , t-75 jW 14 1 ft Ef t "ter ' 01th- 7-7t ir r4 Ar �S Z DS7. : W1. 3 vt ............ *+. 11 al 4 ji 7" A 7 1, -T, fr 3 ei Kk- Lrj X ljtiLM%6l "W $aRTIF �T. 1W lu r eW' VU 41 io . . . ....... Q,A-1 f LE L --'4 A� EM YD..... -.. v ZW dm Reproduced withpermisrion grantedbY THOMASBROS AMPS 71;is map is coppightedbr THOWS BROS. MAPS. It LT unlawful to capy or reproduce all or am part thereof, whether for personal use or resale. without permission. All right reserved. Figure I Site Vicinity Westgate Village MA01101 173\graphics\site.cdr VY The Figure 2 wonw Site Plan BMW Wagate Mage M:101101173\graph!cslloctDIS9D43A-1A W mbeRm 10115)01 14:44 M:1011011731graphi slgrap*03 <N mberbn 10/15/01 14:45 STORM DRAINAGE REPORT Proposed Westgate Village SWC - Edmonds Way (a.k.a. SR-104) and 100th Avenue West Edmonds, Washington Prepared for: CDA Architects, Inc.. P.O. Box 55429 Seattle, Washington (206) 348-9668 March 12, 2002 Revised July 18, 2002 Our Job No. 10269 ,-" . A 1'•�P :1 L �Y LM�s) PL�R�jyg Cuuwr G r ,7v7gco .�.. CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72ND AVENUE SOUTH, KENT, WA 98032 . (425) 251-6222 . (425) 251-8782 FAX www.barghausen.com f � 1 :7 TABLE OF CONTENTS 1.0 PROJECT OVERVIEW 2.0 OFF -SITE ANALYSIS 3.0 FLOW CONTROL DESIGN 4.0 WATER QUALITY DESIGN 5.0 CONVEYANCE DESIGN 6.0 EROSION AND SEDIMENTATION CONTROL DESIGN 7.0 CONCLUSION 190.14:11 EXHIBIT A VICINITY MAP EXHIBIT B OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE EXHIBIT C DOWNSTREAM MAP EXHIBIT D USGS QUAD MAP EXHIBIT E SOUS MAP EXHIBIT F ASSESSOR'S MAP EXHIBIT G FLOW CONTROL CALCULATIONS EXHIBIT H WATER QUALITY CALCULATIONS EXHIBIT I TEMPORARY EROSION AND SEDIMENTATION CONTROL CALCULATIONS EXHIBIT J PIPE CONVEYANCE CALCULATIONS 1.0 PROJECT OVERVIEW • 1.0 PROJECT OVERVIEW The subject property is comprised of approximately 2.89 acres of land is located within a portion of the northeast quarter of the northwest quarter of Section 36, Township 27 North, Range 3 East, Willamette Meridian, City of Edmonds, Snohomish County, Washington. The site is on the southwest comer of SR-104, also known as Edmonds Way, and 100th Avenue West within the City of Edmonds. Please see the enclosed Vicinity Map within the Appendix of this report. The existing site is currently developed and consists of impervious surface for the most part, with existing second growth forest located on a steep slope along the western property line of the site. The remainder of the site consists of three to four vacant buildings, with one building which is partially occupied. These buildings will all be destroyed, except for the building in the northeast corner of the site which will be remodeled. In addition to the existing building to be remodeled, there will be two new buildings constructed along the southern and western property line of the site, with appropriate parking, landscaping, storm drainage improvements, utilities, etc., constructed to service all of the buildings. A portion of the existing steep slope along the western and southern property line of the site will be excavated and retained by a new retaining wall. The amount of impervious surface to be added to the site will require that detention be installed for the new development. In addition to the new detention system, there will be catch basin collection and pipe conveyance systems, along with a stormceptor for water quality purposes, all constructed on site. The SCS Soil Conservation Service has mapped the soils on site as consisting of urban land, which is a variable Hydrologic Soils Group. However, for the purposes of design and detention of the water quality facilities for this development, the existing site soils were modeled as a Type C soil. The existing building in the northeast comer of the site, in addition to some of the surrounding parking, impervious areas, and landscaping, will remain undisturbed with this development, and the runoff from these areas will bypass the on -site detention system and be conveyed to the downstream drainage course, as they are currently doing. Therefore, the remaining area of the site contributing to the detention system will consist of approximately 2.52 acres of land, including the steep slope along the western property line of the site. Under pre -developed conditions, the entire area was assumed to be pervious, consisting of 2.52 acres of meadow pasture and second growth forest with a curve number of 81.0. Under developed conditions, 0.52 acres were considered to be pervious, with a weighted curve number of 82.22, based on second growth forest and landscaping, and 2.00 acres of impervious at a curve number of 98. There will be improvements constructed along the frontages of 100th Avenue West and Edmonds Way, a.k.a., SR-104, consisting of curb, gutter, and sidewalk improvements. 10269.001 [JPJ/ath/bgl • 2.0 OFF -SITE ANALYSIS Is 2.0 OFF -SITE ANALYSIS The downstream drainage course for the subject project consists of a catch basin and pipe conveyance collection system flowing in Edmonds Way in a westerly to northerly direction. The ultimate location for the discharge from the site is Puget Sound, and currently site runoff sheetflows to the northern property line of the site, where it enters a catch basin system that conveys runoff to the pipe conveyance system located within Edmonds Way. Please see the Off -Site Analysis Drainage System Table (Exhibit B) and the Downstream Map (Exhibit Q for a complete description of the downstream drainage course from the site. Due to the large diameter of the downstream conveyance system, no problems are anticipated with the runoff from this development, since we are also providing detention and water quality in the on -site system, which the site currently does not have. UPSTREAM BASIN ANALYSIS Based on field reconnaissance and information gathered from mapping and survey for the project, it was determined that there is no upstream basin contributing runoff to the subject project, and if it does, contributing runoff is very minor in nature, as the subdivision located on top of the steep slope on the southwest side of the site appears to drain toward the south away from the steep slope and thereby. limiting the amount of runoff entering the site from off site. For the purposes of our analysis, this project assumed no upstream basin contributing runoff to the site. 10269.001 [JPJ/ath/bgl f 1 � • 3.0 FLOW CONTROL DESIGN r-1 LJ 3.0 FLOW CONTROL DESIGN The detention system for this project was sized based on City of Edmonds requirements, such that 10-year and 100-year pre -developed storm events were released during 10-year and 100-year 24-hour design storms, respectively. As dictated by the City of Edmonds and owing to the fact that the downstream drainage course is adequate to convey the flows, no safety factor was added to the detention system for the subject development. The computed detention volume required for this development is 5,000 cubic feet and will be stored in a 16- by 52-foot underground detention vault with 6 inches of sediment storage for water quality purposes. Please see the Flow Control Calculations (Exhibit G) in this report, which were modeled based on the SBUH Methodology utilizing the WaterWorks 4 program and 2-year precipitation rate of 1.35 inches, a 10-year precipitation rate of 2.1 inches, and a 100-year precipitation rate of 3.00 inches, which are consistent with the isopluvials for this portion of Snohomish County. 10269.001 [JPJ/ath/bq] 0 4.0 WATER QUALITY DESIGN 4.0 WATER QUALITY DESIGN The water quality means selected for this development is to provide sedimentation control in the form of 6 inches of dead storage in the detention vault, oil control in the form of a flow restrictor oil prevention riser pipe in the detention vault, and, in addition to that, further water quality treatment is instituted in the form of a stormceptor, Model STC2400 Manhole, such that sediments and oils are removed from the outfall of the detention system prior to discharge to the downstream drainage course. The stormceptor system is one of the elements of water quality approved by the City of Edmonds. Please see the calculations to size the stormceptor, located within Exhibit H within the Appendix of this report. 10269.001 (JPJ/ath/bgl 5.0 CONVEYANCE DESIGN 5.0 CONVEYANCE DESIGN The on -site catch basin collection and pipe conveyance for this project are sized based on the modified rational methods for Snohomish County, such that the 25-year storm event is the runoff rate conveyed adequately through the pipes to the detention system, and downstream from the detention system to the off -site conveyance system. Please see the calculations within Exhibit J of this report. 10269.001 [JPJ/ath/bq] • • 6.0 EROSION AND SEDIMENTATION CONTROL DESIGN 6.0 EROSION AND SEDIMENTATION CONTROL DESIGN The temporary erosion facilities provided for this project meet the requirements of the 1992 Department of Ecology Stormwater Management Manual for the Puget Sound Basin. Elements of the erosion control provided for this project include temporary rock construction and silt fencing interceptor ditches with rock check dams, and a temporary sediment pond with a gravel cone filter on the outlet from the temporary sediment pond. The temporary sediment pond was sized to treat the 10-year storm under erosion and sedimentation control conditions, such that 1,250 square feet of pond surface area per cfs of inflow during a 10-year storm was the water surface area provided in the pond. This pond provided more than the required surface area of 620 square feet. In addition to the sediment pond, clearing limits were specified on the plan so that only the portions of the project site to be developed will be cleared. Please see the Erosion and Sedimentation Control Basin Summaries and Calculations within Exhibit I of this report. 10269.001 [JPJ/ath/bgl 7.0 CONCLUSION 7.0 CONCLUSION This project is increasing the aesthetic qualities of this portion of the City of Edmonds by constructing new buildings and new parking, conveyance, detention, and water quality system to treat runoff from the site over and above what exists there currently. The detention system should reduce the amount of peak runoff leaving the property from the existing conditions, as well as treating the runoff with the stormceptor and sediment and oil control in the detention vault, more than would occur on the site under existing conditions. Therefore, this development should be accepted as proposed. 10269.001 [JPJ/athfbq] EXHIBITS EXHIBIT A VICINITY MAP Z O 2 : ' J 6TH AV of NW E =�Ii;I .. _ it JSNEI a m AV L 7 '.NW 16TH1 AV W,- _.._ I DOGW00_Dt (y p3RDQrr AVr' z S� n��': !S W \ � 114TH 2 . 1AV W KOM "' AV NW 1sr a...: `a �' '`D.1..,. " i r'" ■ 4113TH 23 PD o W� Nl P W -t.it 's = LW �: 2 22600, �� y + o 2oTH Av 1 -' 1. �' Z '- ` ,'` TIMB R 1112TH AV W -� v+9 lll�i' O 1 r wr 19500 ti A ro P3 - w c tTM7W-=,.�sY-ya�; x13�0 .. 10, 1,1310 iSae�L�i Jv9G M AV NW '^ 18TH" AV;' yP�c NHi" z 110TH -• •ol_--- �5p,7• (o vj= •p N 1610 iL w IITH NM AV '� ^rv'------� --•�•`._.- _, �- �w , Sry AYE* : �JZ u �.:.._..+V a AV NW *19000 1 _ y 15TH �, AV NWI 107TH 9800 2 _�. IM S: E y$ '" 106TH S 'r'� w�.HUMBER LN i'���- _ P�W.w 23 0 I _ "4� r N YiN.._-- .. L ,b r06 MN j v Is Paw �Ix I 8 n t� -i fit^ NW 00 . �' r1 Jy 1 14TN CT �� .}, \` 2 � .�"•,:: y IATx NW PL rA� 3 in y z N 'o EE = ITN AY W .M n TIC, L 1 TH AV tltso iL Yz- T O ? "+- �I a -'---- -.ILn jL lOSTH. re + s `SpRINGDALE p� 1�TH L HW N iosrH PtV S 1OUT H AVle l7 Wi' CT` a ��a • 00 e > 12TH AV F g 1 s 194IlLD1 W NW _ _ y - e 11THAV NW --r.- 19000 'F y .20300 :IA 4/� �� 1 17 102ND PL W W S \oPl 102ND PL j --- — W I�ro _ �� 4 1 fig -- s .I O hl?.1 sF.� irii'Pl s t ip S :c 7 01� a ,�,YE_ IOTH AV NW '",�' \ '�H y I,+ 101 1 I10 IO15T PL u T--E.--_tc=_4t/W S M O _ O p� 9TH PL i{a' NW d. . OT - N ICY x to �1 i6r - W tpislry�v,W / :• °���,-BTH, m $ c 8TH i s 'IE ! e �Ay E•,.:.:NW h e Nl s,: a IOOTH o ^� N yIa 22,0P 0 g � ■ � 20000 ''; N Q� 2I0 N N I 81 •D ♦ IV ro _ �� A C').^ . ,� � c NY Id H19 0 � � E E ? '� - •. I '� -e E - ..., � x 1 98TH nrx_97 rH PL W 98TH, _ AV ,, .l—_....__Y NNWW rn _m AV Atl3..:._ 2 Z hA, AV �' .. 7R0 PL NW ;E v.^ E. $ y�STN E \ AV i r P A o� _ Pi E 4 .. --- - AVA- ., +Q N 97rH IAV r .o ..W w - =W _ 97TH nn i M , .. ,. - — AV ? i NW o //'-r 3RD AV �' = P s. NW .� ' i3 ' gSTH. N ro ry PL - W o w )'(u N v i — -+ ,,,� NW u ,.96b/.- PL C}o ..::� vsTH -1 Ls �TM i A9 W i Pu= j a_ 1 4 I� �,� :iN ?•wTx g 9 v.rn v gJ N �9 1 96TH J._AV \2 22800 T11 PL W I 95TH PL W N ! i H_AV N �� Im I ^�l .... -NH z 2ND AV ., 1ST NW oO m `DALA HE Z C �� 2N _ AV I� 15T 19501 ili,• PL x` - t ra J AV fiP TIf1EREf y`tY Y .. j-'AV £ t W jN 1 I= ---93RD PL - VI_- r, 93R0 C3' Av W _- Ij(3E �I `\O Or92ND + s i w y¢+''i�yP-•...r fir. �" - z,�tH I NNEY•.AI A �. _ �,_.....� N 9,:..Na in t z .. 91 T PL g W AV 23fi R r Av W �w i;'^'^ 915T AV ,..'�1 ....--W . 90TH>2�: AV W DArion. Pl x ^> _ PL P'`PLxA v. 7' EVAxS = ". h 21:r� TH 89TH A '� V W ._ _PL W 90TH PL Y ✓},C �gy 'Qo' N.. o ,, _ 1- �Iro �Y$ a Pm.. M cw ON AYiN v m c`:. AV x I ',•., : _: ., g + 9TH ean a aTH 88TH '/' A _ : �.c�L•-_ s W 1_' -•-" -... o'z' = vA., B7TH z l ;I 7>H A W pb w (A3 ti r N ;I v N--- .r C!.' a N 87TH I 1f PLPL W .-_B6TH' . 32600 �` err 1v� W _P.L 877H N i AV x PL N = 19000 'a = = 19500 ' xoaA pV�'gl(� AVO o N �' +., -yx s-•, -l^i vl Id_ LINDEN v \ WHITMAN i 9,,.tN, _, x " v, o f ,; ' ` o eerH .: AV N- `� 'b iE' e6TW AV W R. ■ 4 x N 86TH —i AV' N- = 85TH AV85TH �r �n ~ _85TN '• Pl W W. , abrx I w_ W - - - ... ,. IN AV W i -_ bs N :. SON ~ AV N vHi = —' f�V = " Avx vlx N f\.�_ WH TW AV N a' .. - L11 y 1 -i $ I�'!'j�j 84TH E c IOYALE z AV N 18500 MIDVALE m `q AV N 4 Fqo / _ * ° N P( `a 23900 ■ (N ig K xrxKu�� 9 .. aD Av w I a1..i� - P1'w{g• I' j RD) j ;2! i. y I� AV .. N , s7Qyf ` ePW .1?,. -. ';,.�:�.& ri ;hV R „ v ■ o s � 82ND PL W\` I r 6 I�BIsr Pt L"r�"".._Y'8��4( nD Av_ s r W,1ze �.. ` BLsr S2' IPL Weo ni o� l" 82ND L AV W, j v(GROVE JPiL)p,` -, --j= #STONEAV r�' � 25 � 1 Ai"� ■ yam. 3�:' o of v ._y i = BOTH Po ---,A— 1-_LAI .=T rxL.mx Yr - AV A L7oIN dVW 5L� 33S 9.- 0 • EXHIBIT B OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE Basin: Puset Sound OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: SR-104 Subbasin Number: z ... :t.. <,: „-ate .�''.»-. _.... 4-..v..lF'x:-n_: ina t;niII ... .-a _ _'., .. , :- sr, ,. x. - .._ �! _..w .mtYe-. ��CS :.::,. 'e ..::: - x .. .. -. r;.-, , .,. ,..y,..E .b. .. _. 1=U-7� u , n ; _...`""1'�� a>� d �> � -... me=. - .'�`,_. ..a . ....-. x. .. ., _.. : ',..r#..K. ,._._: a,..,s .,. -i,: _r,. ...n. ,.. ..,..,,..,«.�. i a..x- _w x - , .t. �� t!-�..au. - -9+t � , a.- ' . ».y ..x'C2." aT: ^s�.� .r K . ,., -.` �= tea., _" .. �. 0 W,+.it St#eIe` .b.„x t i-" `.,L.ALl 't.,_.Lt y c'`E•4 �i,,. See Map Type: sheet flow, swale, stream, channel, pipe, pond; size, diameter, surface area Drainage basin, vegetation, cover, depth, type of sensitive area, volume % Ft Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion Tributary area, likelihood of problem, overflow pathways, potential impacts 1 12-inch RCP Into SR-104 right-of-way catch basin to catch basin 0 to 50 None noted None noted 2 12-inch RCP Catch basin to catch basin 50 to 90 None noted None noted 3 30-inch RCP Catch basin to catch basin 90 to 190 None noted None noted 4 48-inch RCP Catch basin to catch basin 1.57 190 to 635 None noted None noted 5 48-inch RCP Catch basin to catch basin 1.56 635 to 1,120 None noted None noted 6 48-inch RCP Catch basin to catch basin 1.43 1,120 to 1,194 None noted None noted 7 48-inch RCP Catch basin to catch basin 1.42 1,194 to 1,644 None noted None noted 8 48-inch RCP Catch basin to catch basin 1.40 1,644 to 1,794 None noted None noted 9 48-inch RCP Catch basin to catch basin 1.47 1,794 to 2,054 None noted None noted 10269.001 [JPJ/ath/bq) C EXHIBIT C DOWNSTREAM MAP I • • %27N. 2.3E. W.M. �3 1 25 � \• I� / 2aS` ` \` . h ` f 19 Rlw ZZ�- W-la-i 0 0 o6) RCS •� .�--� � y -ti - 72- PCs `�� \ ! O v I ! N 20 2 _4-rr_ Exist, 7P' Conc_ _ EX_- _ - = \� G L-LINE (S2-104) — �= � �" ii'Vy' ,,thy � �`a`�� ;=•�� •- JJ f l7 'X�' \ i-..� ti7.i ��l _ la , 42 Conc. s - - - - / \ I - :r DPA/NAGE LEGEND O CATC!•f BASIN (E—st O'G5hed) O A,ANNOLE (f—it. .^on-ed) 0 CONC•PETE INL E f u GQATE INLET 'Sire Cv1 vEPT or, D.PAI.N P;?£ Size - 06 SEwfe PIPE — r -- — 4,$Pl1ALT CONCRETE S-Z'LLWAY o EATER VALVE (E-nt--oshed) D WATER t."ETE,2 (Exist : oshed) b F/RE F/YD.PAh'T (£x,s Do--hedll DITCH EXIST. STORK SEWEY :)-: 2t W.N. f3 — — Erisf. R/!V� I Q I \ � \.. 2n o 20 .40 Scute m Feet FOR "AS CONSTRUCTED ---- P�i�:�5"_CND Y._.. - - •SR scn A -3. -c =, 9t MP 25.81 TO MP 26.47 SR 104 STH AVE. IN EDMONDS TO 100TH AVE. WEST SNOHOMISH COUNTY DRAINAGE PLAN ' WASY.;;:GTOW STATE HIGHWAY .OMMISSION DUA¢TMEW OE HIGHWAYS OLYMPIA. N•ASHINGTON \ �� A. M. 11t[Il CMAIIY AN v,wuur a. ones lAKlt Fill U&OM MOW AI] SOAt MSd Co1—CT A'JMlll . 4 d 4 .vnovlo Cc: obey 19,'9'3 ,tiEEII 27 OE 43 sHEETs i f ; I OT27N R. 3 E. W M- LJ i h 37t O toz�B• -77 48 _ rf W — — — - — 6 W ---s--- �: _. .._ __._.._._. ._..._ _ � 11.. ... :. " •.�. ... 1 xz h 1 L- LINE (SR — 104) —----------- -- ---- - — — - —�/00 � P ze Gz 7 - ------------------------------------------- - - - - - _.. 41 — —/2= —s— — -- 17 .. — _ ._wr ? /?` 11 A A— 4?'S A l2"ScrA r c!I _.�---.. .. .. .. T' 2 tj %1U n 81 � ^/ \ - "0 4 3 I US DRAINAGE LEGEND O CATCH BASIN (Exist Dossed) 0 MANHOLE (Mist Dashed) 0 CONCRETE wu T GRATE INLET Sire CULVERT or D.4AIN PIPE SEWER PIPE -�--- ASPHALT CONCRETE SPILLWAY O WATER VALVE (fru/ Dashed) a WATER METER (Er.st Doshej) ' 6- FIRE HYDRANT (East. Dashed) DITCH EXIST STORM SEWER �a'— � Relocale 4- Weler_ Me-? To C/car- /vew Str•uClurCS_ Sew 5nec.a! Pc s,on5 _'UT/UTy REL0.^AT/OV AAI.^/ OR ADJC/STMErvrS' 10 0 20 00 Scale in Feet f>owa MAP SR :04 MP 25.81 TO MP 26.47 5TH AVE. IN EDMONDS TO 100TH AVE. WEST SN9HOMISH COUNTY DRAINAGE PLAN - WASHINGTON STATE HIGHWAY CO#&WSSfON DEPARTMENT Of H*"ATS U.TM7lA• WASHWGTGN FOR "AS C-0?ti!ST7.' � '.j I � j !.[[t f[t(:'JSON NOt,'4t0 SOtI NStN sHEET 2 6 - 43 sHEefs— Sr � .�,�„� - i � _ �•--.-ram- — 'y _ _ r _ — — � �-,y..�.� — _ _ .—.4 _ _ — � 1 \ _ _ .� — � I`D tu ¢ - p -- — 4 1 W -s tea- s -2* -s - -s - - -�--- - �- - --�-- -S - - /3` ar— -,zO _. - s - - - h--------------------•------ - - - - - ....... ......- ..- i 94L-L /NE (,Se- 104) % " ,� ' O7 qe 22 ------------------------------------------------------------- - - - ----------- - I —6— — —6— — —6— — - 6- --- ---G- -- —6— -- —E� —6— — —�-- -- —6 ! -- 1-6- -- ...-6- - - - o--co - - G .. --- .-----� --�---i----------- --- -- -- -- --- Ir ,--♦ A.— _ _.4-/ZCnx W T , — — —W T I �O�x 4--9 4 4- ...^t-H- - -S- - -e- - -5- - -e- - 5- - -e'-- --5- - -e..- -- -S- 3 T27N.R.4E.WM. � g� • el Q cl � 1. 26/ i DRAINAGE LEGEND 0 CATCH BAS/.Y(Er/sl0oshsd) I: O NANHOLE (,=/sf LbsAsdj . 0 CVNCRETE INL ET u GRATE INLET SR 104 MP 25.81 TO MP 26.47 W STH AVE. IN EDMONDS TO 1007H AVE. WEST CM VERT OR DRAIN P/PE SNOHOMISH COUNTY SEWER P/PE DRAINAGE PLAN CO/SCRETE SP/LLW.4Y - PWASHINGTON STATE HIGHWAY l'OMMMUM ° WATER VALVE (Er.s l Qrshsd� I DEIA] T~ OF HIGHWAYS WATER D05Aed FOR AS CONSTRUCTEDRA, , OIYMWASHMGTON D METER(E+/sf ) SS ( p1 i. M ream c>,uar ul ° PLANS_ " ONLY _ ' b- F/RE HYDRANT(Ei.sl 003hsd) _ _ un� ::wuso., wwum wa.ea _ _ = EXISTING STORK SEWER ri — - _ _ — DITCH M O 20 40 R¢/o_ote 4- Wale, Mein To Ca • n&Octcba. 19,1973 �l See Spcc.o/ P�ov/s.ons --UTILITY RELOCAT/ON ANDIOR ADTUSTMEN .'.: mcl Wruru,uu 96 P6 Ecr sH25 DF 43 SHEETS `I - T. 2 7N.. R 3E. W.M. ' I I l \ . s I � 1 50 2 % IZ' Sch. A R/W ' \ Ld J2 Z . _ _.-- - .. •.:'_ - __ .- _ c 3J Lo ve icy-- � _'_ Wy Lon v' 31 u DRAINAGE LEGEND O CATCH EASiN (Exist. Dashed) O MANHOLE (Exist. Dashed) 0 CONCRETE INLET GRATE /AY ET Sire CULVERT ar DRAIN PIPE sae —�� SEWER PIPE -- ASPHALT CONCRETE SPILLWAY WATER VALVE (Erjsi. Dashed) D WATER AIETER (Exert- Dashed) 6- FIRE HYDRANT (Exist. Dashed) = EX/ST. STgRN SEWER 3 —= DITCH RELOCATE 4' WATER MAIN TO CLEAR NEiV STRucTU� gee SP C.al Pro v/5ion5 - tires ITY RELOCA; AOA/ • AND/OR ADJ4j5TMENT.5f 20 O 70 ♦O Scale in Fert rn4P ti SR 104 MP 25.81 TO MP 26.47 STH AVE IN EDMONDS TO 100TH AVE WEST DRAINAGE PLAN I' WAl",WION STATE HIGHWAY C.SIOM I DDAnMEW of MG~An FOR "AS CONSTRUCTED � OLYMII� NASHINGTON �/i�Jp►1i •ice ��• —0O WACH M[RO cwr�— K. cwT '' A N S" ONLY aAxn ,reWSOM mowai D aa[[ra[N Antaa.r[D Octobe- 19, 1973 cON a --aa 9e i(.. smE T 24 or 43 SHHYS .OA re RE✓/5/ON 1 ✓ 1f[ EXHIBIT D USGS QUAD MAP . 1 0 EXHIBIT E SOILS MAP t1 ! ' . � Y ti t' 4 4 p �. i{ � . . 3 }. i 'r P i f r. �'Y r t i ! � �' .r r x � r < ,, � x� 1 � � M1 - y; �1' 188 Soil survey TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS --Continued : 1 1 : : ',• Erosion ; Soil name and :Depth:Clay <2mm: Permeability 1 Available 1 Soil 1 Shrink -swell 1 factors ;Organic map symbol ; ; ; water capacity ;reaction; potential ;-------- -; matter K : T : n Pet In/hr , In/in , p 75f, 76*: : : Tokul----------- 1 0-4 1 --- ; 0.6-2.0 : 0.16-0.19 15.1-6.5 Mow ------------ 10.28: 2 ; 15-20 1 4-221 --- ; 0.6-2.0 0.15-0.19 15.1-6.5 !Low ------------ 10.321 ; 122-311 --- 1 1 1 0.6-2.0 : 1 0.14-0.18 15.1-6.5 1 :Low ------------ 10.281 I--------------1 1 : 1 Ogarty----------1 0-6 1 --- ; 0.6-2.0 : 0.08-0.11 14.5-6.0 : Mow ------------ :0.241 2 1 5-10 1 6-381 --- 1 0.6-2.0 : 0.06-0.10 15.1-6.0 :Low ------------ 10.281 -------------- ; 1 Rock outcrop. 77f: Tokul----------- 1 0-4 1 --- : 0.6-2.0 : 0.16-0.19 15.1-6.5 Mow ------------ 10.28: 2 1 15-20 1 4-221 --- ; 0.6-2.0 : 0.15-0.19 15.1-6.5 Mow ------------ 10.321 : :22-311 --- : 0.6-2.0 0.14-0.18 15.1-6.5 Mow ------------ :0.28: : --------------- Winston --------- 1 0-3 1 --- : 0.6-2.0 : 0.10-0.14 15.1-6.5 Mow ------------ :0.241 2 1 5-2 1 3-251 --- 1 0.6-2.0 : 0.13-0.17 :5.6-6.5 Mow ------------ 10.241 : 125-601 0-3 1 1 1 1 120 1 1 0.03-0.01 15.6-7.3 1 !Low ------------ :0.10: 1 1 1 : 1 78■ : : 1 : 1 1 1 1 1 79---------------: 0-101 --- : 0.6-2.0 1 0.21-0.23 14.5-5.5 Mow ------------ :0.24: 2 1 15-25 Verlot 110-161 --- : 0.6-2.0 1 0.19-0.21 :5.1-6.0 Mow ------------ :0.371 : 116-351 --- : 0.6-2.0 : 0.14-0.19 15.1-6.0 :Low ------------ :0..371 : . -------------- 1 1 1 80, 81----------- 1 0-3 1 --- : 0.6-2.0 : 0.10-0.14 15.1-6.5 Mow ------------ 10.241 2 1 5-2 Winston : 3-25: --- : 0.6-2.0 : 0.13-0.17 15.6-6.5 Mow ------------ :0.241 : 125-601 0-3 1 1 : 1 >20 : 1 0.03-0.05 15.6-7.3 1 :Low ------------ :0.101 1 1 1 : 1 82■. Xerorthents 1 1 1 1 1 I 1 1 1 ° See description of the map unit for composition and behavior characteristics of the map unit. • • EXHIBIT F ASSESSOR'S MAP QUARTER SECTION TOWNSHIP N.W.B.L RANGE E.W.M. W i ws¢ or�anRrr.r��rH��n mW1Y •WM.Rn.6 n[gNRplyT v4RNw.1'arR !! N 3 6 2 3 A G the Snohomish �araow r.e ai+KYl�lssaso/s arw.u.,usuas"u sunrawrr wy,un na lr+�+r OfJiae uuuiiwa.c Ma aco,t oa Daemon Of. 10(I7 iasinw naao uaor nairr.re,saic kip rrt�iar�i a'�wrtnw mwsia r,ammn.wm,ax a.ru run,nrt s.wa.w,cpu SW-25-27-3 1 •w.. w.w..v.w.w.w.w.wrw.w}w,..w.w.w.w.w.w.w.w.w T � 26 1 3tw�v"vwvtv".� j +,Y�'��� ��� �• y 3-06T,�.-'"��^ � � 2 25 3-122 3 123 of 9 10 3 112 ,F �•Y�' �,, •' f 223- . WQQDWAYi CRY LIMITS 27 } �" �"�, t wow �X'' , x" +' 3-064 00 I 12 -3-113 - t 6 1 y 6 Q`> . w a 1 •� 1 03 , a-* T w.w.y., `> ES 02 3 10r�h-- 9 I ;. 2 510 Z 2 6 b .w 6 31. i }wA s's 10 f w .w.w. t..w ¢ 02 £ 1 2 / ( } 9�j0 3 4 3 4 w03 I ;: O1O1 •1-08 ¢ 04 88 £ -9 , > 19' 1 i RICHMOND BEACH £ 4; 03 3 - 01 02 oo W TG ' ra"i ' i 7 TE 5 4 3 2 1 I4 : w Hw , �' ink 025 £ > 3 102TRA '+"03 01 Lj 6 I - i j 2 O�� w, 6t 7 P S-9✓264 - �O1 2'` 3 1 4 S LS 3 4 1 �•' j— — —�� &01 £ 14 11 03: 04 a 02 2Q 024 £ 04 9;E 2 1-13 12 13 j 10 9 MA 0 6 05 t5 5 3 # DIVISION 10 1 a6 1s NO �O '` 00 1 Ol i i GARDEN TR I lr�h h ��sO1 �- 1 ; 25 s r �` i 02 (5546) 3 15 16 f I SP7 (t�-73 SP �05 (11 80 4 2 �, >�102 012 6 7 02 r. �I — 24 ' LI AY 1 1 03; 02 1 Of 7 i 00 �03 £ 4 < 3 2 0 8 '� 9 ? 4 i 14 17 * 6 <> i Y' 1 - 8 3 .w.. 01 1 3P -9-90 01 1 f 1 01 is 1 13 18 i wvw wt K IS S98-68 F1-138 .:.1923iDw g 00 £ 01 009 O2124 70 t121 22 1 2 3 q 5 8 i 01 O2 1( 00�12 17 $w------------- < 3 t 02'+w.w..wg of 1 00 ' 02 01 2 _ w.w w 94 < ` 3 2 < 1 i 04 :-------- 13 w 15 74 7 P -11- 16 -- 87 ', A a <� C '4 d os 02�w�w ��w.w b o 3 13 1 -7 6 5 4 3 ! 12 11 Hl (4 60) 2 ; ES 42 1 �x.•.wvw .� M}vM r.� t 16 10 + 4 :03 12 O22 -' I 1 03 ; 15 w i 1 �- - - - -- - - ` 1 1 > > — - - O4 = SP3� 12>1 01 I' .".w« £ 02 D1 w 02 £ 14 w�w.w�w�w�" w 4 1 6 5 4 3 2 t 1 4 w`wwww wvi w w I £ 01 i 2 5 ---- g t -ROBFN +i©OD DR ---- ---- 3 ` O1 N ,Dd u 8 0203 5 1 q £ `E. 4 6 0 « _ 3 2 7 o i 7 �4 \ %8 o f I 02 .20 21 0P i 07 9Rf 3 22 w 10 P 9 8 tg 8 ` FRIA-0., 08 ✓,Q 1 11 g 10 ( of « 18 �� 7 � RES 12 17 16 2 l 71 WE t :p 10 3 6 j 2-022 t y 13 j 11 12 13 14 15 $ 4 12 4 5 J `------- d13TTfNG}iAPA--RP------- "-- 13 14 1 i 00 02ad ? 15 16 17 18 19 2D 21 £ 22 1 23 24 25 ! 14 �00 N 11 0 1' 2 w i • n: co £ >� b P 16 2-013 \ N M1Y N= 2-006 f 15 q.w,w. W 2 N 1 N< N n 2-005 N s > z 1 16 1 ' O1 _-�35THPL---SW--------'- — —= I £ 5Q� 2-016 x" i 2 003 - 4 ; 3 ... � ^ Ww : N : 0 p0 s✓ 19 17 ••� I04 j f _ w.r....g' :' 2-015. O 1 — 2.026 ¢ 2-020 < 1 ti =__ s N z i N N ry' N a 2-010 z z \ 18 •� v03 .. S.,,ww.,.J.,».wi=.ww,ati.w, h,,, 2 1 BP SNOHOMISH - KITSAP PROJECT~ -Al .......4...... ..................................................................... A G N 0�4 ' 5 C 40.... 3 ` q 7 6 9 10 83 ---33frT+i-PL--S-----I5 ............ 11 -- _-- -- —_-- SW-36-27-3 EXHIBIT G FLOW CONTROL CALCULATIONS y W Q �D 00 1Z z� zD mz �0 Co CoCC w� N �D mD XM r D Z r� u Ell mg Ell Ell Ell E'l Ell f 7 a No. Data By Ckd. MDr• %Wslon Job Numbs �GHA(j Desip d Baa" For: Title: 18215 72ND AVENUE SOUTH 10269 mP 8`Ar Z XENr, wa sao32 Dram ,,,, ,, CDA Architects Incorporated GRADING AND STORM DRAINAGE PLAN (425)251-6222 B (425)251-8782 FAX C1 dw—&-L P.O. Box 55429 CML ENGINEERING, LAND PUNMNG, A'Pra�d� N/A I Seattle, Washington C2a, Q 61ryQEN6INFtP SURVEYING, ENVIRONMENTAL SEtMCES Dm� 3110LpI (206) 368-om WESTGATE VILLAGE File: V:\10000e\10269\engineering\1026991.da9 Dote/Time 05/03/2002 13:25 Scole: 1.30 jeneon %refs: z10269-e,:10269-t,:10269-b, RUNOFF CURVE NUMBER CALCULATIONS On -site soils are considered to be Type `C' Developed conditions: 2.0 acres impervious CN = 98 Pervious Area = 0.52 acre 0.393 acre CN = 81 (second growth forest) 0.127 acre CN = 86 (landscaping) Weighted pervious CN = 82.22 Pre -Developed Conditions: 2.52 acres second growth forest CN = 81 iI KING COUNTY, SHINGTON, SURFACE WER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be �...: generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY SOIL GROUP HYDROLOGIC GROUP SOIL GROUP17D Alderwood C Orcas Peat Arents, Alderwood Material C Oridia Arents, Everett Material B Ovall Beausite C Pilchuck Bellingham D Puget Briscot D Puyallup Buckley D Ragnar Coastal Beaches Variable Renton Eartmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A /B `Sammamish D Indianola A Seattle D Kitsap C Shacar Klaus . C D Si Silt C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tu la D Nooksack C rban Variable Normal Sandy Loam D Woodinville D 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 sands 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 coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiai). 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. D. (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. * From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1988. 3.5.2-2 11/92 KING COUNTY; W04INGTON, SURFACE WA•R DESIGN MANUAL TABLE 3.S.211 SCS WESTERN WASI-IINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(t): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 7 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 75% or more of the area 68 80 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 gg (L8T 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 _ 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. PQE S 016-V r V1 a IIV, U uciaucv ucal'l"11Jn vi ayncunura1 Tana use curve nuMers refer to Nationai tngineering Handbook, Section 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. 3.5.2-3 11/92 I 4.. 1a218 77ND AVFNtf ON tw.r For. 10103 Wxr, WA D6 W ► I n.. BARTELI DRUG COMPANY �42d�1� 4797 DENVER AVENUE SOUTH a.r 425281-m Et u�� t�0 aw t�tonmuq wo KM "'""'� •••• SEATTLE, WA 08184 1 1 `(�"O CNOdt4p maww a owNwaom sm-.a at. rates (200) YM9090 H Tft ALTA/ACSM LAND TITLE SURVEY PORTION NE1/4 NW1/4 SEC. 80, T97Nt RSE. CITY OF EDMONDS SNOHOMI8H COUNTY. WASHINGTON • • F1= WTI Al D o� �9^z ^ z y' zD m z ICI) .. C0 0� GJ �. 0) V zD is z rnD rn r D z r� u jl � z m ug mp E0 E-!j -!I Elf 19 y� u- i+ --ss b tab r� b b ++ bbt^h, Y 'b -11 =E95m,81 ll Ell Ell Ell =l Ell "m 5m 8 1 � "m 'mI bH yS�sOb 371� Li R y�r no>•' s A tb. 0ab , -- AW. FtWOon J�b Nambrr I&CINA011 a.aaed saa. For: Title: 18215 72ND AVENUE SOUTH 10269 mP t�Z KENT, WA 98032 Dr _,6L CDA Architects Incorporated GRADING AND STORM DRAINAGE PLAN (425)251-6222 (425)251-8782 FAX D1eC °-� 6 P.O. Box 55429 s App—WJ0 EL "'"�' Seattle Washington r ape SUR ONC DMRONMENTAL SERVICES oat. �LIALOI NSA r C2 8 411 NO (206) 388-9688 WESTGATE VILLAGE FBI: 7:\1D00Ds\10269\,Minetrino\10269a1.d" Dole/Time: 05/03/2002 13:26 Scala: 1-30 W—n xrele: e1026a--1026a-1.,1m6a-n. 3/12/02 9:46:39 Shareware Rele& page 1 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN ------------------------------------------------------=-------------- BASIN SUMMARY BASIN ID: 100DEV SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: NAME: 100 YR DEVELOPED 2.52 Acres TYPElA 3.00 inches 10.00 min ABSTRACTION COEFF: 0.20 BASEFLOWS AREA..: CN.... TC.... 0.00 cfs PERV 0.52 Acres 82.22 6.96 min TcReach - Sheet L: 60.00 ns:0.4000 p2yr: 1.40 s:0.6000 TcReach - Shallow L: 60.00 ks:27.00 s:0.0150 TcReach.- Channel L: 200.00 kc:42.00 s:0.0050 PEAK RATE: 1.38 cfs VOL: 0.52 Ac-ft TIME: 480 min BASIN ID: 100PRE SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: NAME: 100 YR PREDEVELOPED 2.52 Acres TYPElA 3.00 inches 10.00 min BASEFLOWS: AREA..: CN.... TC.... 0.00 cfs PERV 2.52 Acres 81.00 12.87 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 100.00 ns:0.4000 p2yr: 1.40 s:0.6000 TcReach - Shallow L: 300.00 ks:11.00 s:0.0100 PEAK RATE: 0.60 cfs VOL: 0.28 Ac-ft TIME: 480 min BASIN ID: 10DEV SBUH METHODOLOGY TOTAL AREA....... RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: NAME: 10 YR DEVELOPED 2.52 Acres TYPElA 2.10 inches 10.00 min ABSTRACTION COEFF: 0.20 BASEFLOWS: AREA..: CN.... TC.... 0.00 cfs PERV 0.52 Acres 82.22 6.96 min TcReach - Sheet L: 60.00 ns:0.4000 p2yr: 1.40 s:0.6000 TcReach - Shallow L: 60.00 ks:27.00 s:0.0150 TcReach - Channel L: 200.00 kc:42.00 s:0.0050 PEAK RATE: 0.91 cfs VOL: 0.34 Ac-ft TIME: 480 min IMP 2.00 Acres 98.00 6.96 min IMP 0.00 Acres 98.00 0.00 min IMP 2.00 Acres 98.00 6.96 min 3/12/02 9:46:39 am Shareware Release page 2 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN BASIN SUMMARY BASIN ID: 10PRE SBUH METHODOLOGY TOTAL AREA....... RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: NAME: 10 YR PREDEVELOPED 2.52 Acres TYPEIA 2.10 inches 10.00 min BASEFLOWS: AREA..: CN.... . TC.... . 0.00 cfs PERV 2.52 Acres 81.00 12.87 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 100.00 ns:0.4000 p2yr: 1.40 s:0.6000 TcReach - Shallow L: 300.00 ks:11.00 s:0.0100 PEAK RATE: 0.25 cfs VOL: 0.14 Ac-ft TIME: 480 min BASIN ID: 10TESC SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: NAME: 10 YR TEMPORARY DURING CONSTR. 2.52 Acres TYPEIA 2.10 inches 10.00 min BASEFLOWS: AREA..: CN.... TC.... 0.00 cfs PERV 2.52 Acres 89.00 20.76 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 140.00 ns:0.0600 p2yr: 1.35 s:0.0050 TcReach - Channel L: 360.00 kc:20.00 s:0.0050 PEAK RATE: 0.49 cfs VOL: 0.23 Ac-ft TIME: 480 min BASIN ID: 2DEV SBUH METHODOLOGY TOTAL AREA........ RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: NAME: 2 YR DEVELOPED 2.52 Acres TYPEIA 1.35 inches 10.00 min ABSTRACTION COEFF: 0.20 BASEFLOWS AREA..: CN.... TC.... 0.00 cfs PERV 0.52 Acres 82:22 6.96 min TcReach - Sheet L: 60.00 ns:0.4000 p2yr: 1.40 s:0.6000 TcReach - Shallow L: 60.00 ks:27.00 s:0.0150 TcReach - Channel L: 200.00 kc:42:00 s:0.0050 PEAK RATE: 0.53 cfs VOL: 0.20 Ac-ft TIME: 480 min IMP 0.00 Acres 98.00 0.00 min IMP 0..00 Acres 0.00 0.00 min IMP 2.00 Acres 98.00 6.96 min 3/12/02 9:46:39 am Shareware Release page 3 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: 2PRE NAME: 2 YR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA.......: 2.52 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 1.35 inches AREA..: 2.52 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 81.00 98.00 TC..... 12.87 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 100.00 ns:0.4000 p2yr: 1.40 s:0.6000 TcReach - Shallow L: 300.00 ks:11.00 s:0.0100 PEAK RATE: 0.04 cfs VOL: 0.05 Ac-ft TIME: 960 min BASIN ID: 2TESC NAME: 2 YR TEMPORARY DURING CONSTR. SBUH METHODOLOGY TOTAL AREA.......: 2.52 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 1.35 inches AREA..: 2.52 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 0.00 TC..... 20.76 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 140.00 ns:0.0600 p2yr: 1.35 s:0.0050 TcReach - Channel L: 360.00 kc:20.00 s:0.0050 PEAK RATE: 0.19 cfs VOL: 0.11 Ac-ft TIME: 490 min 3/12/02 9:46:39 am Shareware Release page 4 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN -----------------------------=--------------------------------------- --------------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 1 0.247 620 14972 cf 2.52 2 0.599 530 22728 cf 2.52 3 0.736 510 20027 cf 2.52 4 0.091 490 2998 cf 2.52 3/12/02 9:46:39 am Shareware Release page 5 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN --------------------------------------------------------------------- --------------------------------------------------------------------- STORAGE STRUCTURE LIST RECTANGULAR VAULT ID No. 1 Description: INITIAL VAULT Length: 52.00 ft. Width: 16.00 ft. voids: 1.000 e 0 w 3/12/02 9:46:39 am Shareware Release page 6 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN STAGE STORAGE TABLE RECTANGULAR VAULT ID No. 1 Description: INITIAL VAULT Length: 52.00 ft. Width: 16.00 ft. voids: 1.000 STAGE <---- STORAGE---- > STAGE <---- STORAGE---- > STAGE <---- STORAGE----> STAGE <---- STORAGE---- > (ft)---cf--- --AC-Ft- (ft)---cf--- --AC-Ft- (ft)---cf--- --AC-Ft- (ft)---cf--- --Ac-Ft- 308.80 0.0000 0.0060 .310.70 1581 0.0363 312.60 3162 0.0726 314.50 4742 0.1089 308.90 83.200 0.0019 310.80 1664 0.0382 312.70 3245 0.0745 314.60 4826 0.1108 309.00 166.40 0.0038 310.90 1747 0.0401 312.80 3328 0.0764 314.70 4909 0.1127 309.10 249.60 0.0057 311.00 1830 0.0420 312.90 3411 0.0783 314.80 4992 0.1146 309.20 332.80 0.0076 311.10 1914 0.0439 313.00 3494 0.0802 314.90 5075 0.1165 309.30 416.00 0.0096 311.20 1997 0.0458 313.10 3578 0.0821 315.00 5158 0.1184 309.40 499.20 0.0115 311.30 2080 0.0478 313.20 3661 0.0840 315.10 5242 0.1203 309.50 582.40 0.0134 311.40 2163 0.0497 313.30 3744 0.0860 315.20 5325 0.1222 309.60 665.60 0.0153 311.50 2246 0.0516 313.40 3827 0.0879 315.30 5408 0.1242 309.70 748.80 0.0172 311.60 2330 0.0535 313.50 3910 0.0898 315.40 5491 0.1261 309.80 832.00 0.0191 311.70 2413 0.0554 313.60 3994 0.0917 315.50 5574 0.1280 309.90 915.20 0.0210 311.80 2496 0.0573 313.70 4077 0.0936 315.60 5658 0.1299 310.00 998.40 0.0229 311.90 2579 0.0592 313.80 4160 0.0955 315.70 5741 0.1318 310.10 1082 0.0248 312.00 2662 0.0611 313.90 4243 0.0974 315.80 5824 0.1337 310.20 1165 0.0267 312.10 2746 0.0630 314.00 4326 0.0993 315.90 5907 0.1356 310.30 1248 0.0287 312.20 2829 0.0649 314.10 4410 0.1012 316.00 5990 0.1375 310.40 1331 0.0306 312.30 2912 0.0669 314.20 4493 0.1031 310.50 1414 0.0325 312.40 2995 0.0688 314.30 4576 0.1051 310.60 1498 0.0344 312.50 3078 0.0707 314.40 4659 0.1070 I . . I . • • 3/12/02 9:46:39 am Shareware Release page 7 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. 1 Description: ORIFICE DESIGN Outlet Elev: 308.80 Elev: 306.80 ft. Orifice Diameter: 2.0830 in. Elev: 313.30 ft Orifice 2 Diameter: 3.0410 in. 5 3/12/02 9:46:39 am Shareware Release page 8 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: ORIFICE DESIGN Outlet Elev: 308.80 Elev: 306.80 ft Orifice Diameter: 2.0830 in. Elev: 313.30 ft Orifice 2 Diameter: 3.0410 in. STAGE <--DISCHARGE --- > STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE -DISCHARGE --- > (ft) ---cfs --------- (ft) ---cfs--------- (ft) ---cfs --------- (ft) --- cfs--------- 308.80 0.0000 310.70 0.1623 312.60 0.2295 314.50 0.5560 308.90 0.0372 310.80 0.1665 312.70 0.2325 314.60 0.5697 309.00 0.0527 310.90 0.1706 312.80 0.2355 314.70 0.5829 309.10 0.0645 311.00 0.1746 312.90 0.2384 314.80 0.5958 309.20 0.0745 311.10 0.1786 313.00 0.2413 314.90 0.6082 309.30 0.0833 311.20 0.1824 313.10 0.2442 315.00 0.6204 309.40 0.0912 311.30 0.1862 313.20 0.2470 315.10 0.6322 309.50 0.0985 311.40 0.1899 313.30' 0.2498 315.20 0.6438 309.60 0.1053 311.50 0.1935 313.40 0.3319 315.30 0.6551 309.70 0.1117 311.60 .0.1970 313.50 0.3675 315.40 0.6662 309.80 0.1177 311.70 0.2005 313.60 0.3954 315.50 0.6770 309.90 0.1235 311.80 0.2039 313.70 0.4194 315.60 0.6876 310.00 0.1290 311.90 0.2073 313.80 0.4407 315.70 0.6981 310.10 0.1343 312.00 0.2106 313.90 0.4603 315.80 0.7083 310.20 0.1393 312.10 0.2139 314.00 0.4785 315.90 0.7184 310.30 0.1442 312.20 0.2171 314.10 0.4955 316.00 0.7283 310.40 0.1489 312.30 0.2203 314.20 0.5117 310.50 0.1535 312.40 0.2234 314.30 0.5271 310.60 0.1580 312.50 0.2265 314.40 0.5418 3/12/02 9:46:41 am Shareware Release page 9 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <-------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 10PRE TO 10DEV ............... 0.25 0.91 1 1 313.20 1 0.25 3657.14 cf 100PRE TO 100DEV ............. 0.60 1.38 1 1 314.82 2 0.60 5011.15 cf �i J EXHIBIT H WATER QUALITY CALCULATIONS UY/ID/UZ MUN IU:b4 PAAA FILE COPY noon MATMAI STM Hydro Conduit Division Rinker Materials Corporation Cell 503,572.9894 Fax 503.296.2023 FFax#: n Fiene w/ City of Edmonds From: Peter Van Tilburg e Jacobs w/ Barghousen Area Manager - WA, OR, AK pvantilburg@rinker. com 425.771.0221 Date: 7/15/02 425.251,8792 Reference: Edmonds Project Pages: l 1 (incl. Cover) Message: Don, The following information per our conversation. Please call or email with any questions. Thanks, Peter. 10001 07/15/02 MON 10:54 FAX StormceptorTM Program Sizing Version 3.0.0 Selected Rainfall Station Particle Slze Distribution State WASHINGTON Diam. (um) Percent Vel. (ftts) Name SEATTLE PORTAGE BAY I D # 7458 20 20 0.0013 Elev. (fl) 19 Latitude N 47 deg 39 min 60 20 0.0051 Longitude W 122 deg 18 min 1150 20 0.0354 400 20 0.2123 Site Parameters 2000 20 0.9417 Total Area (ac) 2.52 Imperviousness (%) 80. Impervious Area (ac) 2.02 Stormceptor Model STC 450i STC 900 _ STC 1200 STC 1800 STC 2400 STC 3600 STC 4800 STC woo STC 7200 % TSS Removal 74.5 82.8 82.9 83.0 06.7 87.3 89.9 90.3 91.9 STC 11000 99.8 94.1 _ STC 13000 99_8 94.4 STC 16000 99.9 95.4 Stormceptor Sizing Table % Runoff Treated 72.1 89.5 89.5 89.5 96.1 96.1 98.9 99.6 Comments WDOE thresholds are typically 80% annual TSS removal and 91 % of the annual flow treated. The STC 2400 exceeds both these standards and appears optimal for your site. Project: Auburn Dairy, Edmonds, Wa Designer Jake Jacobs do Barghausen Engrs. 12I002 07/15/02 MON 10:55 FAX STORMCEPTOR HYDROLOGY SIMULATION PROGRAM VERSION 3.0 This program reads local 15 minute data and simulates runoff for the period of record to determine the W of annual runoff treated and t of annual TSS removed by the Stormceptor SEATTLE PORTAGE BAY Latitude = N 47 deg.39 min Longitude = W 122 deg 18 min Elevation 195. Feet or 59.4 Meters Rainfall records from 1973 to 1990 Site Parameters Total Drainage Area (ac) 2.52 Total Imperviousness (%) 60.00 Overland Flow Width (ft) 663. overland slope (t) 2.0 Impervious Depression Storage (inches) 0.020 Pervious Depression Storage (inches) 0.200 Impervious Mannings n 0.015 Pervious Manninge n 0.250 Infiltration Parameters Horton Infiltration Used Initial (Max) Infiltration Rate (in./hr) 2.44000 Final (Min) Infiltration Rate (in./hr) 0.40000 Infiltration Decay Rate (1/sec) 0.00055 Infiltration Regeneration Rate) 0.01000 Daily evaporation (in./hr) 0.100 Sediment build-up reduces the storage volume for settling calculations A maintenance cycle of 12 months was chosen (The Stormceptor will be cleaned out every 12 months) 21003 07/15/02 MON 10:55 FAX Ca 004 TES Loading Calculations Buildup / Washoff Loading Chosen Buildup Washoff allocates more washoff in the rising limb of the hydrograph Target Event Mean Concentration (mg/1) 125. Buildup Exponent 0.400 Washoff Exponent 0.200 Availability Factors for Particles >= 400. um Availability � A + Bi^C A = 0.057 B 0.040 i = rainfall intensity C 1.100 Stormwater Particle Size Distribution Table Diameter Percent specific Gravity Settling Velocity (um) (1) (ft/8) 20.0 20.0 1.30 0.0013 60.0 20.0 1.60 0.0051 150.0 20.0 2.20 0.0354 400.0 20.0 2.65 0.2123 2000.0 20.0 2.65 0.9417 Flocculative settling assumed for particles <= 20 um Rainfall period from 1973 to 1998 Total rainfall period of 26 years Total rainfall a 23796.4 mm 936.9 in Average annual rainfall = 915.2 mm 36.0 in Rainfall event analysis 2.0 hour inter event time used to determine # of events < in. Events w Vol (in.) 0.25 4776 81.9 314. 33.5 0.50 589 10.1 207. 22.1 0.75 254 4.4 156. 16.7 1.00 95 1.6 82. 8.8 1.25 44 0.8 50. 5.3 1.50 32 0.5 43. 4.6 1.75 15 0.3 24. 2.6 2.00 3 0.1 6. 0.6 2.25 3 0.1 7. 0.7 07/15/02 MON 10:55 FAX 005 2.50 5 0.1 12. 1.3 2.75 3 0.1 B. 0.8 3.00 6 0.1 17. 1.8 3.25 1 0.0 3. 0.3 3.50 1 0.0 3. 0.4 3.75 0 0.0 0. 0.0 4.00 0 0.0 0. 0.0 4.25 0 0.0 0. 0.0 4.50 0 0.0 0. 0.0 4.75 1 0.0 5. 0.5 5.00 0 0.0 0. 0.0 5.25 0 0.0 0. 0.0 5.50 0 0.0 0. 0.0 5.75 0 0.0 0. 0.0 6.00 0 0.0 0. 0.0 6.25 0 0.0 0. 0.0 6.50 0 0.0 0. 0.0 6.75 0 0.0 0. 0.0 7.00 0 0.0 0. 0.0 7.25 0 0.0 0. 0.0 7.50 0 0.0 0. 0.0 7.75 0 0.0 0. 0.0 B_00 0 0.0 0. 0.0 8.25 0 0.0 0. 0.0 > 8.25 0 0.0 0. 0.0 Total rain in inches 937. Number of rain i events 5828 Rainfall intensity analysis Average intensity s 0.16 in/hr < in/hr Number Vol (in.) 0.25 18733 81.0 473. 50.5 0.50 3108 13.6 276. 29.5 0.75 752 3.3 112. 12.0 1.00 207 0.9 44. 4.7. 1.25 58 0..3 16. 1.7 1.50 15 0.1 5. 0.5 1.75 5 0.0 2_ 0.2 2.00 9 0.0 4. 0.5 2.25 3 0.0 2. 0.2 2.50 1 0.0 1. 0.1 2.75 1 0.0 1. 0.1 3.00 0 0.0 0. 0.0 3.25 0 0.0 0. 0.0 3.50 0 0.0 0. 0.0 3.75 0 0.0 0. 0.0 4.00 1 0.0 1. 0.1 4.25 0 0.0 0. 0.0 4.50 0 0.0 0. 0.0 4.75 0 0.0 0. 0.0 07/15/02 MON 10:56 FAX U 006 5.00 0 0.0 0. 0.0 .1.. 5.25 0 0.0 0. 0.0 5.50 0 0.0 0. 0.0 5.75 0 0.0 0. 0.0 6.00 0 0.0 0. 0.0 6.25 0 0.0 0. 0.0 6.50 0 0.0 0. 0.0 6.75 0 0.0 0. 0.0 7.00 0 0.0 0. 0.0 7.25 0 0.0 0. 0.0 7.50 0 0.0 0. 0.0 7.75 0 0.0 0. 0.0 8.00 0 0.0 0. 0.0 6.25 0 0.0 0. 0.0 > 8.25 0 0.0 0. 0.0 Total rainfall 936.9 in. 23796.4 mm Tor -al evaporation 112.3 in. 2851.2 mm Total infiltration 187.2 in. 4755.8 mm t Rainfall as runoff = 69.7 l Average Event Mean Concentration for TSS (mg/1) 115.6 TSS Removal Simulation Results Table i Starmceptor Treated 0 9k Runoff Tank TSS Overall TSS Model (cfs) Treated Removal Removal (P6) 450 0.28 72.1 79.9 74.5 900 0.64 89.5 84.7 82.8 1200 0.64 89.5 B4.7 82.9 1800 0.64 89.5 84.9 83.0 2400 1.06 96.1 87.3 86.7 3600 1.06 96.1 67.9 87.3 4800 1.77 98.9 90.0 89.9 6000 1.77 98.9 90.4 90.3 7200 2.47 99.6 92.0 91.9 11000 3.53 99.8 94.1 94.1 13000 3.53 99.8 94.4 94.4 16000 4.94 99.9 95.4 95.4 Hydrology Table - Volume of Runoff Treated vs By-pass Flow Rate Treated 0 Treated Vol Over Vol Tot Vol Treated (cfe) (ft3) (ft3) (fr-3) 0.04 1530825. 4440612. 5969770. 25.6 0.14 3249878. 2720998. 5969770. 54.4 0.32 4472233. 1498689. 5969770. 74.9 0.57 5215319. 754702. 5969770. 87.4 07/15/02 MON 10:56 FAX []007 0.88 5626619. 343421. 5969770. 94.3 1.27 5619772. 150060. 5969770. 97.5 1.73 5902190. 67622. 5969770. 98.9 2.26 5937212. 32565. 5969770. 99.5 2.86 5952096. 17684. 5969770. 99.7 3.53 5960357. 9419. 5969770. 99.8 4.27 5964988. 4789. 5969770. 99.9 5.09 5966520. 3253. 5969770. 99.9 5.97 5967594. 2174. 5969770. 100.0 6.92 5968453. 1316. 5969770. 100.0 7.95 5969122. 650. 596077.0. 100.0 9.04 5969690. 81. 5969770. 100.0 10.21 5969770. 0. 5969770. 100.0 11.44 5969770. 0. 5969770. 100.0 12.75 5969770. 0. 5969770. 100.0 14.13 5969770. 0. 5969770. 100.0 0 15.57 5969770. 0. 5969770. 100.0 17.09 5969770. 0. 5969770. 100.0 16.6B 5969770. 0. 5969770. 1.00.0 20.34 5969770. 0. 5969770. 100.0 22.07 5969770. 0. 5969770. 100.0 23.87 5969770. 0. 5969770. 100.0 25.74 5969770. 0. 5969770. 100.0 27.69 596977.0. 0. 5969770. 100.0 29.70 5969770. 0. 5969770. 100.0 31.78 5969770. 0. 5969770. 100.0 End of Simulation 07/15/02 MON 10:56 FAX [a 008 • 1"Iyar W111i ( MATERIALS°' WASHINGTON INSTALLATIONS • Note: Partial Listing Only Hydro Conduit Division 800 NE Tennney Road, Suite 413 Vancouver, WA 98685 t. 503.572.9894 f. 503.296,2023 pvantllburuCrinker.corn DATE 6/1/1996 MODEL STC 1800 LOCATION NE 41 st to Kenmore Park & Ride WSDOT CITY Seattle STATE WA APPLICATION Transportation 6/1/1996 STC 2400 NE 41 st to Kenmore Park & Ride WSDOT Seattle WA Transportation 6/1/1996 STC 2400 NE 41 st to Kenmore Park & Ride WSDOT Seattle WA Transportation 6/1/1996 STC 3600 NE 41 St to Kenmore Park & Ride WSDOT Seattle WA Transportation 9/1/1996 STC 900 First Ave. S. Bridge-WSDOT & City of Se Seattle WA Roadway 9/1/1996 STC 1800 First Ave. S. Bridge-WSDOT & City of Se Seattle WA Roadway 9/1/1996 STC 900 Puget Sound Health Care Olympia WA Commercial 9/1/1996 STC 900 Puget Sound Health Care 01 m is WA Commercial 9/1/1996 STC 1200 Puget Sound Health Care OI m la WA Commercial 11/1/1996 STC 1800 Tangle Wild East Retrofit - Thurston Co Olympia WA Commercial 12/1/1996 STC 900 Burlington Mini Storage Burlin ton WA Commercial 8/1/1997 STC 1800 Universl of Washington Parkin Lot - Tacoma WA Government/Institution 8/1/1997 9/1/1997 STC 2400 STC 6000 University of Washington Parkin Lot- 5th Avenue Parking City of Seattle Tacoma Seattle WA WA Government/Institution Commercial 10/1/1997 STC 2400 TucciStreetAsphalt Plant McChord Plan Tacoma WA Industrial 11/1/1997 STC 4800 Port of Tacoma TIP Buijiding Tacoma WA Government/Institution 11/1/1997 STC 4800 Port of Tacoma TIP Building Tacoma WA Trans ortation 12/1/1997 STC 2400 Continental Mortgage & Savings Bank Olymele WA Commercial 1/1/1998 STC 900 Brittany Lane Lacey WA Roadway 1/1/1998 STC 900 Marcos Chevron Station Tacoma WA Industrial 1/1/1998 STC 900 Pattison Lake Townhomes WA Residential 1/1/1998 STC 900 Pattison Lake Townhomes WA Residential 5/l/1998 STC 900 Herita a Park Arc of Statehood Olympia WA Govemment/Institutlon 5/1/1998 STC 900 Herita a Park Arc of Statehood Olympia WA I Government/Institution 5/111998 STC 4800 QFC Yelm H & Rainier Rd Lacey WA Commercial 6/1/1998 STC 3600 T.C. Products Tacoma WA Industrial 7/1/1998 8/1/1998 STC 900 STC 1800 Tacoma Fire Station #16 3000 Pacific Avenue Offices Tacoma Olympia WA WA Government/Institution Commercial 8/1/1998 STC 900 Marysville Retail Complex Marysville WA Commercial 8/1/1998 STC 900 Marysville Retail Complex Marysville WA Commercial 11/1/1998 STC 300 Olympia Support Services WA Govemment/Institution 12/1/1998 STC 1200 -Olympia Comfort Inn Tacoma WA Commercial 2/1/1999 STC 450i H.P. Complex - Mini Story a Olympia WA Commercial 9/12/1999 STC 900 Fred Meyer Battle Ground WA Commercial 9/12/1999 STC 3600 Fred Meyer Battle Ground WA Commercial 2/18/2000 STC 1200 Fife Retail Pads - Pacific Highway Fife WA Commercial 2/18/2000 STC 450i Magnolia Road Lynnwood WA Commercial 3/30/2000 STC 1800 Central Office Building Tacoma WA Commercial 4/1/2000 STC 900 Chaffey Building Tacoma WA Commercial 4/9/2000 STC 900 Parr Lumber Woodland WA lCommercial 4/29/2000 STC 4501 Kids Kam us Lacey WA Commercial 5/24/2000 STC 7200 Tangle Wild - 6th and Bulldog Thurston WA Commercial 6/30/2000 STC 7200 S 16M St. Corridor Improvements Kent WA Roadway 7/6/2000 STC 4501 Carver Place OI m is WA Residential 7/12/2000 8/11/2000 STC 900 STC 900 Prune Hill School Davis Commercial Center Camas Vancouver WA WA Govemment/InstItution Commercial 6/16/2000 STC 1200 Maln Street Elma WA Roadway 8/22/2000 STC 900 Washington Mutual .. Poulsbo WA Commercial 8/23/2000 STC 900 Coastal Communi :.Bank Sultan WA Commercial 8/25/2000 STC 1800 Staples Store Chehalis - WA Commercial 9/6/2000 STC 3600 1 U.W. Practice Facility. Seattle �WA Government/Institution 9/7/2000 STC 900 jSwan Bay Fife WA lCommarcial Page 1 07/15/02 MON 10:57 FAX 0000 ■ fr' MATERIALS- }1 1 WASHINGTON INSTALLATIONS • Note: Partial Listing Only Hydro Condult Division 800 NE Tenney Road, Suite 413 Vancouver, WA 98685 L 503.572.9804 f. 503.296.2023 pvsn61burgQrinker.com 9/16/2000 STC 2400 Lowes Lakewood WA Commercial 9/16/2000 STC 1800 Lowes Lakewood WA Commercial 9/16/2000 STC 450i Lowes Lakewood WA Commercial 9/16/2000 STC 450i Lowes Lakewood WA Commercial 9/16/2000 STC 4501 Lowes Lakewood WA Commercial 9/16/2000 STC 450i Lowes Lakewood WA Commercial 9/27/2000 STC 900 Magic Toyota Edmonds WA Commercial 10/4/2000 STC 900 South Lake Stevens Walkway Lake Stevens WA Commercial 10/25/2000 STC 2400 Tangle Wild - Sth Way SE Thurston WA Commercial 12/5/2000 STC 900 112th and 12th Bellevue WA Commercial 12/13/2000 STC 7200 Everett Delta Yard Everett WA Commercial 1/12/2001 STC 900 Granite Falls Retirement Granite Falls WA Residential 2/8/2001 STC 3600 Safeway Duvall WA Commercial 3/16/2001 STC 960 Lt Fore Construction Inc Puyallup WA Commercial 5/8/2001 STC 900 Tester Road Monroe WA Roadway 7/6/2001 STC 900 Celebration Church Tacoma. WA Government/Institution 7/6/2001 STC 4800 Celebration Church Tacoma WA Govemment/Institution 7/25/2001 STC 4800 Puyallup 13th Street South Hill WA Commercial 8/16/2001 STC 900 Safewa Auburn WA Commercial 8/23/2001 STC 2400 Olympic View Landfill Bremerton WA Industrial 8/23/2001 STC 2400 Olympic View Landfill Bremerton WA Industrial 8/23/20011 STC 2400 Olympic View Landfill Bremerton WA Industrial 8/23/2001 STC 900 Olympic View Landfill Bremerton WA Industrial 8/28/2001 STC 450i Robert Gray School Aberdeen WA Government/Institution 8/28/2001 STC 900 Robert Gray School Aberdeen WA Govemment/In3titution 10/9/2001 STC 900 140th Ave NE Bellevue WA Commercial 10/20/2001 STC 900 West Main Auburn WA Commercial 11/6/2001 STC 4800 College Street BE Lacey WA Roadway 11/7/2001 STC 1000 35th Ave NE - 88th Ave NE Marysville WA Commercial 11/7/2001 STC 900 The Farm at Wood Creek Entry Road Monroe WA Residential 11/15/2001 STC 900 Bethlehem Lutheran Church Marysville WA Commercial 11/15/2001 STC 900 Bethleham Lutheran Church Marysville WA I Commercial 2/1/2002 STC 900 Leone & Keeble Mountlake Terri WA lCommercial 2/1/2002 ISTC 4800 Tacoma Safeway Tacoma WA lCommerclal Page 2 07/15/02 MON 10:58 FAX is • 0 010 rNMATERIALS`" May 28, 2002 sw�Pr� Washington State Department of Ecology Water Quality Program P.O. Box 47600 Olympia, WA 98504-7600 Attention : Mr. Stan Ciuba, Environmental Engineer Hydro Conduit Division 800 N.E. Tenney Road, Suite 413 Vancouver, WA 98685 Telephone (503) 572-9894 Facsimile (503) 296-2023 Subject : Submission of Stormceptor performance Data Dear Mr. Ciuba: We are pleased to submit our performance data for evaluation as per the revised Washington State Stormwater Manual (2001). We would like to apply for the following categories identified in the manual under the Interim Short -Term Use and General Use Level Designation (GULD) status: • Basic Treatment • Oil Treatment • Pre -Treatment /Retrofit We have enclosed the following performance data for your review: • Monitoring Summary • List of Installations in Washington State • Testing Summaries.(Including Laboratory Analyses) • Massachusetts Strategic Enviro-Technology Program (STEP) Report • Environment Canada Environmental Technology Verification (ETV) Review • Corso Park Field Monitoring Report • Seatac Field Monitoring Report • University of Coventry Laboratory Test • Florida Atlantic University Laboratory Test of Submerged Stormceptor Unit • Letters of Commendation from Stormceptor Owners • Particle Size Distribution Testing Results / Information Brief • Paper on Sizing Methodology / Basis • Technical Design Manual • Owners' / Maintenance Manual 0 Stormceptor Design/Information CD 07/15/02 MON 10:58 FAX [a oil The performance claim of the Stormceptor is based on the design conditions. The design conditions include local rainfall, a default particle size distribution and required long term performance. In most areas, as per Washington State, the Stormceptor will be designed for 80% TS S removal. Stormceptor will also remove oil levels down to 10 ppm. The oil removal for any device depends on the influent concentration of oil. The Stormceptor claim is based on typical stormwater conditions (oil in stormwater <= 200 ppm) or dry weather spills control. A description of the unit and how it operates is given in the Technical Design Manual and on an introductory product video on the Storceptor CD. An installation video and Installation m instructions (in dwg and dxf format) are provided on the CD also. Inspection and maintenance requirements are provided in the Owners' manual. Typically maintenance is only required once annually. The cost of maintenance varies greatly from state to state and even within states due to disposal requirements. A typical maintenance cost is expected to be approximately $500 to $600 in an urban area of Washington. We look forward to your review of this data. If you require clarification of any part of this submittal, please do not hesitate to contact the undersigned or Mr. Peter VanTiiburg (503-572- 9894). Sincerely RINKER MATERIALS Graham Bryant, P.Eng. Stormceptor Director of Engineering Co. Peter VanTilburg Rinker Materials Rick Traylor Rinker Materials 2 EXHIBIT I TEMPORARY EROSION AND SEDIMENTATION CONTROL CALCULATIONS 0 3/11/02 10:25:18 Shareware Reloe page 1 BARTELL'S IN EDMONDS-HWY. 104 & 100TH JOB NO. 10269 WORKS4 FILE NO. 10269.BSN - BASIN SUMMARY BASIN ID: 10TESC NAME: 10 YR TEMPORARY DURING CONSTR. SBUH METHODOLOGY TOTAL AREA.......: 2.52 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 2.10 inches AREA..: 2.52 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 0.00 . TC..... 20.76 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 140.00 ns:0.0600 p2yr: 1.35 s:0.0050 TcReach - Channel L:*360.00 kc:20.00 s:0.0050 PEAK RATE: 0.49 cfs VOL: 0.23 Ac-ft TIME: 480 min BASIN ID: 2TESC NAME: 2 YR TEMPORARY DURING CONSTR. SBUH METHODOLOG TOTAL AREA..... .. 2.52 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE.. TYPEIA PERV IMP PRECIPITATION.. 1.35 inches AREA..: 2.52 Acres 0.00 Acres TIME INTERVAL.. 10.00 min CN....: 89.00 0.00 TC..... 20.76 min 0.00 min ABSTRACTION COE F: 0.20 TcReach - Sheet L: 140.00 ns:0.0600 p2yr: 1.35 s:0.0050 TcReach - Chann 1 L: 360.00 kc:20.00 s:0.0050 PEAK RATE: 0. 9 cfs VOL: 0.11 Ac-ft TIME: 490 min /Z_-S Q y. D-" c g.5 = &/2,,�;_ 5 i' • EXHIBIT J } PIPE CONVEYANCE CALCULATIONS 102 BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula SNOHOMISH COUNTY DESIGN FOR 25 YEAR STORM NOTE ENTER DFFAI 11 IS AND STORM DATA RFFORF BEGINNING- A= Contributing Area (Ac) Qd= Design Flow (cfs) DEFAULTS C= Runoff Coefficient Qf= Full Capacity Flow (cfs) C= 0.9 n= 0.013 Tc= Time of Concentration (min) Vd= Velocity at Design Flow (fps) d= 12 Tc= 10 1= Intensity at Tc (in/hr) Vf= Velocity at Full Flow (fps) JOB NAME: WESTGATE VILLAGE d= Diameter of Pipe (in) s= Slope of pipe (%) JOB#: 10269 L= Length of Pipe (ft) n= Manning Roughness Coefficient FILE#: 10269-25.XLS 1D= Water Depth at Qd in Tt= Travel Time at Vd min FROM TO A s L - ---- CBl ------ CB2 ------ 0.06 ------ 0.60 105 CB2 CB3 0.07 0.40 72 C83 CB4 0.15 0.40 77 CB4 CBS 0.21 0.40 114 CB5 CB6 0.17 1.11 62 C87 CB8 0.02 0.55 73 CB8 CB9 0.09 0.71 56 CBII CB9 0.36 0.67 75 CB9 CB10 0.41 0.48 52 CB10 CB6 0.06 2.36 55 CB12 CB13 0.13 0.37 68 CB13 CB14 0.10 0.42 83 CB15 CB14 0.18 0.47 64 CB14 CB6 0.20 0.48 52 CB6 VAULT 0.00 0.80 33 ROOF EX.CB 0.18 1.00 40 d Tc n C SUM A A'C ------------ 8 10.0 ------ 0.013 ------ 0.9 ------ 0.064 ---- 0.06 12 10.9 0.013 0.9 0.13 0.06 12 11.6 0.013 0.9 0.281 0.14 12 12.1 0.013 0.9 0.492 0.19 12 12.8 0.013 0.9 0.666 0.16 8 10.0 0.013 0.9 0.024 0.02 12 10.9 0.013 0.9 0.11 0.08 8 10.0 0.013 0.9 0.358 0.32 12 11.3 0.013 0.9 0.41 0.37 12 11.6 0.013 0.9 0.469 0.05 8 10.0 0.013 0.9 0.127 0.11 12 10.6 0.013 0.9 0.222 0.09 8 10.0 0.013 0.9 0.179 0.16 12 11.2 0.013 0.9 0.204 0.18 1 15 13.1 0.013 0.9 1 0 0.00 I 6 10.0 0.013 0.9 1 0.178 0.16 SUM A'C 0.06 0.12 0.25 0.44 0.60 0.02 0.10 0.32 0.79 0.84 0.11 0.20 0.16 0.54 1.99 1 0.16 1 Qd Qf Qd/Qf X D/d D Vf Vd/Vf Vd - ---- 2.25 ------ 0.13 ------ 0.94 ------ 0.139 ------ 0.240 ------ 0.251 ------ 2.01 ----- 2.68 0.70 1.87 2.15 0.25 2.25 0.112 0.220 0.227 2.72 2.87 0.65 1.88 2.09 0.53 2.25 0.234 0.320 0.328 3.93 2.87 0.81 2.34 2.04 0.90 2.25 0.401 0.440 0.441 5.29 2.87 0.95 2.71 1.98 1.19 3.75 0.317 0.380 0.386 4.63 4.78 0.89 4.24 2.25 0.05 0.90 0.054 0.160 0.159 1.27 2.57 0.53 1.36 2.15 0.21 3.00 0.071 0.180 0.181 2.17 3.82 0.57 2.18 2.25 0.72 0.99 0.733 0.620 0.636 5.09 2.83 1.09 3.10 2.11 1.67 2.47 0.676 0.600 0.601 7.21 3.14 1.07 3.37 2.09 1.76 5.47 . 0.322 0.380 0.389 4.67 6.97 0.89 6.22 2.25 . 0.26 0.73 0.350 0.400 0.409 3.27 2.11 0.91 1.92 2.19 0.44 2'.31 0.189 0.280 0.291 3.50 2.94 0.76 2.25 2.25 0.36 0.83 0.438 0.460 0.464 3.72 2.37 0.97 2.31 2.12 1.16 2.47 0.468 0.480 0.482 5.78 3.14 0.99 3.12 1.96 3.90 5.78 0.676 0.600 0.601 9.01 4.71 1.07 5.04 2.25 0.36 0.56 0.643 0.580 0.588 3.53 2.86 1.06 3.04 Page 1 Tt 0.94 0.64 0.55 0.70 0.24 0.90 0.43 0.40 0.26 0.15 0.59 0.62 0.46 0.28 0.11 0.22 Is • 5 0 V w 0 V s,9 SF,O F E o ` fq �1 No. I Date By CYO. Appr, RMelon Jeb Number �GHA&' 18215 72ND AVENUE SOUTH Deel9ned _NJiI. B0O'" For: Title: 10289 mP t�Z KENT, WA 98032 Dram NOY Not:anal CDA Architects Incorporated GRADING AND STORM DRAINAGE (425)251-6222 upaa J9lll P.O. Box 55429 PLAN (425)251-8782 FAX + -3D ApprwE al .JBStL Wrtla Zs ro� CIVIL ENGINEERING, LAND, PLANNING, N/� Seattle, Washington G21• eo- SURVEYING, ENVIRONMENTAL SERVICES note 10/�/s1 B(206) 368-9668 WESTGATE VILLAGE C2 % r"Q NG -o Fde: P:\10000e\10269\enginee,.9\1026991.du9 Dote/Time: 03/12/2002 13:e3 Scale. 1°30 jlfneon zreh: 00269-es10269-t,00269-b, 3ti D -u0 °- -iZZ z yJ zD mZ n� w rn N VD z c° Z mD M • • EARNEST MONEY RECEIPT AND AGREEMV4T Wash.--.,__. _ :'? ................... . _............................ -. .-...__ _......... .� o . (Hereinafter called ' Purcha .. .. - .s ,. .. c,. w„ w .a. r _ - iftr #0 fo tp'arf eha+di for _.,._._..__. Cash for S................_..._....-......... Note for b _.._............. paid or dolivered to ayntt as carted (no" H1 1110114 payataAt. ilhkhlMl � :Of that artafn teal -stele in ___._......---., ............ County, Washington, commonly known as .............. _........... __............ .-......... ,. ttgWy dam'fbad as follows, to wit. (purchaser and seller authorize agent to insout legal description over their signatures) t % Towamp *nw* sr - westerly cownw, of 4sid r 1A o the T* W X,% of the Sw �'..!lot ►' _`' --0. lad «qu" Y az ,,mot V211yy, "y 11" raralrota Prior�f --). payable as ibl)owst. +I t f ; t# a ifbpve ro*K pted for arnowt moray) 6a *Uo to a ' .A. tly ,1twC: and a0voiz;, to 13V oulsaas 0414'j 4a #4 Air i - r ; h".4 D ' ifat* nir t;f this 204wirimt,to vlairmit moo as # no A 7 76 - 6717 ,The conditions stated on the reverse hereof are by reference made a part hereof.)' , 1, Setter shall make avertable to purcliasrr, ar office of Snohomish Escrow, Inc., bnotamisb, Washington, after acceptance of this offer, a standard form-pgechaser's policy of title insurance ur _ report preliminary thereto rsst�ed by Title insurance Company, and seller authorize; agent to apply at once for such title insurance. fle lets- policy to be issued shall contain no exceptions other than these provided for it said standard form plus encumbrances or defects noted in paragraph 2 below. Delivery of such policy or.fitle report to Snehoaeish Escraart - . • Inc. shall constitute, delivery to •>urchaser, If title is not se insurable as below provided and cannot be made so insurable by closing date set forth in Paragraph 8 'hereof, earnest Money shall be refunded and all rights of pars. .z chaser terminated; Except that purchaser may jtGa eve defects and elect to purchase. If title is so insurable and purchaser fails or refuses to complete purchase, the earnest nptney shall be forfeited as liquidated damages unless'seltar elects to enforce this agreement. The agent shall not be responsible for delivery of title. Title of sailer is to be free of encumbrances, or defects, except: naefttentrat T U*1am Room t of eta ' m +i` � $bra � e Exs tqt eserya ns, exi" tt ;A meats, bur g or use restrictions general to the district, and building or zoning regulations or provisions shall not be deemed incumbrances ur defects. Encumbrances to be discharged by seller may be paid out of p-rchase money at date of closing. . `If'iiriancng ri iay4riada fKe purcfiatier and at << 7 r`eh'tttfi&r`iilt igen,"'rcein fo'sitf>rc 4tff°''1t92iifiq iriYfltttt(ttfi i"t ftPt:: ' sAa olF. the earnest money as may be nec scary for o;n e:,,ts. Purchaser agrees to make application immediately for such financing upon request if agent, sign necessary papers and tfiipas, before closing, said advances ;nd ail si +;ng costs attributable to purchaser. A veteran purchaser agrees to complete this purchase if the sale price is reduced by this seller to conform r. with the Certificate of Reasonable Va - issued by the Veterans' Adrnint^trat.nn. Seiler and agent agree to rotund earnest money (less credit report fee and appraisal fee, if stay) in r event financing contemplated by th<r v,Aeran purchaser is not obtainabte, if purchaser is obtaining a V.A. guaranteed loan on new construction seller agrees not to violate paragraph 3 of V.A. Technical, Bulletin 4 A 'S», as amended. If the pw,ha yr is obtaining an FHA insured loan it is expressly agreed that, notwithstanding any other provisions of this cop `- tract, the purchaser shall not be of gated to u.rnpiete ,he purcras, o" the pruoPrty deer bed herein or to incur any penalty by forfeiture of earnest money deposits or otherwise uniero- I the. seller has 'delivered to 'he put cha i a writ, statement sued by the Federal Housing Commissioner setting forth the appraised value of the property for mortgage insurance purposes of not less the, $ a-..__,. .._ which statement the seller hereby agrees to deliver to the purchaser promptly after such appraised val' statement is made ave, vo,e to a'lar Tt e purchaser shad howeer,, have the privilege and option of proceeding with the consummation of this contract without regard to the amoz"' of the appraised valuation made by the federal Hnus,nq Corrwl;ts;orev 4, (a) lr•.th"is agreement {or cor,.evanrr: of foe litre, T,rie Jwil to -_off:;-.r=o uy NYa:rar,ty Deeo free of encumbrances or defects except those noted in Paragraph 2 above, (b) IV his ayreenerd +5 top "ale c, real c !r : r,trar`, :01e an; Nu: r :;,e. agree to execute a Real Estate Contrite! for the balance of the purchase price on Real Estate Contract form' A-19G4 of Transamerica Title Insurance Company, Pioneer' National Title: hiksrance Company, or Security Title insurance Company of Washington. The terms ei said forms era herein incorporated . by rr . real , r! 'he tor. of an � :elk of sa,d fora.., �i•v „ttisidcto=y to t're part <-s hereto and said parties agree to execute any one of said contract forms selected by the -dosing agent. Said' cootr.., t ,if.r- t i v.nv =t,,,t !:riff be cunveyed by Warranty Reed- it said property is s bieet to c.n existintt -antroat or mortgcjge which se!h'r is to continue to pay, seller agrees to pay said contract or mortgage in accordance with it:: terms, and. , upon default; purchaser shall ha a riohi re make any payments necessary to removo the default, and any payments so mode shall be applied to the payments next failing due on' the con+rnct between s 9iet and sere asap hear, (t, it this ayreomet,t s f,u sole ono liom-er of rendee's interest under.exiW`i;g real estate conrract, the transfer shall be by proper purchaser's assignment of contract and- dead - "r,,Jf,re�ent in form to ."n, ey of'er cr+'red ,We. 5. Taxes for the cur*",ar, ye-ar, rears, f+e irsurani interest, n . !gaga s. ves, waver and crher utilities constituting liens shalt be prorated as of date of closing. Purchaser &hall y for remaining o;l n fuel tank, the a ; _,u��t ,o be determined by tua sc, rp f , ,V frri:.t+asct "{ t:,e ,.,,,Ule.d to IXMPe seen •m.--.- "Yf, .............. ................. .. .... .. ..... ---- 7S P,)rcraset offers to pvr.hase tte property it its present can ton on the terms noted. This offer is made subject to approval of the seller by midnight _ • in conoJl.+fatio o+ . rein+ stibmitiing this offer to seller, purchaser agrees with assent nor is withdraw this offer during said period, or until earlier retee to � sslier< PtiN, ' chaser agre,, ;nor w, tten notice of acceprance given to agent by sealer shah be notire to purchaser. If seller Sees not accept this agreement within the firm specified, the agent shall refund the earnest money upon demand. The safe shall be cjw,,i i , office a` Snohomish Escrow Inc., Snohomisf+ W'Istringtun days after title insurance oat cy or report pre„r, 4wiry ;dui npndg t,t via' oboe-o ure�idci, - , ,'Im"lktron ub n•r.ciria if f rar,any is oared for here.m, whrchrve'r is later. The purchaser , r 1 ' ter H i epn:rf r . , row v. rr Snohomish E>c'row, line. . u ern+s a::d nor -, a '.v ct:n,p a•t the ptirct.ase i = 3r_ danc with Chi; a rvcr:rr t the cast of e=crew snail :he 3} on,, n r f eo,:h 1, 7,vf s d 4, Lthoteum, window'""reens; screen decor, , ur ur =g.and fr r; f atures- (sxcapt floor and eta=td!ng lay:ps;„ shades, venetian blinds, curtain rods, all attached bathroom fixtures,r trees, plants and 'hreiblgA, in tut v_, 1 a a ,tg .{,,, , and fixtures, awnings, s nirlar:ry, coating and heating systems (except stoves) that are now on the premises z 'bee inctuded in the sate, ar-ed 1,;e, _ro - an -arias, ff z ny e are now on the premises slu, t ;'emain intact and shall be included in the sale. i : 10...There are no verbal; Or rtheF.ayr v✓:i;,h muu,fy ur afdzc' Mfrs. agreement, Time is of the , st•rrca of this r s^�ivrvxi',w,—r - 3§ea,�:.'K+ 'r= 'Q^ _'."'"- .:.;- . r. +n.-a .,�.n,- 6 '' '"ma - 7 "'- 'ram• '� Purchas r ... A true cony of the^fo txa rfi ;u_e 1 t" s f,ned by the owners is he Irby ieceipted tar r - i" -chaser (Spouse). G1.. �"' �.. (� ....«.. ..sit A citizen or one who has in gaud sit declared htslher intentto to lkcamti a,atfii 4_ an ,- 14._-.-,_, the United States. Purchasers herein warrant they are of legal age aurcheser Putchaser's Ad fp,es o ae ,yr' a -" - , t,"" . t? . _. -. ,-_:.-- ..... Sin:this date We - �,vre at-d ,,=xcp .r.,. :� ,, the drwv agreement And agree to carry out all the tortrq thereof an the,,piflk of the seller and the undersr r, rt Ifer agree T n" n., r _. .Dollars (b ...-...._ .:_.._ ) to the a" ageati jW, v ttltcas. fn (,he -went earnest >=.eery „ _..r-er a, d af^r . e:7rrr,lr, p•c�y,d:r,g ilia amount to agent does rot exceed H".-agree$ cartvmiNtah. fliMaf ,l �¢, jl•r' .'-j fi t u 8 9t Dpy - lie 99 r f -b p,,cw— F .... S, s Address ........ ... .. ... .. .. - "., r, '`L - ;Seller's Poona .. .-.. ..... _... ...... .. _ ... e.:. .A„4 x - ♦ _ ,. PROMPT, E£l N r �i r i 8.�f# 1[tJ61-tJl t' j.ewuit. low. = � BONDED 1 e+31!{0MC St- 13JUILMISIG 04 SP'C0NG. STREET a,y �JE 4i V4t SNe,r t ,yllfstr Vs A`,aiilu TOW IM290r s i ATE RECEIVED 1 PERMIT EXPIRES / CITY OF EDMONDS ZONE ,U NUMBER CONSTRUCTION PERMIT APPLICATION roe SUIT IAP ADDRESS OWNER NAME/NAME OF BUSINESS }�(� Me 6.0006W 1/r/ Il 1 M PLAT NAME/SUBDIVISION NO. LOT NO. LLIID NO. D FEE S w 'MAILING ADDRESS TESCP Approved PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Permit Requires Required CITY ZIP TE EPHONE EXISTING PROPOSED Ins Sidewalk Required f ..... W`XM00�% L36011� a J 081 S� REQUIRED DEDICATION FT Wiring egne 1 ����//// V ✓ Wiring required N ME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED YES ❑ NO ❑ "U ADDRESS _ V ROEMARKS NT i Ff /Q INAGE lb r- A, f CITY ZIP TELEPHONE yr -r1 " ""� -1 1 (02 1I� i,�a >'/f..I .i J Nit NAME CBL N fkdE ala NGINEERING REVIEWEDBYDATE o ADDRESS / r/ 0 pg Q FIRE REVIEWED BY DATE w¢ CITY ZIP TELEPHONE/ . ,r'' f r3 _ M STATE LICENSE NUMBER EXPIRATION DATE ECKED BY VARIANCE OR CU SHORELINE OR ADBp INSPECTION BOND a �y q RED'D POSTED r! G.r� 1.:.._ t _i _�p� • Z'� � V�" 70 YES (]NO $ ...� SEPA REVIEW SIGN AREA HEIGHT Q PROPERTY TAX ACCOUNT PARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED, n t7 CEO Uo 00 7 00 IaExp jo % t 2.5' z51 NEW ❑ RESIDENTIAL ❑ PLUMBING I MECH �{.o'!@?+E9t►1!4iri@E � REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT) ALLOWED PROPOSED FRONT SIDE REAR FRONT tJR SIDE REAROR O ❑ ADDITION 154.COMMERCIAL ❑ COMPLIANCE USE (7." 7, O o CHANGE OF USE nG�J PARKING LOT AREA P ❑REPAIR LANNING REVIEWED BY DATBC/Z ,0 i REMODEL ❑ MULTIFAMILY ❑ SIGN REO'0 PROVIDED Ist ��, GR ING FENCE ❑ ❑ CYOS ( X FT) REMARKS OTHER ^ �isMtl ❑ DEMOLISH ❑ TANKGARAGE RET❑ F RE _ ❑, :CARPORT ❑ R CKEF G WALL ❑ FIRE ALARM SPRINKLER (rYF'E OF USE, BUSINESS OR ACTIVITY) EXPLAIN: CHECKED BY JTYP OF CONSTRUCTION CO E OCCUPANT v ........'i' Y '�P�Il1�C 6L C% GROUP 0 NU SER NUMBER 'OF CRITICAL04 OF'� DWELLING AREAS SPEQAWOVE9111111111AL AREA OCCUPANT OSTORIES 111 UNITS Pr NUMBER R YES LOAD DESCRIBE WORK TO BE DONE REMARK f,. SJ PROGR I CTIONS PER UBC 108/FINAL INSPECTION REO'D Ie �,Ic- I r V A,-.47l t� L, c at nIkAcn wtuL 0�S �. _.,�_ . 1 V I IN01-1 1 11, 1. r W;% 1r-+ • —�" Q201(_,p I K)� FEE Description FEE Description Ian Check "� '� State Surcharge HEATSURCE GLAZING % OT 3 tol; L�� + Building Permit City Surcharge `� PLAN CHE N : v T DATE Plumbing Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS COVERS WORK TO It BE DONE ON PRIVATE PROPERTY ONLY. ANY NSTRU THE PUBLIC Grading DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS OUEES, ET L REQUIRE SEPARAT MI N. Engr. Review w PERMIT AP An S IL PERMIT LIMIT.I YEAR - PROV D WORK IS IN 180 DAYS Engr, Inspection e SEE BACK OF PIM, RMIT FOR MO "APPLICANT ON BEHALF OF H HER U$E, HEIR IGNS AND SUCCESORS "Fire Review ..� Plan Chk. Deposit IN INTEREST, AGREES TO IN D ND A HOL RMLESS THE CITY OF EDMONDS, WASHINGTON, ITS 0 A MPLOY AN AGENTS FROM ANY AND Fire Inspection Receipt N ALL CLAIMS FOR DAMAGES OF W NATURE, SING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PE ISSUANC F THIS PERMIT SHALL NOT BE 9 DEEMED TO MODIFY, WAIVE OR RE ANY REO MENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. Due = NOR LIMIT IN ANY WAY THE CITYS A TO, EN CE ANY ORDINANCE PROVISION.' f Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I'HAVE REA PLICATION; THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT; AND THAT I AM THE.0 OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC• CALL This application is not a permit until signed by the TION: AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged In space provided. ORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. OF/FIC SIGN U E DATE SIGNATU (OWNER AGENI.T �� DATE[IGNEDI (425) 771-0220 REfr ABED SY DA E.,. ATTENTION EXT 1333 K"' �`' , ✓ J IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL -FILE YELLOW.INSRECTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK -OWNER GOLD -ASSESSOR 04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN - ACCOUNTING -aucly-yum coitection arealenclosure and location aPproved by: .�_ %,L- SRI gal', 01 " iFUTURE BUILDING C FF=318.0 TR NW46'32"W 136.58 ESTIMATED SITE EARTH WORK QUA F=RE BUILDING C CUT = 1,200 C.Y. FILL = 800 C.Y. .z%_ BUIUDM A CUT = 300 C.Y. FILL = 600 C.Y. A d SITE GRADING: 0 CUT = 2,300 C.Y. Bm d TR 1M.. FILL = 400 C.Y. C14 b EXISTING AND PROPOSED zik 10 N SURFACE AREA 4. Ij 1.) EXISTING IMPERVIOUS ASPHALT I f q AND BUILDING AREA 82,990 S.F. , I'M 2.) EXISTING IMPERVIOUS GRAVEL AREA 5,200 S.F. 3.) TOTAL IMPERVIOUS AREA AFTER P ROJECT COMPLETION INCLUDING BUILDINGS 96,400 S.F. CHANNELIZATIONNOTES: 0 METHYL METHACRYLATE TYPE 2L AND 2R RIGHT, LEFT ARROW wi, �X` (2) DOUBLE YELLOW CENTERLINE STRIPE \\v, N, g,\ 'k V\Vk 1�1 (3) 4* WHITE LANE STRIPE 1\ �70, V% (9) 8' WIDE WHITE MET`HYL METHACRYLATE CROSS WALK 0 STOP SIGN (Rl-l) (1) 18" WIDE STOP BAR LEGEND . EX. LUMINAIRE (LUM.) CONIFEROUS TR E PROP. LUMINAIRE (LUIM.) EX. YARD LIGHT EX. WATER LINE PROP. WATER LINE f --I EX. POWER MEER EX. SANITARY SEWER LINE -0- 2 EX. POWER POLE EX.JUNCTION BOX (AS NOTED) PROP. SANITARY SEWER LINE 1:1 EX. CATCH BASIN (CS) EX. STORM DRAINAGE LINE m PROP. CATCH BASIN (CO) PROP. STORM DRAINAGE LINE 0 EX. STORM MANHOLE (SOMH) EX GAS LINE (a PROP STORM M14OLE (SDMJ4) P(OH)- EX POWER OVERHEAD 0 EX. SANffARY SEWER MANHOLE (SSMH) _x_ -0- EX. CHAIN LINK FENCE 0 PROP. SANITARY 00 MANHOLE (SSMH) EK.IRON FENCE 0 EX. CLEANOUT (CO) D(. CONTOURS PROP. CLEANOUT (CO) PROP. CONTOURS Fo� DC GAS METER A EX. GAS VALVE X4�6p EX. SPOT EHAMON m EX. WATER VALVE 318.0 PROP.- SPOT ELEVATION PROP. WATER VALVE EX. FIRE HYDRANT' (FH) PROP. FIRE HYDRAliff (FH) UMN PROP. STANDARD ASPHALT EEI EX. WATER METER im PROP. WATER METER MEE= PROP. HEAVY ASPHALT n EX. SIGN _mL PROP. SIGN PROP. CONCRETE DECIDUOUS TREE ....... HANDICAP PARKING EX. PROP. GRAVEL lm"TGATL� "VILLAGO""E INE0 100% 10=%, It N rMP4 AvwqA t.;UvEtl bHEET PORTION NE1/4 NW1/4 SEC. 36, T27N, R3E, W.M. � � FL4 zi: r_�� w I 226TH ST SW -w-C W CD �S: C 28T H ST Q EDMONDS Ck: C.4 rl_ U C� U') 232ND 0 Ito ROB N BI: ST W1 �j t5 n Rs n V w di zj* 2 fit w Bt tq ca CX 0: Ed w m Cr it fit i 'HAM CD U 0 0 0 0 234TH ST SW 0 cwe wo: fffi wm a. M V) C/) V) w v) V) Cn ZZ7, �3 88888869 235TH PL SW a. 0-0.o- a. In- a. 37TIA 104111 38TH ST lot avy 240TH SW -------- :_240T.14 ST SW 'a I m m mm -16 . . ..... M L: lid 4 VICUTY MAP !2 !Q $2 Q!2 Q I it ------ En B:: m mm M m: Cq 'p N S 3 "56*37 E Za ft, N\ 10 *�� S ", * C1 4% C 0 16.62 now C0 r_ co to .4- C; VM z w w -j mr 5; co w cc 0 Cl) w LEGAL DESMFnONS -7- ,M.M;:M SURVEYOR'S WOTES p W: 1. THIS "`tA g LTAACSIA LAND TITLE SURVEY" IS IN ACCORDANCE WITH. "MINIMUM STANDARD DETAIL LOT 7, BLOCK 2. WESTGATE PARK, DIVISION NO. 2 ACCORDING TO THE REQUIREMENTS F(A ALTA/ACSM LAND TITLE SURVEYS" JOINTLY ESTABLISHED AND ADOPTED BY THE Mo. PLAT THEREOF AMERICAN LAND 'Iffi.0 ASSOCIATION AND AMERICAN CONGRESS ON SURVEYING AND MAPPING 1 1999. iii: RECORDED IN VOLUME 13 OF PLATS, PAGES 40 AND 41, RECORDS OF SNOHOMISH N i COUNTY, WASHINGTON. p mmmmmm LU Am w Im Tw PAMEL IBI: 2. THIS DRAWIN"" WEETS THE NATIONAL MAP STANDARDS FOR A 0- 011111 FOOT CONTOUR INTERVA AND -0 00 DRAWI .. . I - I L NG SCALE Ot 1" 30'. UNAUTHORIZED ENLARGEMENTS MAY EXCEED THESE STANDARDS. go 4C z LOT 8. BLOCK 2. WESTGATE PARK, DIVISION NO. 2 ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGE 40, RECORDS OF THE AUDITOR OF THE 0- BASIS OF BFkR&I­'., PEi. RECORD OF SURVEY BY MICHAEL S. WEBB DATED JUNE 1988 AND z COUNTY OF SNOHOMISH. STATE OF WASHINGTON. RECORDED lr­ii,­��'.,,�,�,ip�_27 0 OF SURVEYS PAGE 110, UNDER RECORDING NO. 8808095001, RECORDS R OF SNOHOMISH Y, WASHINGTON. I EXCEPT THE EAST 20 FEET THEREOF. % Am i IL 0; (.9 00 V 4. VERTICAL DAP k4 1� NAVD 1989. BENCHMARK IS SNOHOMISH COUNTY SURVEY CONTROL POINT i SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 1104; BR&S-. _!)iS­ IN PO-17 SE CORNER OF INTERSECTION 100TH AVENUE W. AND R 220TH STREET Lf 10' NORTH OF PP ED2-29. ELEVAT10N 329.30 FEET. CO 11, 3W. PARML V: 10 17 it THE EAST 5. ALL TITLE-' z, 1'. ERLY 20 FEET OF LOT 8 AND ALL OF LOTS 9 AND 10 IN BLOCK 2 OF INSURANCE THIS MAP HAS BEEN EXTRACTb' TRANSNATION TITLE L0 Nk>S. 527188 AND 527291, DATED 26, 1999 AND WESTGATE PARK, DIVISION NO. 2 ACCORDING TO PLAT RECORDED IN VOLUME 13 DECEMBER MIN '�IVELY AND FIRST AMERICAN TITLE INSURANt;t,:�_ OMP 00 841454- .1 2001. IN PREPARING THIS MAP, BARGHAUSEN CONSULTING ENGINEERS, i OF PLATS, PAGE(S) 40 AND 41, IN SNOHOMISH COUNTY, WASHINGTON; ANY COMMITMENT NO. x (0 INC. HAS Cr- ;J,-DEPENDENT TITLE SEARCH NOR IS BARGHAUSEN CONSULTING ENGINEERS, EXCEPT THAT THEREOF APPROPRIATED BY THE STATE OF WASHINGTON BY DECREE INC. AWARE- `-�SUES AFFECTING THE SURVEYED PROPER OThER IMAN THOSE SHOWN 0) ENTERED AUGUST 10, 1971 UNDER SNOHOMISH TY IBM _1111 0 Il4z"YOX)ME w"011-10W.0, I ON THE MW AN!) 11 NO. 106843. COUNTY SUPERIOR COURT CAUSE DI"OLC ��E-D-RY THE REFERENCED TRANSNATION AND FIRST AMERICAN COMMITMENTS. ft WW� I' p: Im IN BARGHAUSEN C0143LICi-ING' ENGINEERS. INC. HAS RELIED WHOLLY ON TRANSNATION" AND FIRST Uj Uj CO i4 PARMLD: AMERICAN'S REPRESENTAT IONS OF THE TITLE'S CONDITION TO PREPARE THIS SURVEY AND THEREFORE CD j C) BARGHAUSEN CON3ULTING ENGINEERS, INC. QUALIFIES THE MAPS ACCURACY AND COMPLETENESS TO g 111, *glgl LOT 11. BLOCK 2, WESTGATE PARK, DIVISION NO. 2 ACCORDING TO THE PLAT THAT EXTENT. 10w THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGES 40 AND 41, RECORDS IL N "M . . . . . . . . . . . OF SNOHOMISH COUNTY, ")OES NOT PURPORT TO SHOW ALL MA WASHINGTON. 6. THIS SURVL '-ARC4 TTERS WHICH MAY BE DISCLOSED BY A _4 01 10@^ go"'T ,fig" CURRENT TITLE 3.�- EXCEPT THE EASTERLY 7.50 FEEr THEREOF, AS DEEDED TO THE CITY OF EDMONDS, Y Uj DEED RECORDED UNDER AUDITOR'S FILE NO. 2180938. S 9046' "E 7. PROPERTY ARIA 125.992 SQUARE FEET (2.892 ACRES). CO) 2.50,1' INN HEREON AS PUBLIC* RIGHTS -OF -WAY. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 8. THIS PROPEfiT( HAS LEGAL ACCESS TO EDMONDS WAY (SR104) AND 100TH AVENUE WEST, SHOWN PHYSICAL ACCESS MAY BE LIMITED BY IMPROVEMENTS, OR LACK IN MEIREOF, AS $Hf,"WN ON THE SURVEY. GENERAL CONSTRU011ON NOTES 0 i All w 9. TAX PARCEL NUMBERS ON THE SUBJECT PROPERTY ARE. 6107-002-007-0008 (LOT 7) il CITY OF EDMONDS 0205 (LOT 8 EXC. E 20') 6107-002-008-0100 (E 20- LOT 8, LOT 9 AND LOT 10) 6107-002 g� all. 008-- 1. CONTRACTOR SHALL ADHERE TO ALL APPLICABLE LOCAL CODE 6107-002-011-0302 (LOT 11) :4' LDTA REQUIREMENTS IN PROVIDING EXTENSION TO PIPING, CONDUIT AND OTHER C C.0 UTILITY ACTIVITIES. NEW DINQ'��A 10. ZONING: BN tAEIGHBORHOOD BUSINESS). EDMONDS, WA. L is 8 < 2. SEE SITE PLAN FOR DETAILED INFORMATION AND DIMENSIONS RELATED TO 11. CURRENT Mlii!UM BUILDING SET13ACKS: .20' FRONT, 0' REAR; 0' SIDES MINIMUM PER THE CITY OF :E 0 FX�3 .5 1: CURB RETURNS, PLANTER DIMENSIONS, SETBACKS. PAVEMENT EDGE 0 EDMONDS ZONING CODE. AT THE TIME OF CONSTR LOCATIONS, ETC. UCTION, THE BUILDING SETBACKS MAY HAVE BEEN DIFFERENT, HOWEVER, BASED ON THE FACT THAT CERTIFICATES OF OCCUPANCY WERE ISSUED FOR THIS (0 01 PROJECT, THE CITY OF EDMONDS ACKNOWLEDGED THAT ALL BUILDINGS WERE N SUB AN 3 FOR AID IN UTILITY LOCATION I SIT TIAL CALL 1-800-424-5555 PRIOR TO BEGINNING COMPLIANCE WITh THE MINIMUM SETBACK REQUIREMENTS AT THE TIME OF COMPLETION. PLEASE CONSTRUCTION. CONSULT ZONING MANUAL FOR FULL PARTICULARS. 141 'M "0 0 �g im! 4. ALL CURBING TO BE 6 INCHES HIGH EXTRUDED CONCRETE CURBING PER 12. BUILDING LOCA71ION DIMENSIONS ARE AS MEASURED AT RIGHT ANGLES FROM PROPERTY LINE TO DETAIL AS NOTED ON PLAN UNLESS OTHERWISE NOTED. (0 BUILDING CORNERS AT POSITIONS INDICATED. (UNLESS SHOWN OTHERWISE.) (D 5. CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF BARGHAUSEN �4 CONSULTING ENGINEERS, INC. AND SHALL BE RESOLVED PRIOR TO 13. STRIPED PARKING STALLS AND STALL DESIGNATIONS SHOWN HEREON ARE AS THEY ARE MARKED 0 7. 4 . . . . . . . 0, !��Irml gllm 'gim" ""01-1 PROCEEDING WITH CONSTRUCTION. ON THE GROUND. OTHER PORTIONS OF THE SITE NOT MARKED ARE ALSO USED FOR PARKING aw . . . . . . . . . VEHICLES. 'MENEM 6. U11LITY LINES MAY NOT B*E COVERED UNTIL AFTER THEY HAV X E BEEN TESTED -r& ­77:-� sm�� 11 AND APPROVED. UPON COMPLETION OF THE BACKE OPERATIONS, THE 14. FLOOD ZONF DESIGNATION C. AREAS OF MINIMAL FLOODING, ACCORDING TO FLOOD INSURANCE Z" RATE MAP, ( RM") NO. 530163 0005 D, COMMUNITY NO. 530163, (CITY OF EDMONDS), PANEL NO. 0 .. ... ..... UTILITY LINES SHALL BE RETESTED. 0005, SUFFIX Di EFFECTIVE FEBRUARY 19, 1986, SNOHOMISH COUNTY$ WASHINGTON10 AS PREPARED N89*46'32"W 332.50 ------ 7. ALL UTILITY LINE EXCAVATION BEDDING AND BACKFILL MATERIALS AND BY THE FEDERAL. EMERGENCY MANAGEMENT AGENCY (TEMA-). COMPACTION SHALL BE PERFORMED IN ACCORDANCE WITH THE SOILS V) Ld CD ENGINEER'S RECOMMENDATIONS AND THE GOVERNING AGENCY 15. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE. ONLY THOSE UTILITIES WITH 5; 11 Z REQUIREMENTS. UTILITY LINES SHALL INCLUDE STORM DRAIN, WATER, EVIDENCE OF 7HEIR INSTALLATION VISIBLE AT GROUND SURFACE ARE SHOWN HEREON. UNDERGROUND 0 INDEX TO SHEETS: SEWER, ELECTRICAL, TELEPHONE, AND LANDSCAPE IRRIGATION LINES. UTILITY LOCATIONS SHOWN ARE APPROXIMATE' ONLY. UNDERGROUND. CONNECTIONS ARE SHOWN AS V) V) 4; _j STRAIGHT LINES BETWEEN SURFACE UTILITY LOCATIONS BUT MAY CONTAIN BENDS OR CURVES NOT < C/) 8. ALL SANITARY SEWER LINE SHALL BE PVC SDR 35 SEWER PIPE CONFORMING SHOWN. SOME UNDERGROUND LOCATIONS SHOWN HEREON MAY HAVE BEEN TAKEN FROM PUBLIC TO ASTM D-303A-73. x < z C1 OF 8 COVER SHEET RECORDS. BARGHAUSEN CONSULIING ENGINEERS, INC. ASSUMES NO LIABILITY FOR THE ACCURACY z OF PUBLIC RECURDS. 9.1 ALL WATER SERVICE SHALL BE COPPER TYPE K OR PVC CL 200 UNLESS z <> n C%4 N 0 C14 00 (5 0 w OTHERWISE REQUIRED BY THE CITY OF EDMONDS. 16. THIS SURVEY REPRESENTS VISIBI F PHYSICAL IMPROVEMENT CONDITIONS -EXISTING ON JULY 17, 0 00 04 r- K 5: :Z 0) CO 00 = z C2 OF 8 GRADING AND STORM DRAINAGE PLAN 10. A TACK COAT SHALL BE APPLIED TO ALL CONCRETE'EDGES TO WHICH 2001. ALL SURVEY CONTROL INDICATED AS "FOUND" WAS RECOVERED FOR THIS PROJECT IN JULY LU CD ASPHALT IS TO BE PLACED. OF 2001. 1 1 w C-Ij V_ Ir- z LO LO a 17. ALL DISTMCES ARE IN FEET (U.S. SURVEY FEET). N N E z C3 OF 8 SANITARY SEWER AND WATER PLAN 11. SOIL STERILIZA71ON (WEED KILLER) SHALL BE APPLIED IN AREAS TO BE PAVED. U-) V_ KEEP 2 FEET (MIN.) CLEAR OF EXISTING AND PROPOSED LANDSCAPE AREAS. LO LO 04 Z 18. THIS IS A FIELD TRAVERSE SURVEY A SOKKIA FIVE -SECOND ELECTRONIC TOTAL STATION WAS 00 Uj APPLY AT MANUFACTURER'S RECOMMENDED RATE TO ASSURE PROPER PENETRATION. USED TO MEASURE THE ANGULAR AND DISTANCE RELATIONSHIPS BETWEEN THE CONTROLLING - V) E C4 OF 8 SANITARY SEWER AND WATER NOTES AND DETAILS MONUMENTATIO14 AS SHOWN. CLOSURE RATIOS OF THE TRAVERSE MET OR EXCEEDED THOSE Z 12. SURFACE SMOOTHNESS OF ASPHALT SHALL NOT BE ACCEPTABLE IF SPECIFIED IN WAC 332-130- 090. ALL INSTRUMENTS AND EQUIPMENT HAVE BEEN MAINTAINED IN ADJUSTMENT ACCORDING TO MANUFACTURERS' SPECIFICATIONS. EXCEEDING 1/4 INCH USING A 10-FOOT STRAIGHT EDGE. PONDING OR "BIRDBATHS" EXCEEDING 1/4 INCH IN DEPTH SHALL NOT BE ACCEPTABLE AND C5 OF 8 SECTIONS, N 0 .OTES AND DETAILS SHALL BE CORRECTED BY THE CONTRACTOR. 19- THIS SURVEY WAS PREPARED FOR THE EXCLUSIVE USE OF BARTELL DRUG COMPANY. RIGHTS TO RELY ON OR USE THIS SURVEY DO NOT EXTEND TO ANY UNNAMED PARTY WITHOUT EXPRESS 13. ALL EXISTING UTILITIES SHOWN ON THESE PLANS WERE OBTAINED FROM A RECERTIFICATION BY BARGHAUSEN CONSULTING ENGINEERS, INC. AND/OR THE PROFESSIONAL LAND FIELD SURVEY AND FROM AVAILABLE PUBLIC RECORDS. CONTRACTOR SHALL SURVEYOR WHOSE SEAL APPEARS HEREON. C6 OF 8 SECTIONS, NOTES AND DETAILS U W 0) BE RESPONSIBLE FOR LOCATING ALL UTILITIES WHICH MAY CONFLICT WITH or CONSTRUCTION WHETHER SHOWN ON THESE PLANS OR NOT. ENGINEER C7 OF 8 TEMPORARY EROSION AND DEMOLITION PLAN DOES NOT WARRANT THAT ALL UTILITIES HAVE BEEN SHOWN. SA 14. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE TELEPHONE COMPANY, THE GAS COMPANY, THE POWER COMPANY, AND THE CABLE TV WA CID COMPANY PRIOR M CONSTRUCTION SO THAT THESE OTHER UTILITIES CAN Ij 01 C8 OF 8 TEMPORARY EROSION/SEDIMENTATION CONTROL PREPARE THE NECESSARY PLANS FOR THE EXTENSION OF THEIR RESPECTIVE (0 UTILITIES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE C14 NOTES AND DETAILS CD C 0 THESE ACTIVITIES DURING CONSTRUCTION. 24661 .0 co 15. FOLLOWING COMPLETION OF THE WORK, 'ME CONTRACTOR SHALL BE % E % C) REQUIRED TO REMOVE ALL CONSTRUC11ON EQUIPMENL MATERIALS AND 0/m :3 0 4- C) z 0 0 1 OF 1 CHANNELIZA11ON IMPROVEMENT PLAN m DEBRIS FROM THE SITE AND TO PROVIDE FINAL CLEANUP ACTIVITIES AS L 0 DIRECTED BY EITHER THE CITY OF -EDMONDS OR THE OWNER'S ENGINFFR- 112 I EXPIRES ���O4� 4; "ONRADING AND STORM DRAINAGE -PLAN PORTION NE1/4 NW1/4 SEC. 367 T27N, R3E, W.M. lv=301 CALL BEFORE YOU z 1-800-424-5555 0 15 30 60 CI3 RIM=311.02 0. \\\\ q, k\\0\\,\0N\\\\0q IE 78" CNC W=293.47 IE 42" CNC NE=294.22 w 0 lm�_mmmmmw D. M IN. - IN SE IE 42" CNC E=293.52 2 IV x m w re- w Z SSMH RIM=312.88 Z �7_ �7_ 0 0 cj 0 0 0 u IE 24" CNC E=303.28 SSMH k\ IE 24" CNC W=303.05 FOUND CONC. MON. W/ w, w w (L rL CL (L (L CL (L BRASSY IN CASE j EX. FH (7/0 1) CONTACT OLYMPIC VIEW El 888REa a m V) cn (f) U) cn cn WATER/SEWER DISTRICT x w 0: ce. w 0: w w -,(,,-POWER POLE st JM 4 1 f W/Lum & UG CB RIM=314.1 0 lit IE 42" CNC E=29548 ii co TO CONNECT TO EXIST. SYST. W/LLIM & T m m m L: Z % lk/ 1 11 GUTTERS/DOMSPOUTS WEIR POL 0.1 E 12" CMP NE=309,92 PO 07 .,P> m m IE 42" CNC W=295.45 w W ZNk 0 C3 Q in 0 Cl TRUCK ROUTE SIGK CB RIM=313.47 W/EMERGENCY LIGHT a. a- O_ STEEL POLE IE 12" CMP SW=310.01 L6j LLJ Ld Ld Z ACCEPTABLE TIGHTLINE SIGNALS -SPECAL W-TES: 6.5 MATERIAL SIG 11 cn 2'X1 0' L2 '.01 W W 1 . AH UTIUTIES TRENCH BACKFI m M -5 -21 "AVOIDING SIG LL WITH IN CITY OF 9 SDR 35 "'C" SIDEWALK FORM . . I'll 0 MATCH EDMONDS OR WSDOT RIGHT-OF-WAY SHALL BE 2 UTILITY - ,**- SCH 40 INSPECTIONS REQUIRED PROHIBITED" y RADE %�v CB RIM=314.75 Lu UJI uj _j L4 STACK CDF. 21 N -12 _j c .4, 1 �n, cc 0 0 0 0 SSMH RIM=316.18 E ".5 I� 42" CNC E=296.851 _j 2. CONTRACTOR SHALL UP GRADE THE CURB RAMP AT 4) IE 24" CNC E=309.68 DJUST Rik-jo-l' F( IE 4K CNC W=296.82 V) ui 65 F810 HANCOR 8 Z Z - THE SOUTHWEST CORNER OF THE INTERSECTION OF 0) CD CID r%� IE 24" CNC W=309.63 "RIM;��l 7.1 "'M W�e SR-104 AND 100TH AVE. W. TO CURRENT STANDARDS. t,MD 0 as X 7 f-, I E 2 CNQSE�',3,0,6.19_ co r, co In .4- cq C; r z WATER *)%W 3. DAMAGED CURB AND GUTTER AND SIDEWALK WHETH ON U, IE 42' �7 I ER All lit., EXISTING OR AS A RESULT OF CONSTRUCTION SHALL S REaD -P --308. INSPECTI NEW 15" dPF, JE W-,­ SSMH RIM=317.33 BE REPLACED. IRAMC SIGNAL IELA2- CNC S=306.93 CALL 425-771-0220 EXT. 1326 65 LF 1 IE CNC W=306. SCHARGED THRUE S' CURB - NEW -&--k _-z�_ ff cc 86 4. ALL FOOTING DRAIN SHALL BE DI C NCR PVC PERFORATED PIPE IN INFILTRATION TRENCH AN m)IEwpJJr p PER- GITY, STD. AND CONNECT TO STORM SYSTEM FOR OVERFLOW. In _ 317.2 U) DETAIL Nd�, 10 IM 7 . ..... .... fflla NEW CU W- CITY D. uj N (�)J)ETAIL Nb CATCH BASIN g ig x� ?IPE VANMOMffOR IS RESPONSIBLE F' SINGLE WHITE OR AMP P < AINAGE --SMDAR m EROSION CONTROL AND DR 0 _�3116.�6�7 It 4Z L;MfJ W=299.02 C B RIM=�31 CBIK TYPE 1 CB68, TYPE I E SINGLE WHITE RTLI P I RIM=317.28 IE 42" CMP E=299.07 z "-ONC JiA 308.5 CT RIM=317.81 cr. T1 _.. . . ......... C5 IE=314.44 8" E IE=314.41 �12" N) IE 42'��z e A _0 IE 1 IE=314.55 6" S Si 0 0 2" PNe --,C, =,314.6 WESTWAY tHOPPi IE=314.86 6" W IE=314: I -CENTER 3IGN NO m 00 NM RETAM0 WALJ_ CM TYPE I CB19, TYPE L L SINGLE WHITE STRIPE J, SEE SHORINU AND %4zp b'/` PVC PERFORATED I RIM=317.22 RIM=317.13 0111,111" Z (0 STRUCTURAL DESIGN FOR IE=314.42 �8'.WZ) IE=314.0 (12" NE) 0 cm X, /RIPE FOOTINGDR I : Z DETAILS. fID -e I "I, EX. YARD wv CO / / 4NFILTRATION TRI NN IE=3 14 1z IE=314.12 �8-.NW) PF? DETAIL SHEET C6. S3 Y56'37"E [E=314.07 2 S) to 0 i CBIG, r(PE 1 N LIGHT J-BOX 16.62 RIM=317.12 to I 6" PVC -7-- .. I g -0- POWER POLE cam,TYPE 1 WALL FOO 610DE3- STClMW IE=314 2: RIM=316J,,1 DRAIN CONNECTIO RIM=317.39 CROSSWAt� �112 Sj Lw fAcTisiz 1;6�e ttj 0\\\\LD`R'AIN V SIGNAL CABINET [E=314:87 [E=313.8f,' �12: NE) x IE=308.59 (15:,' IN) IE=315.36 6- W) IE=311Z2 2 SW) 0 CO IIE=308.39 k10 Oul) i­ L­,�TRAFAC �SIGNAL� At-t- c6s im AgeuA) 0 - R­O -0' e CBK TYPE 1 CF*K TYPE I co J-BOX !�'* . ..... RIM=316.94 FUTURE BUMNO #V DRAJN 0 1X RIM=317.20 EW DMENTM VAULT r(K 1 11 a 4' IE=314.12 �12: S� FF-M.0 X52! IE=314.46 (8- SE) SDMH RIM=318.18 IE=314 uj ER DETAIL SHEET C4. IE 42" CNC S=309.03 co j t, M/ F� C IE 42" CNC NW=308.93 CmTyml EX. 15' EASEMENT -ji 7.8 P-4V 0 M= Sf SUIL.DINQ CB RIM=316.98 IE=313.45 (131' SW) cm // v- : SAINCLIt AND MA.T.dH fl F3 RIM=316.3 N 317.9 DI W=316.09 IE=31 .96 (12- r-Al j PAVE NT'; S, ;> mp�- I CB#13, TYPE 1L 0 BE RBAO 2 8" PVC N=315.76 IE=313.83 (8- FwrF m (8- EL a i N020'1 BOWS DOWN) RIM=316.58 cn NEW POWER CBM, TWE 2-5C 12- SE) [E=313.23 SERVICE v, PVC ROOF IE=313.28 �8' NE) c%j W/ SOLID LID -V i�A' -I RIM=317.21 IE=313.26 8- W 6" DI ROOF DRAIN 0 NJ IE=311.49 (12- N) W/TF 1.OX MIN. IE=313.33 IE=312.88 (12" S) SDC004 IE=312.51 (12- E) CBM TYPE 1 16m Z� - W) RIM=316.47 0 < 33 LF 15" PVC IE=312.71 (12 [E=312.83 �812: SE) LL N89046'32"W 136.58 4" 1. 0.8x =25 SAWC ;1ANd RESTORE C807, TWE 1 [E=312.87 NW) UT T ENT RIM=317.89 IE=312.87 N) PAVEM I - N) NEW FErAINM WAIA CONDIJI�N. IE=314.85 (8 CM, TYPE I 1, j i! SEE SHORIRG AND RIM=316.6 C7 C4 STRUCTURAL DESIGN FOR IE=313.1 0 (8" S) 0 a 1, !E ci DETAILS. it z 0 PROPOSED PRIM 41 POWER SOURCE STORM DR" CLEAN OUT SCHEDULE-. gel POINT SDCXM SDCO#7 co it, POWER W/LUM & TF RIM=317.8 RIM=318.34 M M NMI m i j : IE=314.8 IE=314.85 gi m w 0 PER CITY FO EDMONDS STD. DETAIL [7 TYPE 1 CURB RAMP N SDCm SDOO18 APPROVED AS NOTED N 'IN RIM=317.8 RIM=317.74 \, \�� I � t 11 1 1 FYLE /UL711 i I BY ENGINEERING t �t it It 11 t SDDM I I ; ;!�', E2 14. (TYPICAL FOR ALL NEW b, ti l; I IE=313.9 IE=314.02 I i' li:' DRIVEWAYS) L 8" PVC PERFORATED Q> SDCO19 SDOO#3 --l-DRAIN IN 90 6'j2"E V% 0) MO RIM=317.8 RIM=317.8 X INFILTRATION TRENCH SDCOIW I�R NEW CONCRETE SIDEW" IE=314.44 0 ii IE=315.3 PER DETAIL SHEET C6. C-4 , 7. L C1JRB AND GUTTER SDCO#4 SDCO#10 WALL' FOOT -IN r.g kg. mm. . RIM=317.61 RIM=317.8 1!; Q KAJ N 1 55.7 LF 12w PVC 78.1 LF 12" PVC� lit i f ................................. IE=316.25 IE=314.74 41 @ 0.96% fl C13 RIM=317.04 CD IE 12" CNC W=314.10 SDCOIN CD U pe) 0 1.18%0 SDCM OOF DRAIN k z 11 SDCM RIM=317.8 RIM=317.8 0 1.0% MIN. IE=315.4 �N 0 IE=315.14 w 10 V) V) SDCO#6 UlnLrTY CONS-101 NOTE. wx.�. DS RIM=318.4 uj !cw. V) jjL IE=314.2 as W .............. SMH RIM=317.62 CAUMN: 1110 . 1111 - R=05 j IE 1 NEW FETAINING SDC007 'g m W L 2" CNC N=308.02 04 TH �_K THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION DIMENSION, AND DEP z OF ALL EXISTING LMLITIES WHETHER SHOWN ON THESE PLANS OR NOT bY PO SEE SHORING AND A\ 'X\ 72.8 LF 12" IE 12" CNC S=308.07 >< THOLING THE c:) 00 STRUCTURAL DESIGN FOR MORK OUIAMES: 00 C4 i� 5: U11UTIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CON STRUCTION. DETAILS. 0 0.87% W co 00 Mm Co CUTIIII 3,80ft C.y. uj w c� THIS SHALL INCILUIDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING 6" DI ROOF DRAIN 0 -66 LF 8" Pvc a c) rn ALL OF THE 1EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY 1V_ 1 .0% MIN. D� EX. FIRE HYDRANT 19LJ__ 180ft C.y. 318.4 -4 x 318.0 L0 PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SU13JECT TO VARIATION. 8.4 VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE SAWCUT AND RESTORE C4 C14 z UL Lo IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN -A N, A PAVEMENT TO ORIGINGAL r lun LO CONDITION. rn A 0 L3 Lo CONSULTING ENGINEERS, INC. M RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH 1z; r > C-4 cq C,,j _j CONSTRUCTION. �ct ryl 3:1. (10 e SSMH RIM=317.58 0 V) E IE 10" CNC N=312.53 D1aM\, "am 1 NMI , K R_=m 9 sn INT irr n" ,r -n 1,p N -.3 WATO 0. POLE X. GR Owl�­ CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE 31v 4632"W 332.50, WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND .1 Mum & UG R=25v POWER POLE ra ..................... ........................... N89' �E i.""'�POWER 1 � REPLACING ALL SURVEY MONUMENTA11ON THAT MAY BE AFFECTED BY CONSTRUCTION Ul W/TF, WM & UG AC11VIM PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A _N V Ljvl4u Qvnyr-Tun. ArrIJUA11UNZI rUK MKIM111b 10 REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIAII WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHAH BE REPLACED BY A REGISTERED [AND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. 6" PVC WALL F60TI M: ....... DRAIN CONNECTION Lu ...... . . . . . . . NEW RETAININQ WAL1_ SEE SHORING AND 6)1 q A/j STRUCTURAL DESIGN FOR 0 k SA DETAILS- 40's"' I w z I)N Jy/ V) A,, 4_0 C) CN CD 24661 (AD C) E C) C) 0/m S/0 z L �a 0 0 ff-XPiRE� �6 �11 0 �4 C4 CONCRETE PAD NOTES: 1. CONCRETE: 28 DAY COMPRESSIVE STRENGTH fc = 4500 psi 2. REBAR: ASTM A-615 GRADE 60 3. MESH: ASTM A-185 GRADE 65 4. DESIGN: ACI-318-83 BUILDING CODE ASTM C-857 "MINIMUM STRUCTURAL DESIGN LOADING FOR UNGERGROUND PRECAST CONCRETE UTILITY STRUCTURES" 5. ALL SEWER LINE CONNECTIONS TO THE INTERCEPTOR SHALL BE CORE DRILLED AND SEALED WITH NON -SHRINK GROUT. 24" MIN DIA LOCKING FRAME & COVER: GAS TIGHT, HS-20 LOAD CAPACITY AND LABLED "PRIVATE SEWER" (3 PLACES) ,DJUST TO GRADE 6" MIN. 1 L0•75' . ' MIN. 2" VENT PIPE TO BLDG. NONSHRINK VENT SYSTEM TO PROVIDE GROUT POSITIVE DRAIN TO GREASE. - - - - - SCH. 80 PVC 6" MIN 6" MIN DIA. INSPECTION TEE �� �'� DIA. SCH. 80 PVC INLET - TYPICAL 2 ,1 - " 5-TANDARD C.O. FRAME AND COVER. SET FRAME IN CEMENT. GROUT. -SCREW IN CAP JOINT SEALANT 1" DEEP 1/ STYROFOAM ALL AROUND CEMENT CONCRETE CLASS 5 (1-1/2) 6" DIA. C.O. (45- WYE) U 6 LIQUID LEVEL I I GROUT ( OUTLET NON -SHRINK 6" MIN. DIA. TEE - GROUT OR ELBOW 6 11 I I DIM "C" PRECAST CONCRETE VAULT SCH. 80 PVC 6" MIN- I COAT INTERIOR WITH COAL DIM TAR EPDXY. '�" SCH. 80 PVCDIM "D" E WATER DEPTH I 21 61$ NON -SHRINK _u GROUT V 0" 1' 0" ON=SHRINK.-GROUT ' SCOT ::..:.,.:.:.: AROUND BOTH SIDES 12" MIN. COMPACTED 2/3 LENGTH 1/3 LENGTH DEPTH PEA GRAVEL SECTION VIEW AA DIM "A" PRECAST CONCRETE TANK CLEAR ACCESS OPENINGS-7 NON -SHRINK A GROUT BOTH SIDES A ,n,_j SANITARY SEWER PRECAST DIVIDER PLAN VIEW SLOT BOTH SIDES BUILDING B GREASE TRAP SIZING CALCULATIONS: NUMBER OF MEALS WASTE FLOW RETENTION STORAGE LIQUID PER HOUR) X RATE X TIME X FACTOR = CAPACITY # OF MEALS 100 X 6 X 2.5 X 2 = 3,000 USE 3000 GALLON INTERCEPTOR UTILITY VAULT CO. MODEL NO. 712-GA (BUILDING B) (DESIGN CRITERIA UNIFORM PLUMBING CODE APPENDIX H) �� �� DIM A 1, �� DIM B �� �� DIM C �� �� DIM D WATER DEPTH DIM E 13'-1" 8'-0" 8'-7" 5'-0" 4'-7" BUILDING C GREASE TRAP SIZING CALCULATIONS: NUMBER OF MEALS WASTE FLOW RETENTION STORAGE LIQUID (PER HOUR) X RATE X TIME X FACTOR = CAPACITY I# OF MEALS 100 X 6 X 2.5 X 2 = 3,000 USE 3000 GALLON INTERCEPTOR UTILITY VAULT CO. MODEL NO. 712-GA (BUILDING C) (DESIGN CRITERIA UNIFORM PLUMBING CODE APPENDIX H) �� �� DIM A �� �� DIM B �� �� DIM C �� �� DIM D WATER DEPTH DIM E 13'-1" 8'-0" 8'-7" 5'-O" 4'-7" GREASE INTERCEPTOR DETAIL FOR BUILDING 'B' and 'C' NOT TO SCALE z IMON '� SPECIAL NOTES: o N SE '`;`� . 1. CONTACT OLYMPIC VIEW WATER DISTRICT FOR ALL SEWER INSPECTION AND WATER SERVICE INSPECTIONS (TO THE PROPERTY LINE) AND \ �''�, -- �• CONTACT THE CITY OF EDMONDS ENGINEERING DIVISION %~ .. SSMH" PIM=312.88 (425-771-0220, EXT. 1326) FOR WATER SERVICE INSPECTION FROM `` 00 SCI'IE�LE w ' m �o:mm� m SSMH ` ` IE 24 CNC E=303.2s THE PROPERTY LINE TO THE BUILDING. SSCO SSCC7 �C \\ �`:�, IF 24" CNC W=303.05 25 ` ��\ tom,`,, 2, ALL FIRE HYDRANTS SHALL HAVE 4" STORZ CONNECTION. FOU�JD CONC. MON. W/ NOT USED RIM=317.79 RIM=317.59 RIM=317.8 F. � c3 0 0 0 u u EX. FH � `�:` . \\ � � .:. �``\ BRASS1 IN CASE 3:6`.t IE=308.6 IE=314.22 IE=314.38 a 3. FIRE LINE AND SIZE AND SPRINKLER (/ ) 88cm MOM� a a a a a a a ^ S8CO#10 =4 O O O O O . �• SYSTEM SHALL BE DESIGNED BY POWER POLE RIM=317.61 RIM=318.38SCON w w w i�i w w `` `fit\ SPRINKLER DESIGNER. ` RIM=317.7 RIM=317.6 m fn to (/) to to to fn 1°:,€ W/LUM & UG IE=312.32 IE=314.0 mSm '• `t' !y`;O \ ` IE=312.4 IE=313.85 'Q 9 ��q�j �\ `. INSTALL: I 8SC0'�;i880006 .f`oy `� ` ~�,WMAP• EXISTING WATERMAIN II RIM=317.8 RIM=318.5cc f .� .� �• .� ,' 1-8 GAT VALVE (FLxMJ) _ 1 I IE=310.38 IE=312.3f FIELD VERIFY W . �` `` �� CONC. BUCKING I t I I lilt ( ) EX. ABANDONED WATER METER . "`;� ~ \ ` �� f / I i �1' /''� NEW 1-1 2" IRRIGATION ~` �` ~ 111 m m m m m m m m (`. ""`. `� ft�'� r' i i W W W W' i iii' O O O O O O O O METER FOR BLDG. C % '�`" °- a. t"f a.: a- �' >" INSTALL: 2'X10' \'f `''.. 1.� `�.� .\� ��,:�,, / � r-•.f � � ; ' .111 1-1 2" DOMESTIC METER UTILITY . ``�.�`'' ,ilk%~" ~�``wl w�'I w w i 111 a v F-- '��l rC[ EASEMENT . �' °` ., `. `r � z.., �; � cam• �- � II BY DISTRICT AND 2" :, ``�. ram./\ Q ,�' �f \ v3i 3 3 3 3 COPPER LINE BY \\� " �LJ W W m z. CONTRACTOR. % EX. W �``�..,i� \ `` t� \w �,;::,,\ I i; ca cw� c-'� i In' SSMH RIM=316.18 m m m m -� m>, zi z 1 t O O O N � N C.4 N '�� c I I z i z i II IE 24" CNC E=309.68 \\ \\ o o 0 INSTALL /� ` : \ ' " III in v�€ v, v> i II' _ rr�� f�, \ x ' '' - ;r; III IE 24" CNC W=309.63 ;; v1 �sR \ \ 1-8" TEE (MJxFL) � 0 0`, , ,rl .�, o�,i. \`\ �. �� „ � \ I,� � i (1 II ; -- 0 0 o . . 1-6 GATE VALVE (FLxMJ) " if / ' `� `� `ti \� �' CROSSW K iit O r- r- e- 00 f� ■� 30 LF 6 DI EXTENSION �'>;, 1-5-1/4 MVO FH ASSEMBLY Qom` ~ ! Q : =1 •`�� SSMH RIM=317.33 0o I� cc In it 1� N z° CONC. BLOCKING �6' •`� ��� " - �\ "� Lam- _ _ € o �' fi IELA2" CNC S=306.93 4" STORZ CONNECTION. ! `�% ?S)y� ` '`�,� '�:., �� y, �'�� Fes,,' „, -^ ` - +_`� �t IE ap " CNC W=306.86 / �. a' . q ., EXISTING IRRIG ON METE - € ., : co INSTALL ������:,.,.�"_ .�'R ` �'`� OR BLDG. B TO REMAIN _FH + 1-8 90' BEND;f�?9 ` • , _ CONC. BLOCKING / / .. ` i u 1 - �"��� _=_=_- -___�� _-__ -- _ •..._ ..... .......... � / !�, / ••�0' .�::: � `\',' ` .sly `"• ``' `•`• I `+��� '�.'�••., '.'` � � J ri. `x\ INSTALL: .. �•. ' �. \�- 6 DDCVA i.SINGLE WHITE RIPE _ Cj o SINGLE WHITE P 6 EE o.I...E......_ GATERV- 'S BLOCK}NG �+ „ - - = • _ ! i , -_� ____' INSTALL: // _ 1 8 90' BEND (MJ) '', ~`•, ` i _ • L .2a.:a 1. ! ] 1 ' SINGLE WHITE STRIPE ., t 1 '1 `co CONC. BLOCKING . Gt\� : f 1 E, ° $0 t;V•\ ;�I S35'56'3i SINGLEWHITE -._..,..... . a ,5`1, < °0 g' �• / '' �S3C0 .' `�„ Ex. IAR ' 16.62' ; ' WV . I D. INS. NEW HOSE BIB LOCATION 7` r ` 8U�%IINQ B i ~. - �� ` -�1 x, :. 93 J/ ♦ EL,ED) DRAIN' ` CROS.:;41 0 f-VlvtlG WILiII� C• " FF-318.0 INSTALL' -� FT-=.5 .: '. `\ 1-8 22-1 /2 BEND (MJ) �. � 0� /' �•,„ �. ~, ~ " I ; 1 , CONC. BLOCKING � �%�•'. �� : % ;� � � t•tS ••• ` �� I `I , UII • t f p. r• .•..• _ I III 1 1 11( NEW HOSE BIB LOCATION i ! •: ! - � ` •�� ;, :� r" j, , .�'' n I n I III , , I `: INSTALL: I i I r• - kr I l i s , u I• N , EW G I REASE :I EX. 15. EASEMENT / 10' WATER EASEMENT TOF- - Q , , f INTERCEPTOR VAULTr I ao fll i III; ��. OLYWIC VIEW WATER AND . cY / �� FOR D(. BLDG. B • a I Il' I I ; 111: SEWER DISTRICT. :. 0 �� ' UTILITY VAULT CO. N89'46'32"W 136.58' `+ WTERC E TOR VAULT LOCATION UTILITY VAULT COMPANY MODEL No. 712-GA PER DETAIL C C C c >c c C C C s APPROVED AS NOTED Y I INEERING Date: 7 Ng INSTALL: \\ j �� MODEL No. 712-GA Q ; o I 1 �' i t >r PER DETAIL la € O 1 IIt 1-8 x6 TEE MJxFL ;, :. �c� I �r I I1 (� I;1' INSTALL• 1-6" GATE VALVE (FLxMJ) ° ' • ' +• - 10111 I I I T- 1 „� 1-8 x6 - TEE MJxFL) CONC. BLOCKING INSTALL: I cv 1� I I I I 1 I I 1-8" GATE VALVE (FLxMJ) 4 1-1/2" DOMESTIC c;;I f I; '. ; I'y 5 LF 6" DI EXTENSION `` .. ° >' •. ♦ 1. :: " 1 V• III 1 I 1I i 1 I11f " MVO 0 " " BY DISTRICT AND 2 "I # �I�' CONC. BLOCK BLOCKING ASSEMBLY 7� 55 LF 6 6 SS 0 2.0% • . COPPER LINE BY f . 4" C. B CONNECTION PVC SDR 35 • ' " " EX. SSCO D CONTRACTOR. € f ; III' ® 2.71 % �� / "` CO 1 I F j 1; i i 23 LF 6" PVC SDR-35 W ` a i " ° tt,• •„ • �, _ 1 t , l i € UI I SS ®2.A% ! MIN. 0 CONNECT TO EX 12" SS 0 W O 1.- V w ,o X < co v O Im W W �•� j 04 cc .. 0 Lm 0 NEW HOSE f 2 x �, _ 1.........:. 1 1'1 IE=308.0 6 W. BIB LOCATION I SS ®2.0% MIN. SSC60 0 2.0% MIN. I i 01) \NE �� \ 16 LF 6" PVC SDR-35 3 �� E , j I I`�� - - < o ......... ti... .. .. - - 1 A LF 6" �' IN 38 LF 8 D Z � � I �.H • � 8A E MJ ' �.• g N ' � \.. •�e_ f�� \SS 0 2.0% M %? I ' 11,.� •c PVC 0 2.0�' / •.....•.-•.-- ................ �-_0QN BUCKING � 77 !{/r� 7 LF 6" PVC SDR-35 SS 0 2.0% MIN. .•. I INSTALL: INSTALL• t: 1-8 TEE MJxFL) 1-8 45 BEND MJxFL ;• a' 1-8" GATELi/ALVE (FLxMJ) 1-8" 22-1/2' BEND (FLxMJ) -' 38 LF 6" DI EXTENSION CONC. BLOCKING 1-5-1/4" MVO FH ASSEMBLY b CONC. BLOCKING •. 4" STORZ CONNECTION NEW BULDNO 'A' . ' FF-=.5 85 LF 6" PVC ° i.•- -_ - - _ __ - --- - N8.9'46'32"W 332.50' ........ _ -.... ., I.........1 -...� 4 , :.... i i 1 a•--:., i it I I • -�--- --11---------°� III: EX. WATER METER 3 I TO BE USED AS IRRIGATION o I r ; I I fI METER FOR BUILDING 'A'. -- - 1 f� {I i t INSTALL APPROVED BACKFLOW i i A PREVENTOR PRIOR TO CONNECTION 1 9' '6'32"E I TO IRRIGATION SERVICE LINE. f I 2;60' ;; c INSTALL: : • 1 I, ' II NEW SSCO OVER EX. 6 ° •w I I, 'L ` 1 1'I..s STUB ............. ...... .......... ........'.,.... r; sl III; EX. 6."-_SIDE SEWER FIELD . i f............... LOCATE PRIOR TO CONSTRUCTK ICE € 1 Jill TO VERIFY DEPTH. INSTALL: I <.. __....., •t 1 1-1/2" DOMESTIC METER 0000 0 1 I III BY DISTRICT AND 2" COPPER LINE BY 11 1 CONTRACTOR. I I ' i lti SSMH RIM=317.62 lk�l'' IE 12" CNC N=308.02 "" IE 12" CNC S=308.07 41 Kb .� :I I i ii l EX. FIRE HYDRANT bd 1r INSTALL.• .. . ETTAP EX STI G ATERMAIN 1-8" GATE VALVE (FLxMJ). ' ` CONC. BLOCKING 11 i �{ I i s 1 "I SSMH RIM=317.58 11 € I 111 IE 10" CNC N=312.53 I IE 10" CNC S=312.60 1 1 1 f INSTALL: 1-8 TEE FL 2-8" GATE VALVES (FLxMJ) 1-8"x6" REDUCER (FL) 1-6" GATE VALVE (FLxMJ) 29 LF 6" DI EXTENSION 1-5-1/4" MVO FH ASSEMBLY CONC. BLOCKING = i 0 ZI O �I N O `t 2 o O` i �. Q Q N w tv X 0 3 .O = W o _Z } O LIJ a d In X Z LL z w 00 LIJO N 0000 ( o 0 Z z C) (0 00 ZE Z C)Z w w o N Q I I w N � � 0 z N . .N. w T i z u) u o 00 W dN 5: E 'O o j N� SS v, -�` Ix Lu m PLC SApR ��► �SJ� 1�,F W A sIl 0 C0 a N O 0) 00 24661 �O �� (00 AL LT EXPIRES 6 11 /04 7 V �; CLOW MEDALLION, M & H 929 RELIANT, WATEROUS B-62-B OR MUELLER CENTURION. 5 1 /4" MVO, BREAK -AWAY FLANGE, 4" STORZ ADAPTER, 2 COATS / FARWEST ENAMEL - CAT YELLOW. 3'x3'x6" CONCRETE PAD 10 MIL, PLASTIC BETWEEN HYDRANT. BLOCKING AND OVER WASHED ROCK 1/4 C.Y. 1-1/2- WASHED ROCK 10 MIL PLASTIC CONCRETE BLOCKING, POUR IN PLACE. MAINTAIN CLEARANCE FOR DRAIN PORT. 4"x4"x8"BRICK UNDISTURBED EARTH, TYPICAL - IA. SHACKLE OATS RODS TAR OR 2 C ASPHALT PAINT, OR MEGALUGS. 4" MIN. r 1' MAX. ,�1� _ OLYMPIC VIEW WATER AND SEWER DISTRICT A%%V4fAev416141s 12/20/01 RICE VALVE BOX, CAST IRON SLIDE EXTENSION ALIGN VALVE BOX EARS ALONG VALVE AXIS BLUE.DOUBLE-SIDED RAYOUTE MARKER PLACE OFF CENTER OF ROAD TOWARDS HYD. 6" AWWA C509 RESILIENT SEAT GATE VALVE NON RISING STEM, "0" RING SEALS, FL x MJ 6" FLANGED TEE CONCRETE BLOCKING PER SCHEDULE 10 MIL PLASTIC BET. BLOCK & TEE oa 0 �4" x 4" x 8" BRICK 6" D.I. PIPE. CLASS 52, CEMENT LINED, 3'-0" MIN. LENGTH REQUIRED 2" METER SETTER WITH 1" BY-PASS FORD MODEL VFH 77-15Bx17 OR EQUAL METER BY DISTRICT FINISHED GRADE DIRE HYDRANT ASSEMBLY DETAIL . RESIDENCE CLEANOUT WITH 459 BEND AND CAP CLEANDUT (WYE WITH CAP AND LOCKING LAMPHOLE Cl 12'+/- TIGHT CAP z w m In z LOC}CING LAMPHOLE COVER SEWER CLEANOUT DETAILS NTS TO CHART PRE -ASSEMBLED, STATE APPROVED BALL VALVE DOUBLE DETECTOR CHECK VALVE ASSEMBLY m $ G ra F1 SENSUS SRII W/TRPL JWCm v Y REMOTE READ ON AO LEAF LID (MODEL -LW. LATCH- TYPE D) LADDER PER APWA STD PLAN41 VAULT SIZES METER SIZE AND TYPE APPROXIMATE EQUIP DIMENSIONS INSIDE VAULT DIMENSIONS IXCLUDES S1ME5E CONNECTION) ALTERNA7E UTILITY VAULT NO. A 8 C D LM,M VAUM I HEIGHT • • 4 X 3/4 , r 2 -9 , r 1 -i , r 0 -8 . r 4 -3 , r 8 -6 , r .4 -2 . • 4 -0 6" X 3/4" 3'-9" V-2- 0-1 W-6" 8-1 4'-4' 6'-2" 8' X 3/4" 4'-5" 1'-4" 0'1 8'-4' 10'-6" 5'-0" 6'-2' 10" X i" 8'-0" 1'-8" 0'-i 1' 8'1 12'-0" 5'-0' 8'-2' GENERAL NOTES: 1. SPRINKLER CONTRACTORS LIKE TO ADD 4" OUTLET TEE DOWN STREAM FOR FIRE DEPT. CONNECTION. 2. ACCESSES BY L.W. HATCH: TYPE "D" ( H-10 PEDESTRIAN LOAD; HD-10 TRAFFIC LOAD) FOG TITS NO. 2 METER BOX •'" W/ CONC. LID & INSPECTION PLATE OR 17x30 PLASTIC BOX ` W/ READING COVER. (STEEL LID REQUIRED IN PAVEMENT) 2" DOUBLE STRAP SADDLE AND 2" CORP STOP AT N I L �4? 2" TYPE 'V COPPER Jz."3: ..r►•.�IL HED GRADE CENTER METER IN - BOX, VERTICALLY AND HORIZONTALLY. �tv METER AND SETTER TO BE CENTERED VERTICALLY & HORIZONTALLY IN BOX. E B .w- 'I'�'� D ____ACONNECT TO SERVICE PIPE. A "' FOR GALV. PIPE, THREAD EXISTING 30' MAX. PIPE & CONNECT WITH A STRAIGHT COUPLING I.E. MUELLER H-15451 OR - APPROVED EQUAL. FOR COPPER OR PLASTIC TUBING, CONNECT WITH A 3 PART UNION, I.E. MUELLER H-15400 SADDLE & COPPER SETTER OR APPROVED EQUALCORP. SERVICE FOR SIDE BY SIDE INSTALLATIONS, 1'-0" SEPARATION BETWEEN CORPS 17 DESCRIP�N AND OFFSET BY 5 DEGREES. A. SERVICE $ADDLE, MUELLER IRON W/ SINGLE STRAP AND 1" C.C. THREAD. STAINLESS STEEL STRAP REQUIRED ON PLASTIC MAINS. B. CORPORATION STOP, 1" MUELLER NO. H-15000 OR APPROVED EQUAL. C. 1" COPPER TUBING, TYPE "K" D. ;Y4" COPPER SETTER W/ LOCKING STOP, HORIZONTAL INLET & OUTLET, AND ANGLE CHECK VALVE E. METER BOX, CONCRETE W/ TRAFFIC LID IN PAVED - AREAS (FQQTITE #1-D), STANDARD LID IN LAWNS, (FOGTITE #1) REUSE EXISTING BOXES UNLESS NEW METER BOXES ARE INDICATED ON PLANS. 4'4BOTHF. 1" COMP, x " MIP MUELLER OR EQUAL J SIDES S = METER SIZE WATER METER SERVICE CONNECTIONDETAIL ILE LEAF TRAFFIC BEARING LID DRAIN SLOTS LATCH -TYPE D . r• SIMESE CONNECTION (AS REQ'D BY FIRE D DRAIN OR CB) LADDER- A.P.W.A. STD (PLAN #41) - SHALL BE FLUSH WITH TOP OF ENTRY IL _ r 18' DOUBLE CHECK VALVES MIN. I U.L APPROVED O.S.Y. -FLOWS I II l 28P�DLES#5OR EQUAL COMMERICAL DOUBLE DETECTOR CHECK ASSEMBLY (PROFILE) NTS 4" OR 6" CONC RISERS (MAX HGT- 20-) GROUT AND PROVIDE , SMOOTH FINISH INSIDE :r POLYPROPYLENE SAFETY STEP 12" O.C. (TYP) 4 4 '4•• NOTE: 1. LOCATE MH LID OUTSIDE THE WHEEL PATH OF THE TRAVEL LANE. 2. BASE REINFORCING SHALL , BE #4 REBAR AT 12" O.C. BOTH WAYS. 3. LARGER MH TO BE r REVIEWED ON A CASE BY • •;' ' BY CASE BASIS USING APWA STANDARDS. AA.-- •• 4. 4. JOINTS SHALL BE RUBBER GASKETED ONLY. MH PER W.S.D.O.T. APWA STANDARD PLAN B-23o. REBAR MIN 2" C OLYMPIC FDRY 10" FLR. DRAIN #52 OR EQUAL 6" -5/8" MINUS CSTC COMPACTED WASHED DRAIN ROCK TO 95X DENSITY 25" LOCKING LID WITH THE WORD "SEWER" ON IT ECCENTRIC PRECAST CONE 4. PRECAST SECTIONS 4" MIN. THICKNESS or 54" ' CONSTRUCT CHANNEL SHELF 6" MIN_ r.. TEMPORARY - TEST BLOCKING 2. ALL Ccti ONSTRUCTION SHALL BE IN ACCORDANCE WITH THE OLYMPIC VIEW WATER AND 0 O 0 SEWER DISTRICT STANDARD SPECIFICATIONS. m O 0 Oct 3. LOCATIONS OF EXISTING UTILITIES SHOWN IS APPROXIMATE. EXISTING UTILITIES SHALL BE w O O FILED LOCATED BY RESPECTIVE UTILITY COMPANIES PRIOR TO CONSTRUCTION. U ...i O ° _ O O . '� e. 4. CONTRACTOR SHALL FIELD VERIFY ALL CONNECTIONS TO EXISTING PIPES FOR PROPER FITTINGS AND DEPTH. mIr w OR OR L 25 z }z. z* F- CLAN Z D: 5. CONTRACTOR SHALL NOTIFY ALL AFFECTED UTILITIES 24 HOURS PRIOR TO CONSTRUCTION. 3:c7 U v v RESILIENT SEAT TAPPING 6. HORIZONTAL AND VERTICAL DATUM ARE TAKEN FROM THE PLAN PREPARED BY BARGHAUSEN or o` o= o w w aW w w w w GATE VALVE (FLxMJ) TAPPING TEE CONSULTING ENGINEERS, DATED 7/26/01. o- (L o- o- a n. IL ROMAC MODEL FTS 420 0 p W/ FUSION EPDXY COATED 7. ALL ADAPTERS ARE TO BE CAST IRON FITTINGS. NO ROMAC COUPLINGS ALLOWED. m m ccn uwi cn in N cn m �IIx�crat i �t� 10 MIL PLASTIC m a o= m cr at o= GENERAL NOTES -SEWER: 1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH OLYMPIC VIEW WATER AND SEWER ^ THRUST BLOCKING PER SCHEDULE. DISTRICT CONTRACT SPECIFICATIONS. 10 MIL PLASTIC BETWEEN TEE ° AND BLOCKING. 2• WHERE THE WATER MAIN INSTALLATION CROSSES OVER SANITARY SEWERS, THE MINIMUM m m m m m m m m ° . '• VERTICAL SEPARATION SHALL BE 18 INCHES, OR CONSTRUCTION SHALL BE IN ACCORDANCE o o c o o o c d WITH D.O.E. CRITERIA FOR SEWAGE WORKS DESIGN (SEE DETAILS). ° 3. VERTICAL AND HORIZONTAL DATUM ARE TAKEN FROM THE SITE AND GRADING PLANS FOR a „� BARTEL DRUG, DATED 7/26/01, PREPARED BY BARGHAUSEN CONSULTING ENGINEERS. 4" x 4" x 8" BRICK UNDISTURBED SOIL, TYPICAL 4. ALL SIDE SEWER TEES SHALL BE FIELD LOCATED. m' m m m m -5 5 m� VATION 5. CONTRACTOR SHALL FIELD VERIFY CONNECTION TO EXISTING PIPE FOR PROPER AS -BUILT M N N N Nn O o 0 �\ ELEVATION PRIOR TO CONSTRUCTION OF MANHOLE OVER LINE. O ON00tC Vp � p ■■ ET-T A P CONNECTION N �o �� 6. ---6-INCH SIDE SEWER OKAY UP TO 10 UNITS. 8 INCHES REQUIRED FOR MORE THAN 10 c °i °f CD �` • UNITS. SECURE SIDE SEWER PERMITS FROM DISTRICT PRIOR TO INSTALLING SIDE SEWERS. t-• co t` to In d' n N .- d APPROVED BACKFLOW z PREVENTION ASSEMBLY, FEBCO MODEL FOR 11Y4' TYPE Am BLOCKING AL BENDS 825Y, 2" OR APPROVED EQUAL HORIZONTAL BLOCKING HYDRANT NEW 7- WATER MAIN -'- HYDRANT ` ' 4 TURNBUCKLES- �QO•] 2 1/2" SUPPLY HOSE LENGTH AS REQUIRED TEMPORARY CAP OR PLUG NEW HYDRANI WATER MAIN FLUSHING / DISCHARGE ALTERNATIVES -•� OR PLUG TEST BLOCKING WATER MAIN FILLING DETAIL NOTES: NEW SECTIONS OF WATER MAIN THAT ARE INSTALLED WHEN EXPANDING A DISTRIBUTION SYSTEM MUST BE SEPARATED FROM THE EXISTING SYSTEM. UNTIL SATISFACTORY FLUSHING. DISINFECTION AND BACTERIOLOGICAL SAMPLING HAS BEEN COMPLETED, THE NEW WATER MAIN MUST BE CONSIDERED CONTAMINATED. IN ADDITION, THE CHLORINE CONCENTRATION USED FOR DISINFECTION PROCEDURES (MINIMUM 25 mg/1) MAKES WATER NON -POTABLE. AN APPROVED BACKFLOW PREVENTION ASSEMBLY MUST BE USED ON THE SUPPLYING WATER LINE WHEN FILLING THE NEW WATER MAIN DURING DISINFECTION AND FLUSHING. THE BACKFLOW PREVENTION ASSEMBLY.AND SUPPLY PIPING MUST BE REMOVED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN. AFTER SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED FROM THE NEW WATER MAIN, SECTIONS OF CONNECTING PIPE MUST BE INSTALLED BETWEEN IT AND THE EXISTING SYSTEM. BEFORE INSTALLATION, THE INTERIORS OF ALL PIPE AND FITTINGS USED TO MAKE THE CONNEC11ON MUST BE SWABBED OR SPRAYED WITH A 17a AVAILABLE CHLORINE SOLUTION. (FOR FUTURE DEVELOPMENT) PLACE 2X4 AT END OF SIDE SEWER STUB AND CUT 10 LENGTH TO INSURE 3 FEET EXTENDS ABOVE GRADE. PAIN' TOP 18 INCHES WHITE. IN 3 INCH HIGH LETTERS STENCIL THE NUMBER OF EVEN FEET FROM GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE TO BE DOUBLE WRAPPED AROUND PIPE AND 2X4 STAKE AT OR ABOVE FINISHED GRADE. LOCKING LAMPHOLE COVER TO BE PLACED AT FINISHED GRADE (SEE STD SEWER CLEANOUT DETAIL) z 6" WYE AND 45* BEND an 6" LATERAL SEWER LINE 6" TEE SLOPE- 2% MIN. TO 50% MAX POSSIBLE SEWER MAIN LOCATION RUBBER JOINT BISCUIT PLUG OR OTHER APPROVED WATERTIGHT PLUG NOTE: 1. WHEN TAPPING INTO EXISTING MAIN AN INSERTA-TEE SHALL BE USED. 22.5* OR PLACEMENT OF TEE SHALL DEPEND 45* BEND ON DEPTH OF SEWER MAIN. AS A MINIMUM, THE TEE SHALL BE PLACED AT A 45 DEGREE ANGLE. 2. IF CONNECTING SIDE SEWER TO EXIST CONCRETE LATERAL, A CONCRETE/PVC ADAPTER SHALL BE USED AND SECURED PER MFGR'S INSTRUCTIONS. COMMERICAL DOUBLE DETECTOR CHECK ASSEMBLY (PLAN) TYPE I MH (SANITARY) TYPICAL SIDE SEWER NTS NTS NTS I • 1 ------------- 102rrvv4evl4 e o' ♦fffffffffffffff• �fffffffffffffff� ♦fffffffffffffff ' �ffffffffffffffff ♦fffffffffffffff• �ffffffffffffffff • ifi♦ififififififififffifififififi ♦fffffflfffffff� �• �ffffffffffffff�.i ♦fffffffffffff'�f . .. �ffffffffffff�lff ♦fffffffffff�fff �ffffjfjfffjfffffjfffffi� �f�ffff� �fffffffffffffffffffffffffffffff� - ifffffffffffffff� ♦fffffffffffffff• . ifffffffffffffff� ►fffffffffffffffffffffffffffffffi !fffffffffffffffffffififififififi • -41• NOTE: REFER TO CITY OF EDMONDS MODIFICATION TO THE STANDARD SPECIFICATIONS FOR TYPE AND GRADATION. POSSIBLE SEWER MAIN LOCATION TABLE 1: MAX TRENCH PATCH PAY WIDTH TRENCH DEPTH PAY WIDTH 1'-4' 40" 4'-10' 60" 10'-20' 72" TYPICAL TRENCH SECTION NTS 2" I.P. THREAD 6" 4 TURNBU THREAD 6 Pipe DIA BEARING AREA OF BLOCK SQ.FT. TEES & 90, 45' 22-1/2' IN, ENDS ENDS ENDS ENDS 6' 4 4 2 1 e" 7 6 4 2 10" 11 10 6 3 12" 16 14 9 5 S I 1:1`.: CONC:::::..: . I--r- S-- -1 PAINT SHACKLE RODS WITH 2 COATS OF COAL TAR OR ASPHALT PAINT TYPE "B" BLOCKING FOR 45' VERTICAL BENDS S :CI:A' ..:5:' ....:. :1:1 " : pN:C::::. ;::•: S PAINT SHACKLE RODS WITH NOTES 2 COATS OF COAL TAR OR ALL BLOCKING SHALL BE POURED AGAINST FIRM UNDISTURBED SOIL ASPHALT PAINT BEARING AREA AT FITTINGS NOT GIVEN IN BEARING TABLE SHALL BE AS DIRECTED BY THE ENGINEER. WHEN POURING AGAINST PLU nY. A A M .r. a.. 0 GS AND BLIND FLANGES SET STEEL v METER BOX LID AGAINST FITTING TO KEEP CONCRETE OFF BOLTS n o LAYOUT TO BE APPROVED BY DISTRICT PRIOR TO CONCRETE POUR. cn c z > z THRUST SLOCKIN43 3" MIN DEPTH CL 'B' AC TRENCH PATCH BACKFILL MATERIAL (SEE NOTE BELOW) oI v ° TYPE "A" BLOCKING M o FOR 11 Y4' - 22LI - 30' VERTICAL BENDS c m a m N 0 a o 300 S D L cn X w x V w u) c z a: o z x cn 0 z 1 U) mW 0 0 00 w� w� w- Jw DO frcn V-Qw'1- n cN-n�' cr as ¢0 m LAW ��m ou rn o III U ' w OU Z = C4 C dQ� OQ w z w 2 Q - oV Z 5:io=zL0 wp w it U) ° 0' 4 300 11 Y4 8 2.0 � 1.5 W -.A. 22A 11 2.2 2.0 z Q z to 30 17 2.6 Ld N LI. m r%i 6 300 11 V4 11 2.2 % 2.0 `� O N ONO z 22L'i 25 2.9 p 00 N > o 30 41 . 3.5 N o) to 00 w W 8 300 11144 16 2.5 cis 2.0 `V 2211 47 3.6 LO w o 30 70 4.1 4'4 2.5 > 10-12 250 11 Y4 32 3.2 % 2.0 00 Y v v V 22L'z 88 4.5 gib 3.0 l_ 30 132 5.1 _ a 16 225 11 Y4 70 4.1 gib 3.0 O 2216 184 5.7 1 Y6 4.0 30 275 6.5 1Y4 N v� 1$-20 200 11 Y4 91 4.5 gib y 3.0 221111 225 6.1 1 V4 4.0 Z 30 330 6.9 146 4.5 %; : >,.::... W (0 «;; 24 200 11 Y4 128 5.0 1 3.5 2 a 22111 320 6.8 146 4.5 [> % �� n �� 30 480 7.9 1�6 5.5 PO SAQ� �► �Jv WAS111 co o TYPE "B" BLOCKING FOR 45' VERTICAL BENDS N O 4�D 300 45 30 3.1 41; 2.0 L i a� N 8 123 5.0 �p� 24661R�p �4� m ... o 16 225 478 7.8 1 % 4.0 �s`r�ONA LT � E��'\� n O � d" i 20 200 580 8.2 11/4 24 820 9.4 146 4.5 [. EXPIRES 6/11 /04 GRADING AND DRAINAGE PLAN NOTES . CITY OF EDMONDS 1. ALL WORK AND MATERIALS SHALL BE IN COMPLETE ACCORDANCE WITH STANDARDS AND SPECIFICATIONS OF THE CITY OF EDMONDS AND THE APWA'STANDARDS AND SPECIFICATIONS (2002). 2. THE CONTRACTOR SHALL KEEP TWO SETS OF APPROVED PLANS ON SITE AT ALL TIMES FOR RECORDING AS -BUILT INFORMATION; ONE SET SHALL BE SUBMITTED TO BARGHAUSEN . CONSULTING ENGINEERS, INC., AT COMPLETION OF CONSTRUCTION. 3. PRIOR TO ANY SITE WORK PERTAINING TO DRAINAGE, THE CONTRACTOR SHALL CONTACT THE EDMONDS PUBLIC WORKS DEPARTMENT TO SET UP SCHEDULING. 4. GRADING OUTSIDE OF THE CITY RIGHT-OF-WAY MUST COMPLY WITH CHAPTER 70 OF THE UNIFORM BUILDING CODE. . 5. ALL PIPE SHALL BE INSTALLED ED WITH BEDDING IN ACCORDANCE WITH CITY OF EDMONDS STANDARDS. I 6. BACKFIH TRENCH OF PIPES IN LIFTS OF 6 INCHES TO 8 INCHES AND COMPACT TO 95 PERCENT MAXIMUM DENSITY (ASTM D-1557) UNDER ROADWAYS AND 90 PERCENT MAXIMUM DENSITY (ASTM D-1557) OFF ROADWAYS. 7. ALL BUILDING DOWNSPOUTS SHAH BE CONNECTED TO THE STORM DRAINAGE SYSTEM. ALL FOOTING DRAIN SHALL BE CONNECTED. 8. - ALL STORM PIPE AND FITTINGS DESIGNATED AS PVC SHALL BE POLYVINYL CHLORIDE (SDR-35) WITH RUBBER GASKETS CONFORMING TO ASTM D-3034-73. 9. INSTALL TEMPORARY CATCH BASIN SEDIMENT TRAPS ON ALL EXISTING OR NEW CATCH . BASINS ON SITE DURING CONSTRUCTION. 10. ALL SPOT ELEVATIONS SHOWN ON THE PLAN ARE TO TOP OF PAVEMENT UNLESS OTHERWISE NOTED. . 11. IF ANY UNKNOWN SUBSURFACE STRUCTURES ARE ENCOUNTERED DURING CONSTRUCTION, THEY SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE OWNER'S ENGINEER PRIOR TO PROCEEDING. 12. THE CONTRACTOR SHAH BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING UTILITIES TO REMAIN IN USE WITHIN THE CONSTRUCTION AREA WHETHER SHOWN OR NOT SHOWN ON THE PLANS. 13. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR TO PROTECT ADJACENT PROPERTIES, PUBLIC AND PRIVATE, AT ALL TIMES DURING CONSTRUCTION. 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IMPORTING MD/OR EXPORTING ALL MATERIAL . AS REQUIRED TO PROPERLY GRADE THE SITE TO THE FINISHED ELEVATIONS SHOWN HEREON IN ACCORDANCE WITH THE APPROVED PLANS, SPECIFICATIONS AND THE SOILS ENGINEER'S RECOMMENDATIONS. 15. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING 1707HE APPROVED . PLANS WHICH ARE ON FILE IN THE ENGINEERING DIVISION DEPARTMENT. MY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE CITY ENGINEER. 16. ALL "ENGINEERED FILLS" SHALL BE COMPACTED TO 95 PERCENT MAXIMUM DENSITY (ASTM D-1557). ALL IMPORTED FILL MATERIAL SHALL BE BANK RUN GRAVEL, CLASS "B." THE EMBANKMENTS SHALL BE CONSTRUCTED IN SUCCESSIVE HORIZONTAL LAYERS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS WHICH INCLUDES FILL IN CULVERT AREAS. 17. THE FACES OF CUT AND FILL SLOPES SHALL BE PREPARED AND MAINTAINED TO CONTROL AGAINST EROSION. THIS CONTROL MAY CONSIST OF EFFECTIVE PLANTING. THE PROTECTION FOR THE SLOPES SHALL BE INSTALLED AS SOON AS PRACTICABLE. WHERE CUT SLOPES ARE NOT SUBJECT TO EROSION DUE TO THE EROSION -RESISTANT CHARACTER OF THE MATERIALS, SUCH PROTECTION MAY BE OMITTED. 18. CONSTRUCT DRAINAGE SWALES TO DRAIN BACK, SIDES AND FRONTS OF ALL BUILDINGS AS NECESSARY, 2.0 PERCENT MINIMUM SLOPE. 19. CONSTRUCTION OF DEWATERING (GROUNDWATER) SYSTEM SHALL BE IN ACCORDANCE WITH THE APWA STANDARD SPECIFICATION, SECTION 61-3.02, 1 - , 20. CONTRACTOR SHALL ASSURE THAT ALL EXISTING STORM DRAINAGE STRUCTURES RECEIVING RUNOFF FROM THE SITE HAVE NOT BEEN IMPACTED BY CONSTRUCTION ACTIVITY. VARIES . `1 <>_ � RADIUS VAPIES ',�, U "I >. TYPE 2 CURB RAMP 4 5' LONG RAMP 1AIN. w (BEEF DETAIL E-215..) '--,, .. I . I SIDEWALK � 4I . I : A ou .e ., .. .,�.. , , , t­ , , � . - � I . I . e, ._.�. - ­. ; - ! -, r� �� " ­.. LACE I' WIDE TACTILE A ,, BEHIND START OF RAMP O - CONCRETE CURB AND GUTTER EXISTING CURBING) 9.TO MATCH EXISTING CURBING) SHALL EXTEND TO END OF RADIUS. EXTRUDED CURB SHALL STAKT' AT END OF RADIUS �'R T ANSITION SLOPE SHALL BE 1-10 (TYP) CURD , 51 LONG RAMP MIN, DETAIL E-2.14) I r-- / / EXNN BETWEEN C/G AND HIGH TRAFFIC LOAD GUTTER, ;IF VING AND C/G ARE NOT POURED AS ONE UNIT :: . FOR HIG14.TRAFFIC A NIT- Ir WIDTH OF OPENING EXCEEDS 15'. .. . " _' .: - . . ..r) , ­D *, I - .., -*'r-*,-.'..',-N S. , _., . okm , I * RF-VISIONS . � ­­ STANDARD D E-17A I.L I I I I WITO BY I � DAW ---- - . - j I n= H)GH TRAFFM LOAD DRrVEWAY ACM (WITH WNCHM DRIVEWAY APPROACM �.__� . : DATE 7/Z4/01 1 w4a NTS -------"ff No. E12?,l STRAP TO ORIFICE OPENING 2-1/16" DIA. .gel � , � SECTIONS NOTES AND DETAIL ", 7 %= �` APPROX. PROPOSED GRADE OVER VAULT . .. .. . . . , . . . v . . 4 , . - . 'ad . : 1* A..� . . . . . . . 4 . : A'. 4". -7. , . . I . . - ... . .. . ..4 . I w TOP OF RISER AND MAX. WATER SURFACE __71 " EL.=314.82 6" ELBOW IE=313.39 :li I ORIFICE OPENING = 3-1/16ffl-A. = VAULT BOTTOM EL=308.39 , I - .. . , .. ! . . . . . -, . . 41..1 . = . - . .4 , I a. . . CV . . . . . 4 , , , - - 4.. - . 4 . . - 4. ..., * I .4 4 4 .. 4 . . 1. . 4- : - . . . . [Q . 1 4' . VAULT RISER DETAIL SCALE: 1 "=2* 2" (MIN.) COMPACTED CL "B" ASPHALT CONCRETE PAVEMENT . WITH 3/8" MAX. AGGREGATE 6" (MIN.) COMPACTED DEPTH CRUSHED SURFACING (5/8" MINUS) 7 0 " utavv 6 0 -e - 6' 0 - - -cuy C6 llic; - 0 0 000 000 09,0 C) C> 0 u 000 0 00 00 0 204010 1,000 0 n " ") non -on 00-040 * ,__ . ­�. r�� . . . . ,_,� t=n . . . . ,-- . COMPACT SUBGRADE TO A DENSITY i REQUIRED BY SOIL ENGINEER RECOMMENDATION TYPICAL AS PAVING SECTION NOT TO SCALE 3" COMPACTED DEPTH - CLASS 'B' A.C. PAVEMENT 6" COMPACTED DEPTH CRUSHEDROCK BASE COURSE I, A DETENTION VAULT PLAN SCALE: 1 "=5' w E . . M Q - 2 2 2 2 2 W5 > U) 0 w 2 W ce cr. M at W t2 9 ce I0 0 0 Q ci u 0 a ffi ffi ,t ffi ffi ffi !CLffi � - CL 0- aw. a. IL CL =) In w 0 w 0ca wl a a m I cn 3 (n to cn In cn cn E 2i 2i E E W5 !Q ck: w ce 0: W w ce - A I I mmmmmmmm �d �d �d -%z _%4 54 �lc Ne L: 0. 0 0 oomno 0 Qq -_ I Bc UM, m ::� Bt =1 :� 9 am-- - -. -) M - I ­j � M� "' !� %" 28 -84-- 8 t" �,8,,, *8 ** - F-� � tf)04 18-0, 'o " co- 4, , 0) 4 Q ,- Z %'.. 2 a C3 . . 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MON.w• i W .\\ IE 78� CNC W=293.47 -' `�'\• IE 42 CNC NE=294.22 `\�\N SE xh10 IE 42" CNC E=293.52 EXISTING CONCRETE ` \. x EXISTING WATER �� '.� \� f SSMH"RIM=312.88 EXISTING GAS �� \SSMH •`,.� IE 24 CNC E=303.28 + IE 24 CNC W=303.05 %;,t�"�ti - �25 FOUND CONC. MON. W/ EXISTING SANITARY SEWER ``` BRASSY IN CASE EX. FH �� 3:12 (7/01) EXISTING STORM DRAIN CALL BEFORE YOU DIGS 0'��"���-f EXISTING SPOT ELEVATION ,y �OWER POLE /UM & UG EXISTING POWER LINE L 1-800-424-5555 ��,� � \ W .,roc �` EXISTING POWER SYMBOL CB Dill III ,L•.y " - \� - . J -314.10 ti h r �`� IE 12" CMP NE=309.92 POWER POLE %z '" ti a?3. ;: { " EXISTING TREES •\ -:� - R F`~ , '``l' { r' IE 42 CNC E=295.48 I I �'T III, CLEARING LIMITS W/LUM & TF � , .� ��` `�. � � � `'` `�`�`�.•,�`� � J r� IE 42" CNC W=295.45 i i � ,� is--. TRUCK ROUTE SIGN V}(la`3` 5 USED CB RIM=313.47 �a .'�;. 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D✓i X I D.• ; ~'`` ~~\` " t I 1 �RAFFIC SIGNAL SSMH" RIM=317.33 `" 0'1"�� FOR B°05°� o ,'� IE 2 CNC S=306.93 v \ \ j o o `� l k a .g " IR t69 ON x ~" - .. M - f ' 4, .I1-BOX •� �h? f ;) \`ti `�� " `~'REMAIN �" `'' IE o "CNC W=306.86 / /GRAVEL CONE - / STRUCTURE OVER _ _ SILT FENCE ALONGN, / EX. PVC PIPE. /; ' J E, ter- `� xh�a:;,>,?��ti ti o �•` �: ~�'� ;`�_ ~ F,,, �`'�'��; =� 1 X -= f= ==== � __��� t.. PERIMETER WHERE / f �� \ 3, fi..... aZ ~ - - GLE WHITE IPE ~ �� SHOWN PER DETAIL / EX. 61UILD� �.3 % / Il / x� a ` `. r :. , rrrg4 ••-_ ; ,\ "�1 ' ' :'X ' r SHEET C7. / / ,°'€^% �� - ,'�': ; -.. _ - f- ! d �:1 m CB RIM=316.67 �10,� / TO BE DEMOLISHED 1�54 •1 ,! ' �` AU-° 10. h\x�' - y�" _ �` ~ - 6^ °6 _bt IE 42 CMP W=299.02 `Lr ND t� ��o�' ` ' ^ ~ `� ` `, _,too , ` CB~ RIM318: ~ _- `~ 1 OGLE WHITE 6-T IPE y1�' IE 4 299.07 /€b / TOP EL=3 �`O' --- "Y�~ �isrl/1�1 x^'a NC S =308.5� 2 CMP E_ �� � f'' 7 ? • POND BOTTOM=31n\6 Ex. � _ .� ! IE per• oox MIN. SURFACE AREA=620 S __ `�``',� ,� �E 12" C13 . = 14.6 £ ' ; , h=---------- ---- �`� t ° h , ,��� - „_ �•� j �1' xi WESTWAY HOPP NG rn °. „ €``.. � ---. z � CENTER IGN `� o _ :1. �0',cc ^�. a1 / ",�0' .1'' ' "\ �+ t "LE WHITE STRIPE 0A•Q� �1` i \\ p/f' ( f r �' i `� 1 O x: y. !'rbM 0 „ � 53 •5V+37 ,O ---x' x~'• ` j r,I i \ op, '� co �1� at x �.q•.I �� I O co n,'` 55 , •' r l p, 'y? . • • . „�o' YARD ,,. � , ` : 11 1 6.62 t 1 O• o �,�`hIf \ r {J � 71•.�'`,h', M,`.,RAIN �`t / IF ' , ;\ .•, �. IT 1 � --========== -=3c^� h ' x"' a�' , ( �o' : .�{ r > ` �11 ♦ . . J \` � F »gyp �.'5 i '.QI IGHT J-BOX Off, .••• r 1 "� 1p.'1" ro♦`,� ♦ tl. \,, _,' il• f� 1 ^x. x for , ' 6 moo"- 1. ' / Ohh / o`€ y ^ �� r .� ^ARD \\' t �q'tt��\� `11 f�\ y I 1 , oo �' POWER POLE AlA EX BUILDIN < x � xh ,x ` CROSSWA Ili x D / ,�_ o��_ I "'\ \ �T`� ' a t ,...00 SIGNAL POLE ARM 1 } ,� TOE DEMO HED ^��� �`' ��, ��;i �hti i$ o '' �� >< �ti�\,�h f r,o / , ory' o°•Z ^O�i h°^ , ' ' !I , ' =1 x t " SIGNAL CABINET \ ! �' EXISTING �x TEMPA VjDITCH �'��' F7 x \ oV -y'`�' �'^°_�„�.,..; TRAFFIC SIGNAL ti , hti; o� EDGE OF �o� W ROCK CHECK �„' I , 1 h ` ,a ! . J- 0 : J-BOX It t PAVEMENT DAMS PER DETAIL c�T.N�o%�' SDMH RIM=318.18 , 1 x aiN xx� HEET C7,! ,` 1`?x ` o� i r Q >v = i3 �° ' I ;1 I, • I { , ,, 31 r € e %S / h �� • • • , 3 ^� ! / „ I I I ; • i I ; IE 42" CNC S=309.03 \ x EX. 15 X _ _ h EX. NQ B _ " � \ v, IE 42 CNC NW=308.93 { . ♦ o j(( �\ =�, hn1'y \2 mho EASEMENT; J -�`� �o,to �` .• TO REMAIN : �ru % \ n' i i�I 1'i ;' t i 00 ` `` , `�ti ��, \� ` - . ``\ f e x r { S 5k�' \ ♦ ♦ Z v o, I�o� ;`q`` ` \;,."yam '``. `•� / . s / f ; \ ; r�< : V �r 1 ,�° \ �\ ,� ' "; I' ; ; POWER A. ! f i 'C `! 6 i �(u i ♦i x~' i` I W f x I 1 ' �� POLE W/TF 5 1 7 I t `,.n t1 � { 4"C ♦ ♦ � `` !� I � II j I} i1 j ,. \%.•1=,' "�'. •�\ \� `,y � ,y�'�� 5 1 i ♦ • ,�` 1 4 I �i • I I F • r I _ CLEARINQ ; \\ ( \,\`� `` ��,x i s �� % f trill �E� ,�1 q> ; �� S I Cl '11 I; ( 11 I lIN - EB4"IM DI W=316.09 SEE GRADING PLAN �I `, �\ .� �>` o `, e. 6 , I� ti ' a'}'`� _ '5° \ '�• , N I I �: j £ t. I i, ,_ _ \�.r *h, , .._._.. - y R+�\ J,t , p ;ij II U1 I 8 PVC N-315.76 FOR WALL LOCATION. c7` \:` .` - ``:\` ``'`14, � o, e f\�` © .,(8" ELBOWS DOWN) 1 �� ax' �� ,lb EX. SSCO x' �-"-_ - - --_ -- x �s ° x 1 �� �' '�� �' v�l is E'er 1 MAINTAIN PARKING AND N89'46'32"W 136 58' `��c,,� \, �� ------ - ~` �,. 4. \ �,? .\ �,� \ • h 11 • '.1� h� r'''` II�\ 1 , 1 ill `• �\.. �.� � •. \�\ • t \ � `. h h��^'� t` 0 �`, `•____ � ° °' _� -- --- '� �' £ I' � d r� II'� ACCESS TO EX. BUILDING ..��`:` ` . •' x ! ``�, h %ham '° �8.� `� I I I ! ;I 1 C± ii ;�; TO REMAIN DURING 1 w h oo EXISTING 1 I ; II ! II ' • •�No ` �`>k o` o F II' !' I CONSTUCTION. "� DRONE I I , ! i 1 ; I A ^D 7 - =� x 10 ���s .�� t h� Ih� 'I hb `h . I ; ,�� EXIST. WATER METER BE SAVED AND - - ' \\ . =t ' _ I -1 ' J' I?� R SED AS IRRIGATION SPECIAL MOTES' \�:� ;, 1t ', '�� (F , '+tom', 0 1 x _ ; �o I I; I i ; 4C . M FOR BLDG. "A" jt` 1. FLAG ALL CLEARING LIMITS. EXISTING UTILITIES AND STRUCTURE. r'` t' 1 t ALL FLAGS SHALL BE VISIBLE TO CONSTRUCTION WORKERS DURING `�� £ • """" ' I ,,,,fitt t / 31 6 2 01 _ V 't ' 'I xh !ice, ... o _.�� .......�� ti� ti�,,�,w...,_� y I ����{; I ` I I r ~�......' I OWER POINT CONSTRUCTION OPERATION. REPAIR AND REFLAG AS NECESSARY. ? 1 € 1 F -� ----- - - - - - - - = --'1t�'= ="""-� VR ___ 1 � • It I € 1, 1 ' h 1 1 1 - }i -I-� W/LUM & TF 2. CONSTRUCTION ENTRANCE AND VEHICLE CLEANING FACILITY. THE o €, ! i l ! I '' `. -� £ INSTALL. II I' 1m 1 Ih o I „ do I '' �.._ _... 9 .-»w " a EX. WATER SERVICE ENTRANCE TO THE CONSTRUCTION SITE SHALL BE MAINTAINED IN A o ``'� t, I ; = ; £ i ~ h° oo a ? TEMPORARY ROCK CONSTRUCTION 0 1, i € '' h� yo ENTRANCE AFTER REMOVAL OF TO BE REMOVED MANNER WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO THE N ` ? €�; { ; �It ( t = E € 11 EX. BULC)M I PUBLIC RIGHT OF WAY. MAINTENANCE WORK WILL REQUIRE ROUTINE t ; t t tt l > ;� t £' rx° POWER POLE ` tt , c1 } 1 £ ' Ohl l ; II 14 £ ,� TO BE DEMOLISHED EX. PAVE.MENT(100 x20) WITH UG REMOVAL OF SEDIMENT IN THE TIRE CLEANING AND INSTALLATION OF t, ,d - . t t' x x. PER DETAIL SHEET C7. , �ti * liV3TALL: TOP DRESSING OF THE CONSTRUCTION ENTRANCE WITH 2 INCH STONE. AS _ V.�t1; _ t• I ytiEx. BUS SIGN FENCE ALONG CONDITIONS DEMAND. ALL MATERIAL SPILLED, DROPPED, WASHED OR Olt�, 1 ,, • . ,�' - 'L--yam �� --- ------ \ w\4� �� uF £`L ill �I I 1 1 ii£{i .,. t I } I £ : . >s, t �' °x------------ -- -- -- ti £:� I 1 PERIMETER WHERE TRUCKED FROM VEHICLES ONTO ROAD WAYS OR INTO STORM SYSTEM o , , t : t , ; : �, , _ ~ - o , r . ; _ ` , o 0 0 0 0 - o �h. h i I ;;"T SHOWN PER DETAIL - ££ ` , II o MUST BE REMOVED IMMEDIATELY. tl I I I € (( 1 1 �yti o 0 0 0 0 0 o I I l X�5FHEET C7. a.................... . 3. IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE Z : >> I F 1 € i` j t F J1 o x'� o o oo �o0 0 2 I ( 1 I t • ar • 6 ° F 7 , I , I CB RIM=317.04 ON -SITE AND OFFSITE DAMAGE IS LIKELY TO OCCUR, USE WATER ON SITE ( -4 �• ( I J r Iu " 1 0 0 0 0 0 0 0 o I F IE 12 CNC W=314.10 TO CONTROL DUST EMISSIONS. MAINTENANCE SHALL BE ACCOMPLISHED BY I xT 1 1 k` EXISTING EDGE ---- o RE -SPRAYING THE AREA AS NECESSARY TO KEEP DUST TO A MINIMUM. ? ul(, (1t'h'°v t ; It ; 't ; '.'. °% `' x OF PAVEMENT i o _ == - ;• - t �= ;•,11 ,`L I i I r ! Ems. �N CONTROL NOTES- 0 REMOVE' ;EXISTING CATCH .BASIN. O REMOVE ;EXISTING STORM PIPE. /•\ a 4 ri O PLUG OP 'ENING IN EXISTING CATCH BASIN. o w ��,� '> W-'--"- ® REMOVE ! EXISTING LOT LIGHT. .o� �wR� Gas 0 REMOVE EXISTING SIGN. w •� REMOVE ' EXISTING TREES. w (� 0 awww i a a a. n. a a. a 0 0. EXISTING . 1 ASPHALT TO BE REMOVED.' 19 w w tug w a a, O � m q) cntncn(nrn � 'sww����ws Ci 0 x ® EXISTING ASPHALT TO REMAIN. E m m 2 a m W P rJ9 REMOVE f 'EXISTING CURBING. I•.cc" � O C� REMOVE I=XISTING BRICK WALL. (r I� 11 PROTECT 'EXISTING GAS METER. L.I Y Y Y a m a Y Y O 1.N.1 Q SAWCUT E XISTING PAVEMENT. 0 0 0 0 0 0 o a `c n�,n,, LL o`C7'o�0777 113 REMOVE I EXISTING POWER METERS, COORDINATE WITH PON DER COMPANY. 14 REMOVE I D(ISTING GAS METER, COORDINATE WITH 3 3 3 � -� L •� 0o Lb • � 4 •ON' o ,\ POLE y xis 1 ; , I � h II' I CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMIT' FROM APPLICATION RATE SHOULD BE CONTROLLED TO PREVENT RUNOFF. AREAS , € 'I /LUM & UG `� 1 , ; h hh t• ` ' h "`• f THE W \o' , , �, o� \� h\ X£ `I ,�� lo£o� WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND J:� w> WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATELY TO PREVENT®�, ° x �\ ;�'` POWER POLE REPLACING ALL SURVEY MONUMENTATION THAT MAY BE: AFFECTED BYt CONSTRUCTION M, r CJ 2 EROSION SHALL BE RESEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED. j r _ . W/TF LUM & UG ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A �� � - � � DURING THE WINTER MONTHS, SOIL STABILIZATION SHALL BE WITHIN 2 DAYS. \\ 'h1°' / ' I III `'_. I III; REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOIJE MONUMENTS a tau rn �m• - - - - ..* 'dl.� L,lI�AITS I II III £ �jgj'pu,,: MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL ""< ; °' c7 to 7. PROVIDE IMMEDIATE PROTECTION TO EXPOSED SOILS THROUGH THE ®PRdPERT LINE :I; £' ' i IliT RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190.. :� / I q Ia 3 ,r! I .II €�•_ `� ; Ilk+ SILT FENCE ALONG v\ i APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS IN AREA �t '� 6 PERIMETER WHERE I L1 SADQ R J WHICH HAS BEEN SEEDED EITHER FOR TEMPORARY OR PERMANENT COVER, ;I ti =c �; t �?/ WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES ®® L I ��II' 06 ct> �- ; ;b: SHOWN PER DETAIL PUBLIC LAND SURVEY OFFICE W ASy��L p CO v MULCHING SHOULD IMMEDIATELY FOLLOW SEEDING. SHEET ' C7. 1111 WASHINGTON STREET S.E. 4 8. INSTALL PLASTIC COVERING OF SLOPES TO PROVIDE IMMEDIATE P O BOX 47060 t Q : TEMPORARY PROTECTION TO AREAS THAT CANNOT BE COVERED BY MULCHING. IN PARTICULAR, DURING THE SPECIFIED SEEDING PERIODS OR AS OTHERWISE REQUIRED BY LOCAL GOVERNMENT. GAS COMI ,ANY. m m m m -, m 1Q REMOVE E 00STING CONCRETE. N N N N N N N �0000 0 O CNaa0 c\p o ■■ 16 EXISTING F CONCRETE WALK TO REMAIN. N \o �•�� a tD o = rn of oo t` 0 REMOVE E )(ISTING FENCE, iOWN -N 0o n co to rt M N .- ; W CONSTRUCTION SEQUENCE: '°� �. 0 1. HOLD THE PRE -CONSTRUCTION MEETING WITH THE CITY OF EDMONDS INSPECTOR O H CALL 425-771-0220 EXT. 1326j CL co rR 2. FLAG OR FENCE CLEARING LIMITS; 0 (� F•� 3. POST A SIGN WITH THE NAME AND PHONE NUMBER OF THE ESC SUPERVISOR.to 4. INSTALL CATCH BASIN PROTECTIOPJ, ON ALL EX. CATCH BASIN WHICH MAY GET AFFECTED � i BY EARTHWORK OPERATION. F== �I 5. INSTALL SECIMENT POND. O 6. GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 0 I Uj W I.1 7. INSTALL PERIMETER PROTECTION (.SILT FENCE, BRUSH BARRIER, ETC.). �,.., J (® 8. GRADE AND STABILIZE CONSTRUCTION ROADS. 9. MAINTAIN ACCESS � � � ~ � AND PARKING FiDR BUILDINGS TO REMAIN IN USE DURING I"" �.■� CONSTRUCTION. W 10. COORDINATE WITH ARCHITECT AND ;OWNER TO SCHEDULE DEMOLISHING OF EXISTING STRUCTURES AND UTILITIE :S IN PHASES TO : PROVIDE ACCESS AND (n MAINTAIN UTILITY SERVICES TO EXR 5T BUILDINGS TO REMAIN. 11. ALL REMOVAL OF EXISTING UTILITIES TO BE COORDINATED WITH AGENCIES HAVING JURISDICTION AND BE CAPI?ED AT MAIN, PROPERTY LINE, AND DOWNSTREAM MANHOLE AND CATCH i BASIN. 12. CONSTRUCT SURFACE WATER CONTF,iOLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. co 13. MAINTAIN ACCESS AND PARKING F01#R BUILDINGS TO REMAIN IN USE DURING ci b o CONSTRUCTION. u o 14. RELOCATE SURFACE WATER CONTR01 _S OR EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE, THE EROSION 01 AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE REGULATING C° MANUAL DI O N 15. COVER ALL AREAS THAT WILL BE UNIWORKED FR MORE THAN SEVEN DAYS o a DURING THE DRY SEASON OR TWO [DAYS DURING THE WET SEASON WITH STRAW, 0 r7 WOOD FIBER MULCH, COMPOST. PLA:, nc SHEETING, OR EQUIVALENT. 0 16. STABILIZE ALL AREAS WITHIN SEVEN (IDAYS OF REACHING FINAL GRADE. � � 0 a c N 17. SEED OR SOD ANY AREAS .TO REMAIIIU UNWORKED FOR MORE THAN 30 DAYS. L X 18. UPON COMPLETION OF THE PROJECT,iII STABILIZE ALL DISTURBED AREAS AND C REMOVE BMPS IF APPROPRIATE. ! 0 � Z w o 4. INSPECT ALL PUBLIC CONSTRUCTION ACCESS ROUTES SEVERAL TIMES ' } }' ` ' C��A 1Q '% UTILITY 00NEj NOTES a. a _ °,}_�` \ ` sw :, ' �' . ' 2 65�( 1I• -. ' . Q., . } , I I, SSMH RIM=317.62 0 -t'?. < < \ F SEE GRADEI�b° PLAN 15 >j I€ o I ,. W ¢ cn DAILY. THE ROADWAY SHALL BE SWEPT REGULARLY DURING THE DAY TO ,'.' , , t t `' r ` , ro . 1 ti „ I yam' ' y� 1 ,I 1 r, t IE 12 CNC N=308.02 CAUTIONS X o t=}�tt ,� �.• tt`, FOR WAIf„�LOCAITON I' I 3 I =_ REMOVE SEDIMENTATION (MUD). CLEAN ROADWAYS THOROUGHLY AT THE iiEi� ;i i ` ;> `t\ 1 R ��h ho �/% °, •" ;! h I I ' III IE 12 CNC S=308.07 Z z w cfl \ ��J THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LO'CATIN DIMENSION AND DEPTH > N z .€ , :\�? \vN ? \ ,Y •. ,.• • I ..• o... a �101 I I I END OF EACH DAY. t • , , . \ > > t 1 v5°t 4 • .. , ... = , , ' ,�. , ; ..• .... ; . ; :..'. bEX. BUII_D$VQ �p } ; .. I I I 1,� , { 1j S [ - OF ALL - EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR, NOT BY POTHOLING THE 1� r F•�l;' 1 , 1�� ;,'•a✓ '�• Y '•• •. .. 111 t ( Ilt .� .'/ N N p .- > >�` \� , , , , ' TO BE DEMOLISHED I III = I Ii'J ° UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. o N N [>r 1l ; ` `ti ) t x o �� • . •' ( + "'''`' THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-555,5 AND THEN POTHOLING p Z S 5. CHECK INLET POINTS REGULARLY. PROVIDE: INLET PROTECTION FOR ALL ��1� `� !`, a '` t' 1 l i I ti 0o N I� t �t ` ` ti ; \ ', '� ; ; t t 1 4 ' err `� ° I �� , ; I,I I ALL OF THE EXISTING' UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY Z rn co 00 w Z o EXISTING INLET IN VICINITY OF PROJECT. INLET MUST BE FREE OF ~ `;'���1 1 \ tZ ; ' " t �' • ( - F,; D� EX. FIRE HYDRANT ?t� , t \ , , �. h n �. .• . -h'. ;o� Iu t " VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID +,UTILITIES AS SHOWN ON THESE N I I w w o .o t/II„ r j t PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AMID ARE SUBJECT TO VARIATION. r` `r `- ? Ca N ;,�1 `ti t i Z \ t .t"J ` . °J // .. III f `- Z UNDERCUTTING, AND NO WATER SHOULD BE GOING AROUND THE POINT OF (E / 1 �� ENTRY. CHECK OUTLET POINTS REGULARLY, ESPECIALLY AFTER HEAVY x \ tt 'ti f ;=>r, ��� E `�� ` ` \� ' 10 / !� 2 �`� • W }f III ti IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT ' BARGHAUSEN z STORMS. ANY MISSING ROCK SHALL BE REPLACED AS NECESSARY TO �`��.'3t`' ` ` �� �`"'" %\`� 0 6 6 x o`°�,h �` '�`� I" ^��.`� In-g--{ ----r- "' o� CONSULTING ENGINEERS INC. TO RESOLVE ALL PROBLEMS PRIOR to „ N N z ! Z f , , �, ��1 \`� .� ``. O� h h ^�` �0 �,, o �O a. u F }(�-- + -- - - ' EX. WATER METER , t'0 PROCEEDING WITH. V� ,__ w MAINTAIN SLOPE PROTECTION. ! . ' \ ` � �'\��; -'� -• h x- ._ - - - =_ I. ---1 CONSTRUCTION. tC-1 tc) o 1 \fit �; .>x �\ `, t \ " \ ` . hh. o w�,- I Iy_ _"� i E F: BE REMOVED AND ~ TCAPPED IN ACCORDANCE �t•\•`.ti. >` 9-''' `• ,_ :..- -)^e F °' "� qy / �^ • , F I €,: •,1' , I A £ 6. PROVIDE TEMPORARY SOIL STABILIZATION BY PLANTING GRASSES AND _ \. t ?� t` �,, \ \ t ` z , \` �h . �-. ' o. -; h _ �1`�' y�o �` 15 ��y F = (�x , I' ' y TO WATER DISTRICT STD. LEGUMES TO AREAS WHICH WILL REMAIN BARE FOR MORE THAN 7 DAYS � � c� ;� \` ` �, '• `�, � \ . \ . ��;5\?�"� ,. � ,- ..,.•„•„ - .` -°,:,... _~,.,._.-- ,.\cy •,,.''.�- °,9 t t \ r,• \ • \\ \ _ tiao , I SSMH RIM=317.58 WHERE OTHER COVER PRACTICE )S NOT NECESSARY OR APPROPRIATE. " " h1 ,I':-� SEEKING SHOULD BE SUPPLIED WITH ADEQUATE MOISTURE. SUPPLY WATER y , € �;` w `- . ` ; ' "' �'�� ? - I �J t l I: 46 32"W 332 50 �� �^� ..... . F I , I 1 t " AS NEEDED ESPECIALLY IN ABNORMALLY HOT OR DRY WEATHER WATER I t t POWER a I I r I1 IE 10 CNC S=312.60 OLYMPIA, WASHINGTON 98504-7060 �% Z o UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, R MOVED, OR a 00 co DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, T THE COST AND �o�, �FG 46C1R�p ��� E (® w o APPROPRIATE FAT THE ORMS ON FF REREPLACEMENT �OF SAID MONU NTATIONPURSUANT TO THESE GSH SHALL ALSOBETHE �HE �s/�NALT���\� •o N o i RESPONSIBILITY OF THE CONTRACTOR. _2 Q d�1 a 1 EXPIRES 6 11 04 d1•r �; EROSION CONTROL PLAN NOTES: CITY OF EDMONDS 1. ALL REQUIRED SEDIMENTATION/EROSION CONTROL FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO CONSTRUCTION TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE NATURAL DRAINAGE SYSTEM. ALL EROSION AND SEDIMENTATION FACILITIES SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETED AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. THE IMPLEMENTATION CONTROL SYSTEMS SHALL BE THE RESPONSIBILITY OF THE PERMITTEE. 2. THE EROSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THESE PLANS ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, FACILITIES WILL BE NECESSARY TO INSURE COMPLETE SILTATION CONTROL IN THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE PERMITTEE TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY, HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO PROTECT ADJACENT PROPERTIES END WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 3. APPROVAL OF THIS PLAN IS FOR EROSION/SEDIMENTATION CONTROL ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE, NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS OR .RETENTION FACILITIES. 4. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BPM'S, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPs SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FORM MAY 1ST THROUGH SEPTEMBER 30TH). LO 0% - 5% 150 1 5% - 10% 100' > 10% 50' 3' 3' SWALE —7 ROCK CHECK FLOWLINE / DAM 0.5' MIN. KEY ROCK INTO SWALE 0.25' (MIN.) SWALE X-SECTION AT ROCK CHECK DAM 1.0' FLOW v Oil A_ ;6�-ra 5' SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTH L KEY ROCK INTO o SWALE MIN. 0.25' i in 0 ROCK DAM X-SECTION ROCK CHECK DAM DETAILS NOT TO SCALE NOTE: ROCK SHALL BE 4" MINUS QUARRY ROCK. NOTES: 1. CONTRACTORS RESPONSIBILITY. FOR MAINTAINING & CLEANING THE APPROACH ON A REGULAR BASIS. 2. IF DIRECTED ADDITIONAL QUARRY SPALLS MUST BE ADDED. 3. THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE PERMANENT APPROACH LOCATION. _c Q OSX; y� \F O O 0 )0- o O 0� o OO 0�00 R= 25' MIN. 0 8„ ti rya 4"-6" QUARRY SPALLS TEMPORARY CONSTRUCTION ENTRANCE NOT TO SCALE PERIMETER SEDIMENT SUMP. 0 NOTE. ° r ISOMETRIC 1) DO NOT PLACE FABRIC UNDER GRATE PLAN VIEW 2) APPLIES W/ SUBGRADE WORK. ONCE CRUSHED ROCK PLACEMENT PROCEDES FOR FINAL PAVING, WRAP . GRATE W/ FABRIC MAKING WATER- TIGHT UNTIL FINAL ADJUSTMENT IS COMPLETE 3' APART MAX. 2"x2"x4'(MIN.) WOODEN STAKES, DRIVEN INTO GROUND 18" (MIN.) IN DEPTH. 3/4" OR LESS WASHED ROCK FILTER OVER SLOPE= 2:1 FILTER FABRIC C O. IoMn nnr �6" MIN. `-..4-CATCH BASIN-' SEDIMENT ,} SUMP W/ GRATE BURIED FILTER TYPICAL FABRIC (4 SIDES) SECTION A -A C.B. SILT . FENCE DETAIL NOT TO SCALE 6" DEEP x 12" WIDE WIRE MESH SUPPORT FENCE j FOR SLIT FILM FABRICS FILTER FABRIC MATERIAL i 2"x2"x14 GA. WIRE FABRIC OR EQUIV. `14 � 1 LO PROVIDE WASHED GRAVEL BACKFILL OR COMPACTED. NATIVE SOIL AS - = N DIRECTED BY LOCAL GOVERNMENT BURY BOTTOM OF FILTER 8" MIN. MATERIAL IN 8N12" TRENCH 2"x2" WOOD POSTS, STANDARD ---' OR BETTER, OR EQUIVALENT FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS; USE STAPLES OR WIRE RINGS TO ATTATCH FABRIC TO WIRE WIRE MESH SUPPORT FENCE FOR SLIT FILM FABRICS BURY BOTTOM OF FILTER MATERIAL IN 8"x12" TRENCH 6' MAX �- 2%2" WOOD POSTS, STANDARD OR BETTER, OR EQUIVALENT STANDARD DEPT OF ECOLOGY FILTER FABRIC FENCE DETAIL NOT TO SCALE 4'X4' Q44 CONC, PAD 36" 0 CMP PERFORATED APPROVES CIS NpTED STANDPIPE INEzERING 0"-10", 31'-50- (TYP) — PLAN - OVERFLOW 36" 0 _ CMP PERF. ELEV. = 316.1 STANDPIPE 1 " 0, TYP. AT 10" 0-C 10 PER ROW TOTAL 40 PERF. 2 -4 WASHED ROCK GRAVEL CONE o. Q. O .Q WELD ALL AROUND POND BOTTOM IE=314.1 40_01p X 4'-0" L4„ ^ �� CONC. PAD LMIN. 3' DEAD STORAGE FOR ELEVATION SEDIMENTATION TRAP TEMPORARY SEDIMENT POND OUTLET CONTROL STRUCTURE NOT TO SCALE z O W � J itug Eta iii ° 25 Xir0:cew m rx z 0 3 C9 CJ U U U U C) W o fi wwwwLY] fi LJ n. a a n. Caa.cL � z a m cn cn cn (n cn cn U) 2iEEEE252 55 P-i 00 CC Z W F_ m m mmmmm m m >_ 0 W Y Y Y Y Y SG Y ]C c o 00000 0 v3i 3 3 Bc Bm Q V m m m m -, m -, -, m� U M N N N N N N N -�000 0 N ,17 et -- 00 tW \\\ �- O ON�p� p \ \ \\\ u� N O O) O oo n �" 0 00 1- (0 1ll -1' 0) N .- Z cl ui O O 1. CL�00. O Z CO noun to3:I X 00 �-' O cc W w W W O cm ♦♦ui� v♦ ■ •L. m O 0 ILL z z n to 7I J YI _' o o v w X c 0 V) p > O N a to W a. ¢ cn W N Lt' M p0p1N� ? do S o O) CD 00 a_ z o N I I wW r- Z CV LO Ul) CD z � LO w o 0 v EL V a 0 S, 0 x< # 2 0 to 5'I1�/4 ' SA o c,v` of wAsy, .Q coo A,,IT to `� N �o ,p 24661 W o z' c m o1c) EXPIRES 6 11 044 0 'o NN 1A 4�� / _AX !!I IIN lit 16 LL I,ff.. it u I . ".0 NORTH ELEVATION - .......... fa rAG I Ti IL .1Y VIA) N BE I i Ellii lit HIMIRL111111 j SINN 521. 6 - 2980 2.. a� SCOPE OF PROJECT: The new owners of the existing Westway Center wish to re- . vitalize it to make it a.more attractive, functional and productive shopping center. The remodel and renovation project as proposed will include: 1.) Construction of new.walway canpoies at the buildings -2.) Removal of existing monument sign implementation of a new signage program in compliance with the existing sign ordinance. 3.) Revised parking layout with an emphasis on providing significant landscaping areas at Edmonds Way and 100th Ave. West. V4.) New asphaltic paving surface of entire parking area including striping of parking spaces as shown Removal of exisint roof mounted parking lo_t lighting fixtures. (Those at the west end of both buildings will remain, see site plan) ;6.) Integation of pedestrian onsite circulation between buildings with paving extension at Chopsticks entry and i Bomanite walkway. — 7.) General project cleanup and new paint and finish for all surfaces. 8.) New site and building lighting . 9.) This proposal does not alter the gross building area nor number of parking stalls of the project. PHASING: It is likely that the full implementation of project scope will be executed in phases with the following expectations: 1.) All aspects of proposed site work (paving, site lighting, monument sign, landscaping, concrete walkways, and dumpster screens) will be implemented with the initial phase of construction. 2.) All buildings modifications to Building B will be;part of the initial phase. 3.) Since the existing tenants in Building A have valid leases for extended periods of time, a delay in building modification may be required. The existing leases have stipulated rental rates which can only be modified with - tenant concent. If tenants resist rate adjustments required to fund the cost of renovation, improvements will be postponed until lease negotiations make the improvement financially fiesable. 4.) Building si.,7na e for all tenants in Building B will be__,..-. --� - part of..initial phase as new tenants are established. Each will be responsible for obtaining required sign permits per the signage program submitted with this proposal. 5.) Building signage for tenants in Building A will be encouraged to comply with proposed sign program and project implementation. Yet as indicated in item 3 above, existing fixed leases may preclude immediate compliance. In any event, compliance will be required as part of.any future lease renewals or negotiations.. SIGNAGE PROGRAM: With a remodel project of this type overall signage compliance will be accomplished through a phased process. Based on the zoning ordinace, this project is allowed one free standing project sign not greater than 48 sq.ft. in area.. The proposed sign has been designed by S & S sign and is presented for approval with this project submitted. This sign will replace.the existing large monument sign located at the corner of the property. Individual tenant identification will be allocated to each tenant based'_on a ratio of .85 sq.ft. of sign area for each lineal foot of building frontage. This ratio is established based on a total project signage ratio of 1 sq.ft. of sign per lineal foot of building, less thp. proposed monument sign area. i Tenant signage will be cabinet type mounted to the cedar , fascia on the new canopies. All cabinets will be 30 inches in height with length variable per tenant area allocation. The one exception will be Chopsticks Restaurant. Chopsticks. owners wish -to provide a more individualistic identy and will be signing their restaurant on a new stucco entry' enclosure. This is represented on the accompanying building elevations. S & S sign has designed a preliminary concept for this tenant, and its included with the project submitted. All tenants will be responsible for obtaining all required sign permits from the City of Edmonds. This_prolect proposal requests approval of new monument (free standing)- sign only. LEGAL DESCRIPTION All of lots 9 and 10, and the easterly 20ft. of lot 8, block '2, plat. of Westgate Park division No. 2�, per plat recorded in volume 13 of plats at pages 40 and 41, records of Snohomish County, Washington. Except that portion condemned by Washington Department of Highways for widening of SR-104 and 100th Ave. W. and found in volume "B" of Highway plats for page 94, auditors..file No. 2146474 records of Snohomish County; Washington SITE DATA Zon*ng: BN (neighborhood business) Site Area: .47,285 sq.ft. Impervious Surfaces: Buildings 13,680 sq.ft. Paving 23,660 sq.ft. total Impervious: 37,340 sq.ft. = 78.9% Pervious Surfaces: existing % proposed % \\ perimeter @ street frontages 0 4235sq.ft. natural area @ west margain 5710sq.ft. 5710sq.ft. Total pervious: 5710sq.ft. 12.1% 9945sq.ft. 21.1% Parking: existing site: 59 spaces proposed: 59 spaces i . Slojae analysis: f the site is very flat. The most westerly The majority o Y , margain of the site has approximately 5710sq.ft. of area / r, with grade in excess of 40% slope. This area will not be f altered in any way by this proposal. 1 t Storm system and drainage: Existing impervious surface area will be reduced as a result, of this project. We propose no revisions in site drainage c; and will overlay existing asphalt to drain to existing on r site catch basin locations. Catch Basin rim elevations will be raised as required to match new paving elevations. i BUILDING DATA: Building Construction: Existing buildings J floor: Slab on grade J walls: Concrete block with alum storefront entrys roof: Glu lam beams/bearing walls with T & G roof; decking canopies: .T & G Cedar siding on fascad .Cedar shingles on mansard roof .Exposed :T & G .decking at soffets "towers": Wood frame with stucco and cedar siding inserts" columns: Standard brick ^ClewY r.. �Q 10 1042 f 61T�:-- 14-� �t�T wl HCzW P(_,A�Ti iA6,­ I wol-1- - .12-ki -.- r.- r . 1 ✓��cr WAL.,v. To. �4-W .o8ac om _ rn c = a �Z fi'c m cca+rsc M(nn� ova o o ab�c6 c c oOorE�oa3 V •J-� -p L L fn E o 0 C:.d ccL V a) -0 (0a)S 'r- U C r_ C, N >,c N C= 8 'M a C1n (n L C § C L > Ql N 8 U E_ U3 C � .0 O -p iv 0 al LCO U Lna)oa)• j'a) U) ✓0r t`�1) �i LL mik 1 i til UJ ft,j 1 SCOPE OF PROJECT: The new owners of the existing.Westway Center wish to re- vitalize it to make it amore attractive, functional and productive shopping center. The remodel and renovation project as proposed will include: 1.) Construction of new walway canpoies at' the buildings -2.) Removal of existing monument sign implementation of a new signage program in compliance with the existing, sign ordinance. 3.) Revised parking layout with an emphasis on providing significant landscaping areas at Edmonds Way and 100th Ave. West. "�14.) New asphaltic paving surface of entire parking area including striping of parking spaces as shown Removal of exisint roof mounted parking lotlighting fixtures. (Those at the west end of both buildings will remain, see site plan) j6.) Integation of pedestrian onsite circulation between buildings with paving extension at Chopsticks entry and Bomanite walkway. -7..) General project cleanup and new paint and finish for all surfaces. I 8.) New site and building lighting . 9.) This proposal does not alter the gross building area nor number of parking stalls of the project. PHASING: It is likely that the full implementation of project scope will be executed in phases with the following expectations: 1.) All aspects of proposed site work (paving, site lighting, monument sign, landscaping, concrete walkways, and dumpster screens) will be implemented with the initial phase of construction. 2.) All buildings modifications to Building B will be. part of the initial phase. 3.) Since the existing tenants in Building A have valid leases for extended periods of time,'a delay in building modification may be required; The existing leases have 'stipulated rental rates which can only be modified with tenant concent. If tenants resist rate adjustments required to fund the cost of renovation, improvements will be postponed until lease negotiations make the improvement financially fiesable. 4.) Building signage for all tenants in Building B will be part of initial phase as new tenants are established. Each will be responsible for obtaining required sign permits per the signage program submitted with this proposal. 5.) Building signage for tenants in Building A will be encouraged to comply with proposed sign program and project implementation. Yet as indicated in item 3 above, existing fixed leases may preclude immediate compliance ' In any event, compliance will be required as part of any future lease renewals or negotiations. SIGNAGE PROGRAM: With a remodel project of this type overall signage compliance will be accomplished through a phased process. Based on the zoning ordinace, this project is allowed one free standing project sign not greater than 48 sq.ft. in area. The proposed sign has been designed by S & S sign and.is presented for approval with this project submitted. This sign will xeplace the existing large monument sign located at the corner of the property. Individual tenant identification will be allocated to each tenant based�.on a ratio of .85 sq.ft. of sign area for each lineal foot of building frontage. This ratio is established based on a total project signage ratio of 1 sq.ft. of sign per lineal foot of building, less the proposed monument sign area. Tenant signage will be cabinet type mounted to the cedar fascia on the new canopies. All cabinets will be 30 inches in height with length variable per tenant area allocation. The one 'exception will be Chopsticks Restaurant. Chopsticks owners wish'to provide a more individualistic identy and will be signing their restaurant on a new stucco entry enclosure. This is represented on the accompanying building elevations. S & S sign has designed a preliminary concept for this tenant, and its included wath the project submitted. All tenants will be responsible for obtaining all required sign permits from the City of Edmonds. This project proposal requests approval of new monument (free.standing)- sign only. LEGAL DESCRIPTION All of lots 9 and 10, and the easterly 20ft. of lot 8,-block '2, plat. of Westgate Park division No. 2,.per plat .recorded in volume 13 of plats at pages-40 and 41, records of Snohomish County, Washington. Except that portion condemned by Washington Department of Highways for widening of SR-104 and 100th Ave. W.1 and found in volume "B" of Highway plats for page 94, auditors.file No. 2146474 records of Snohomish County', Washington SITE DATA Zoning: BN (neighborhood business) Site Area: .47,285 sq.ft. Impervious Surfaces: • Buildings 13,680 sq.ft. • Paving 23,660 sq.ft. total Impervious: 37,340 sq.ft. = 78.9% Pervious Surfaces: existing % proposed %� perimeter @ street frontages 0 4235sq.ft. natural area @ west margain 5710sq.ft. 5710sg.ft. Total pervious: 5710sq.ft. 12.1% 9945sq.ft. 21.1% Parking: existing site: 59 spaces proposed: 59 spaces t Slope analysis: The majority of the site is very flat. The most westerly margain of the site has approximately 5710sq.ft. of area with grade in excess of 40% slope. This area will not be ' altered in any way by this proposal. Storm system and drainage: Existing impervious surface area will be reduced as a result of this project. We propose no revisions in site drainage;: and will overlay existing asphalt to drain to existing on site catch basin locations. Catch Basin rim elevations will be raised as required to match new paving elevations. BUILDING DATA: l` Building Construction: Existing buildings floor: Slab on grade walls: Concrete block with alum storefront entr s Y roof: Glu lam beams/bearing walls with T & G roof Decking' canopies: .T & G Cedar siding on fascad .Cedar shingles on mansard roof .Exposed T & G decking at soffets "towers": Wood frame with stucco and cedar siding "inserts" columns: Standard brick • y. A' G � rAV TO T�Al y L►WEI_�:*JF 1 77 _.. . ^"7 11 KJ wl� u L. A °r2b'_nn 4 L C N L :5 (D N 0 m_ g z •e (0 C 3C0 -0 0 �aLi.c uSc os��000 U M C) a C: j -c L E 0• U N _0 - (D 0 E w C C O " CO CMU C (DLO 0 0 En C 0 0 L a•§ C L > o)o= CL)m can) o (�Cc .n c cC cn-0•W0 ,co,c� �CC N En 0 •L 0 F — t1 :3 'S (n 0. 0Uf Cif AM (� t� It naAM ■ tJ7 �� Cf CL ,w ::- (-' i�:l � OJ 'v i � '..An .1 <" j l") k+aLU file no: OA-12. Le� SCOPE OF PROJECT: The new owners of the existing Westway Center wish to re- vitalize it to make it -a 'more attractive, functional and I prOuctive Shopping center. i Thy remodel end renovation project as proposed will include: �ion of new w4lway canpoies at the buildings 1.) Construction nt signI implementation of a Removal of existing monument new signage program in compliance with the existing sign ordinance. 3.) Revised parking layout with an emphasis on providing significant landscqping areas at Edmonds Way and 100th Ave. West. 4. New asphaltic paving surface of entire parking area including striping of parking spaces as shown j5.) Removal 9f exisint root mounted parking lot lighting fixtures. (Those I at the we . st end of both buildings will remain,. see site plan) ,6 integation of pedestrian onsite circulation between buildings with paving extension . at Chopsticks entry and Bomanite walkway. finish for all 7.)*General project cleanup and new paint Ond surfaces; 8.) New Site and buil#ng lighting 9.) This proposal does not alter the gross building area nor number of parking stalls of the project. -WAY �1 Build 1,68Q sq, f tt_ if; 238660 S cj,. f t. Pa PX49 i i 1773 4 6 cr, f to 7819% totI T . �rxy i 9 ! i . I rW" T7 I 4.1 Peryioug 5urf�QQA: existing proposed per�metpr @.ptreet frontages 4235sq.ft. nati4ral area v . ept;margain 5710sq.ft. - 5710sq-ft. Total Pervious: 57 "T 1% 9 9 4.5,sq ff�_. 2 1. 1* lQsq. ft.. .,existing #e; 59:spaceS proposed 59 spaces slope analysis:-' The most westerly. The.majprity of the site is very flat. -ft. of area "A margain of th-''Qite has approximately 5710sq e area will not'be with grade in7 xcess of 40% slope: This altered in an wax; by this proposal. Storm system and drainage: i E xiStin . q injoervious-surface area will be reduced as a result ions in site drainage ii We prppo*9e no revisions this'' projecto an williover;Ay existing a.sph4lt'to drain Catch -Basin rim elevations will of ..-phis to existing on it catch ba locations. A 4-n match ne paving plevatjons,f'r be raised as, 4. Vf %3 VA F PHASING: It is likely that the full implementation of project scope will be executed in phases with the following expectations; 7'' posed site work .(paving, 'site lighting, 1.) All aspects of pro BUILDING DATA:: monument sign, landscapi4g,.concrete walkways, and will be implemented with the initial tiop: Existing buildings dumpster screens Building, qqnstr4c 4- ^4- 4 e%n floor. Slab on :,grade bock with alum entrySwalls: Concre.te b storefront 2.) All buildings modifications to Building B will, be part P4 1 -117' ring wal g with,rP G rpo # inct, 4u lam'beams/bpo.. roof; of the initial phase'. AS cqpppiesl �.T -&;G Cedar! sicking on, fascad Cadqr shingles on man and roof 104, Since the existing tenants in Building A ha e valid 3.) QsO4: T & G decking, at sOffe i ts -delay in building Teases for extended periods of time, a 'Itpwqrs"; Wood w#h stucco, and. cedar. $i;1,11ng inserts" 43 modification may be required. The existing leases have I cplumns;, st� which can.only be modified'with stipulaced rental rates rate adjustments tenant PQncent. If tenants resist J requireo'to fund the cost of renovation, improvements �T will be!postponed until lease negotiations make"the. LAT improvement f�nano:ially fiesable. 0 4.) Building signage for all tenants in -Building B Will be part of initial phase as new tenants ire established. 0 Each will be responsible -for ol3taining required sign 4i permits er the siqnage pro gram-submitted,with this proposa ill be 5.) Building signage for tenants in Building A w 7` coura e n ged to comply with proposed sign program and Oil :implementation. Yet as indicated in item'3 abovpf project FA A H 157 existing fixed leases may preclude immediate compliance. pert of any a, In any event, compliance will be required as pA J AA negotiations L2 future �qgsp renewqls'or 'F7 M-ropr- V T7 J Q 44714ell 4 SIG 02e7 NAGE PROGRAM: overall siqnage compliance W remodel project of this type N, With a .will be accomplished through a phased process. this roect is allowed one pj Ba§ed on'the zoning or4inace free standin� project pigp not greater than 48 sq.ft,� in area, V1 The pro osed-sign has VsA been designed by S & S sign and is 61 Or S—A presented for approval he existing large monument s TAI This sign M, e. TO with this project submitted.. sign located at the will tpplace t V-14 t ww-�. CO7. J , - A ner of the property.. I OH4, W M P Individual t nant identification will'be allocated t9-each tenant*baseOT6.n a ratio of .85 sq.ft, of sign 4rea.fQr each lineal foot ,q,4 building frontage. This'ratio is established based on a tot;al project signage ratio of I sq,ft of Sig n 14VT I er lineal fq t of bu4ding, less thp proposea-,monu gnt sign T, M I dar Tenant :signagg will the ce be cabinet type mounted t• + All cabinets Will be 30 inches ti 4 fai�qia on th� 'new canopies. • A A in height with length -V4rja�le per tenant area allocation. /9 Tc- icks Restaura ........ . 0­11.ee;.... g Restaurant. Chopsticks The one 'exception will be C4ppst individualistic iddnty:and owners wishl'o provid a luu4u will be S,1gn:IIng their restaurant on a new Stucco entry enclosure. This is represented on the accompanying building elevations. S & S sign has designed a preliminary concept •1 �4 6v t for thisenqnt, and its included with'the project Submitted. 'ble for obtaining' all re wired KV 0' fZf M07LAPT W644T All tenants Will be rpqponsi arort. 04". lid Oil F Thig_pro;lapt �proposal from the'City of.Edmonds. s�gn'permits; requests approval of now monument, (free.st4ndinq)- sign -only. ---a ft now ------ ------ LEGAL DESCRIPTION 0, and the easterly 20ft. of lot 8, block All Of lots 9 and 1 '2 plat. of W�stgate Par 2, per plat.recorded k division No records of in volume 13 J! of plats at pages 40 and 41,'rec J Snohomish county, Washington. : . ! i I t od TiL epartment of • Except that portion condemned by W4shington 1) Highways for widpning'gf SR-104 and 100th Ave. W. apq found auditorgifile No 1XVvolume "B" of Highway plats for page 94f Washington 2146474 records of Snohomish County, [J 51 a I IN — mind Is AP NW - -.C-rN LO-IIII W W __X11 I MOVEI t� l-5T6 i3rr, VPA\/lv4G 40H e�)�JKpTev WAL44 T(7­ HVW r:6(TPU 04 ee� ro.0 14W4- ........ . . LA14P KOT 01 on &J _6UTTr4 - TO ce I La) all, ,9 A— f it C = O0n.00 .0) U) 0 0 r__ a) Z. -a co M U) C: 0 E E-L � .0 t7l E2 rA Lra UP 0 '10Cub — a!3 -r- a CU 0 ct5 '10 CL W _0 E w 0) 8 C W 8 a, 4-3 U CL. In M CCM C '13 C 8 a) >% c13 8 -0 Ui C: -0 r CD In C ca W) a) Ua,) M CL o U) CL 12 GA WIRE PARALLEL TC CROSS TEE 12 GA WIRE PARALLEL TC MAIN RUNNE CROSS TEE AT 2' O.C. MAIN RUNNE AT 4' O.C. 1 1 1 . UV 11 1 JILJ L-J *INSTALLED PER IBC SECT 803.9 61'' 1y; 7� 12 GA WIRE PARALLEL TO MAIN RUNNER TEE 12 GA WIRE PARALLEL TO CROSS TEE i° MAX. RIGID STRUT IL ( I I I Tr NOT TO SCALE CEILING WHERE OCCURS ATTACH TO EXIST STRUCTURE ABOVE, BRACE @ 8'-0" O.C. (MAX) SSMA 362S125-33 STEEL STUDS W/ 5/8" TYPE'X' GWB EACH SIDE SCREW/ANCHOR BASE e TO FLOOR @ 2'-0" O.C. EXIST FLOOR NON -BEARING WALL, TYP. 1 1 /211= 1 1_011 w1L" Nal ' x I MACY r *OMB Lot 0 eH..nrawew EXIT WIDTH STUDY n SITE MAP NTS (1) VICINITY MAP NTS } i 'OCCUPANTOCCUPANT! INCHES OF OCCUPANCY USE SQ. FT. LOAD LOAD ;EXIT WIDTH FACTOR _.__...__....._r__. __._... ..._....,.__.._......._........,_......_...._.......__.-.._._,.,.__............._._...._..._..__.................,........._..._-_>...... ...__....._...... .._...._._..._....,._..._..............__....__!._....__..........._.....,__..,,.._........_.......EQD,__..._ 'ASSEMBLY W/ FIXED SEATS _.._......_._.._._._..__..___._..,__..._.._._......_. #_.__,__.__..__..._..�.._.,__'._.._..._. ___.__.._... __.. _.._1.0_.._.._...,....._. 14.50 ASSEMBLY W/O FIXED SEATS (UNCONCENTRATED) 330t 15 22' 3 30 _....__............. ,KITCHEN __._._-_._,......._.....__._....___._._._.__. __W.__._.... _...__ _._.._._i_ 220t 200 1.1 0.17 � � t AUXILIARY SPACE (INCLUDING INTERIOR & EXTERIOR j 402. N/A ...._..._ _...._._.__.!_N/A__......_._._____ ? 0.00 TOTALS._.__.._____.._.._..___.....,......_...._.._....._.w_.._._w_...._...._.__...._....,.__ > 952.....__..__. - 33.1 4.97 ,TOTAL EXIT WIDTH ^REQUIRED __..._.._...,._..__....._..........._.__..._.....___.36__.___.._.............,...._..(LTOTAL.,EXIT WIDTH PROVI.C__._.....__....,_.w.._ _72 ;TOTAL EXITS_REQl11RED (!BC TABLE 1021.1� _ ? 1 TOTAL EXITS PROVIDED PROJECT TEAM INFORMATION CONTACT PERSON: SUE SHANGGUAN WOODMAN CONSTRUCTION 3 LAKE BELLEVUE DR, #201 BELLEVUE, WA 98005 C.206.510.2368; 0.425.454.3621 sue@woodmanconstruction.com PROJECT OWNER: MH Commonwealth, Inc. dba Subway 22801 9919 242nd PI. SW EDMONDS, WA 98020 GENERAL CONTRACTOR: JOE MCLAUGHLIN PROJECT MANAGER WOODMAN CONSTRUCTION 3 LAKE BELLEVUE DR, #201 BELLEVUE, WA 98005 (425) 454-3621 FAX: (425) 454-6918 joe@woodmanconstruction.com ASSESSOR'S PARCEL NUMBER 00610700200803 LEGAL DESCRIPTION Section 36 Township 27 Range 3 Quarter NW WESTGATE PARK BLK 002 D-03 LOT B OF SURV REC AFN200203075001 BEING A PTN OF LOTS 8, 9, & 10 EXST PLAT SCOPE OF WORK -THIS PERMIT APPLICATION CONSTRUCT NON -BEARING INTERIOR WALLS, INSTALL KITCHEN EQUIPMENT & COUNTERS, AND ALL RELATED FINISHES. PROJECT DATA ADDRESS: JURISDICTION: ZONING: BUILDING CODE: TYPE OF CONSTRUCTION: NUMBER OF STORIES: BUILDING AREA: REMODELED AREA: APPLICABLE CODES U z O U N 1­_ry O z 00 W O o, U Q jy Z J > _ N LU W CM O m V_w� 0 —'wN M m �t 10016 EDMONDS WAY EDMONDS, WA 98020 CITY OF EDMONDS COMMERCIAL 2009 IBC, IMC, IFC, UPC (AS AMENDED BY WA STATE) ORIG BUILT 1962; A REVISION STUCCO -OVER MASONRY /FLAMED WALLS; NO SPRINKLERS 1 STORY ( NO CHANGE) 6,000 GSF 952 GS F EDMONDS COMMUNITY DEVELOPMENT CODE 2009 INTERNATIONAL BUILDING CODE ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES (ICC/ANSI Al 17.1) 2009 INTERNATIONAL FIRE CODE 2009 INTERNATIONAL MECHANICAL CODE 2009 UNIFORM PLUMBING CODE 2009 NATIONAL ELECTRIC CODE 2009 WASHINGTON STATE ENERGY CODE (CHAPTER 51-11 WAC) DEFERRED SUBMITTALS T0.1 COVER SHEET 1 OF 2 EQUIPMENT PLAN / REFLECTED CEILING PLAN 2 OF 2 ELECTRICAL PLAN / FINISH PLAN L Zone Corner Flag, Setbacks Re uired ._._. Ac tuRl, �------------- ---- Front —...9.. Sides Rear I Other _ - - Hpjht ' PARKING SPACES REQ'D: ? for WES v�-�_ PARKING SPACES PROPOSED: f BARRIER FREE PARKING SPACES:,, ;pP01/ "I l I IPLA I� IIVG RECEIVED Sep 6, 2011 WOODMAN CONST., INC COVER SHEET "No M1Ye fie. I �.w SEP - 7 2011 DEVELOPMENT SERVICES III CITY OF EDMONDS