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10200 EDMONDS WAY.PDFiiiiiiiiiiiiii 11089 10200 EDMONDS WAY BUILDING PERMIT (NEW STRUCTURE): onS O�c5 I COVENANTS (RECORDED) CRITICAL AREAS: I 1 ' DETERMINATION: ❑ Conditional Waiver ❑Study Required 2Waiver DISCRETIONARY PERMIT #'S:AM -04 —13 O DRAINAGE PLAN DATED: PARKING AGREEMENTS D EASEMENT(S) RECORDED PERMITS PAF PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: SHORT PLAT FILE: LOT: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT( GEOTECH REPORT DA STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED: LID #: W1 L t� BLOCK: LATEMP\DSrs\Forms\Street File Checklist.doc . , PERMIT NO: 0041 Ci ty of Edmonds SIDE SEWER PERMIT PERMIT EXPIRES �1GG!I tion: V V . od-s V mot' LID # kk Address of Construction: V att I Property Tax Account Parcel No. 00 (.0101000y Attach copies of all access a d utility easements Verified'and Approved by Owner and/or Contractor: Contractor License #: U� tV Building Permit*: L7Z "U S�Iq ❑ Single Family Invasion into City *Right -of Way: ❑ Yes KN 0 ❑ Multi -Family (No. of Units *RW Construction Permit # commercial (No. of Units Cross other "Private Property: ❑ Yes:��No ❑ Public **Attach legal description and copy of recorded easement. per-- Owner/�ntractor -,Owner or conactor signature and acknowledgement statement: Date .. trg g By signing for this permit I certify that I have. read the City',s public handout, entitled de Sewer. Specifications, and shall comply with all City requirements outlined therein. j :..9 CALL DIAL -A -DIG 1-800-42 -�5555 BEFORE ANY EXCAVATION 2 .. ' 2 FOR INSPECTION CALL 425-771-0220 extension, i�b ` 24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REQUESTS t FOR OFFICE USE ONLY j . Repair Fee ,$ Issued By Permit Fee $ � � '� _ Trunk Charge' $ Date Issued: 7 t No: Assessment Fee $ Receipt !' -City Permit Surcharge Fee $U' ,. Total Fees Paid $ JtX� NOTE: IF JOB SITE IS'NOT READY FOR INSPECTION WHEN. INSPECTOR ARRIVES A $45 RE INSPECTION FEE WILL BE CHARGED. Job Site Ready YES NO Date:. Initial: I� u Partial Inspection: Date: Initial: Partial Inspection: Date: Initial: FINAL INSPECTION APPROVED: Date: 3 3%77 to nitial: I -built to Street File: 1,� PERMIT MUST BE:PO. TED ON JOB SITE While Copy: File r Green Copy:. Insp for "Buff Copy: ,Applicant L;temp;bldg;forms;sspermitjlg4/00 q �` % PLQNNNG DATA SITE ADDRESS: ZONING: B /V USE(S) PROPOSED: ALLOWED?: Yes LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Ya CUP File: To Allow what Uses?, - ADB FILE #: "B-a4- 136. PARKING: Use: Pt No. Spaces Required: 1 /1<n, ° G 5Fa X Z Ig ZZ ® (floor area, # employees, etc.) _ 12 Use: No. Spaces Required: X (floor area, # employees, etc.) _ Use: No. Spaces Required: X (floor area, # employees, etc.) _ Use: No. Spaces Required: X (floor area, # employees, etc.) _ Total Required: 12- Actual Provided: SETBACKS: Required Setbacks: 1' z PI ,V- R - Front: Zo Left Side:y Right Side: ZG' Rear: O, Bet'— -A p� � Actual Setbacks: 11 N� io I v, Front:?ILeft Side: t0 -.5"" Right Side: -tom• Rear:— ' ti �s =°`"+ Street map checked for additional setback required? Nonc �j'a. �Ye/No) 74^ e,�, P, MAXIMUM FLOOR AREA: n ,� Ake, p y 422 Maximum Allowed: A�,en Actual: �5 l�5�' = o• C SS H= BUILDING HEIGHT: o ; Maximum Allowed: 2 S ' (31s,'0 Actual Height: ZS' (3Z5 j ) Modulation Allowed?: No Modulation Height: — w; Ally Datum Point: c3 A �-w Se10q b «z- Datum Elevation: 7-9q , 2 V., /7 Elevator Penthou e > 3 feet over height limit? V-) If so,VAR# z ' LANDSCAPING: z , a Matches ADB approved: rtwj" 6:,.,- cry wVPtv,,- Bid Provided? tv Bond Amount (100% bid): w.: z W CRITICAL AREAS #: M6 95 N*,r ,,.„,. o lA S�o� iS lU�� Gi✓ cal G,9 2 a r is U,_ z SEPA DETERMINATION: EXg.,,�•�pt (- q au i ) SHORELINE REQUIRED?: Continued ... [ A ibrary\^PlandatNewComm.doc �5 r tu' i,rc Jor F �I4 r 4kwi+w� F lttS t1a, 'ir.ru lur Z' I+� -vim I% Do cti �.r�a ; s y • 0 F z 0 U 0 F_ w a V z c .a 5 m DATE: 2-A7/o5- PLAN CHK#: 04 Gas NAME OF BUILDING PERMIT APPLICANT: Pi.gl,acc, P�2� PROJECT DESCRIPTION: low (24 2Z a F 15 oo L-_ ,, Spe�f 1- o u1-Alpr et!, ADB FILE #: Aw13 -o4 -13(, OR DATE WAIVED: PLANS MATCH APPROVED PLAN: K SUBDIVISION: 1 / LOT AGGREGATION REQUIRED?: No fee �j�1�r%tCl�f-17o•✓ /1r�'G REDUCED SITE PLAN (8.5X11) PROVIDED FOR STREET FILE? ks (w,it Atec OTHER: Plan Review By: h2«� I:\I ibrary\^PlandatNewComm.doc 9 LVLI KLEINFELDER An employee owned company December 13, 20.04 Kleinfelder Project No.: 52109 Mr. Mike Derry Mesher Shing & Associates 506 Second Ave, Suite 3300 Seattle, Washington 98104 Subject: Geotechnical Report Proposed Pagliacci Restaurant Site ]Edmonds Way & 102"d Place Edmonds, Washington Dear Mr. Derry: This letter transmits three copies of our geotechnical engineering report for the proposed Pagliacci restaurant to be located on the southwest corner of Edmonds Way and 102nd Place in Edmonds, Washington. This geotechnical engineering investigation was performed in accordance with our proposal, dated December 1, 2004. Based on our geotechnical investigation and evaluation of the project design requirements, we believe that the proposed restaurant development can be constructed at the site, provided the building is founded on shallow spread footings as recommended in our report. The recommendations presented in the attached report must be followed for the satisfactory and successful construction of this project. Our report includes recommendations related to earthwork, foundation, concrete -slabs -on -grade, retaining walls, and drainage. Our report also contains the findings of our Critical Areas Review, which was performed in accordance with City of Edmonds Critical Areas Ordinance, Chapter 20.15B. Because Kleinfelder was not able to advance borings at this site as part of this project, it is imperative that Kleinfelder be retained to perform materials testing during construction. This will allow Kleinfelder with the opportunity to verify the anticipated site conditions and confirm our geotechnical recommendations. Eg �4- -111 0 52109/SEA4RI44.doc Copyright 2004 Kleinfelder, Inc. RECEUVED DEC 2 0 2004 PERMIT COUNTER Page 1 of 2 Retail Development 43850-00 h l FNFELDEF '4:JS 14(it h .-vvutue ';E, LIII1 A101, Euc, WA 05005 (.425) 562-4100 4 5; 55 4 Ol fa We appreciate the opportunity to provide geotechnical services to you on this project. Please contact the undersigned at (425) 562-4200 if you have any questions regarding this report or if we can provide assistance with other aspects of the project. Sincerely, KLEINFELDER, INC. James M. Schmidt, P.E. Senior Geotechnical Engineer Attachment: December 13, 2004 Geotechnical Engineering Report 52109/SEA4R144.doc Copyright 2004 Kleinfelder, Inc. Page 2 of 2 Retail Development #3850-00 KLEINFELDER 2405 140th Avenue NE, Suite Al01, Bellevue, WA 98005 (425) 562-4200 (425) 56'_-4201 fax 11 O cow, of Edmonds STREET FLE cCRIIUCAIL AREAS fCH EfCKMST 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: Name Street Address 14Y ?I P1 City State Zip Telephone ignature Date Applicant Representative: Name Street Address City tate Zip T phone S' nature Date c:receptionl j analcacLdoc (over) qq- 0 c a. No. Cludcag Areas CheckHost -------------------------------------------------------------- Site Information (soils/to o ra h /vegetation) 1_ Site Address/Locatio %' ��c" ., ��j9E•'i} 2 Property Tax Account Numbe L-(�f%�,- C�?.(. ��7 -'' . ';_ "i(�' c% 1 - , 3. Approximate Site Size (acres or square feet): y , 4. Is this site currently developed? yes; no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. ApR q 9 �ggg _ Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet ovg0CKtAh ji%i 1 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): FILE NO. Critical Areas Checklist -------------------------------------------------------------- Site Information (soils/to o a h_/vegetation) 1. Site Address/Locatio 2. Property Tax Account Numbe -�'t - C i ' C>'{?)"IX � 3. Approximate Site Size (acres or square feet): 4. Is this site currently developed? yes; no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. g �� Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet oven �,i,'1*4 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: i :: ; Approx. Depth: 7. Site contains areas of seasonal standing water: ;Approx. Depth: What season(s) of the year? 8. Site is in the floodway i',; floodplain i-,A`"' of a water course. 9. Site contains a creek or an area where water flows across the grounds surface?'Flows are year- round? Flows are seasonal? (What time of year? - ). 10. Site is primarily: forested ; meadow ;shrubs ; mixed urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site:°,:, ' .. -- - -For City taf# Use Orily -.... 1. te iQne� 2 S:CS mapped sot tYPe(s)? ,l r '�>,. 3 Wetland. inventory or.A map mdtcates wetland present on situ 7 ' 4.Critical Ares uiventory ar C A m indicates Critical Area on site b. :5 Site witltin designated earth subsidence landslide hazard area:? 6 Sita desgnatgii on the Envxroiientally S�risitve Areas lap DETERMINATION City of Edmonds NCW 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: J err i 1110'VV 12 r') 61I Name Street Address !;- I r'ir � lr:' j, 1. I; •' ;f �, _ 4. City State Zip Telephone � Z ignature Date Applicant Representative: Name Street Address City State Zip cpauric rf,f�/�� / , �•1�, fff �/`�, 1, .� I Date c: reception\j ana\cacl. doe (over) rhC. 1 S9\) James Claussen 108 5th Avenue South Edmonds, WA 98020 Subject Dear Applicant: CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering April 15, 1999 Determination regarding Critical Areas Checklist # 99-95 BARBARA FAHEY MAYOR 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 Checklist "DETERMINATION" for your records. IfINPORT"AMT INFOR 9AT1C1A1 TO 3E iNOIED 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 APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: cc: Sam Browning Enc: Determination * Architectural Design Board C:ReceptionVana\CR LTR.doc Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you. Planning Secretary Incorporated August 11, 1890 Sister City - Hekinan, Japan AiLl Page 2 of 2 P-- -! -w J -c? 100% O w C:9 c Sl JL IE 1l� Close Window http://web5.co.snohomish.wa.uslpropsys/asr-tr-propinqlPropInfo05-StructData.asp?parcel... 1 /30/2007 Page 1 of 2 Snalhomish-OrMns CDvermmerrt'1nftr "= & Services County4* Vftshingtan Structure Information Close Window General Description Parcel Number 00610700202002 (CO2) Structure Class Commercial Structure Use Restaurant Structure Type Pizza Restaurant Year Built 2006 Features Roof Cover BuiltUp Units 0 Floor Area Floor 1 Base SF 2,544 Sprinkler SF 2,544 Heated SF 2,544 Air Cond SF 2,544 Garage(s) & Carport(s) None http://web5.co. snohomish.wa.uslpropsys/asr-tr-propinqlPropInfoO5-StructData.asp?parcel... 1 /30/2007 Upon recording return to Brettin Law Office 1833 N. 105'h Street Seattle. WA 98133 @IIIIII�I�I�IInII�IRIBII�INN NO EXCISE TAX REQUIRED !JUN 14 2005 `03 Ukfi'TINi, Snohomish Cwii hEasu;F BOB DANTINI SANITARY SEWER EASEMENT AGREEIvIEN'T JUN 17 2005 P�j This Sanitary Sewer Easement Agreement ("Agreement") is made this " daq�%/VTER May, 2005, between SB Investments One, LLC, a Washington limited liability company, ("Grantor") and SB Investments Two, LLC. a Washington limited liability company ("Grantee"). >IZECITALS zvlcL, Z , ?Lock- 6� >�v kS,b (\ Z. i,j �'>z PN: 00 0/0 %co �? 00 /D/ WHEREAS, Grantor ►s t �e owner of certain lands and premises situated in the County of Snohomish, State of Washington legally described at Exhibit A ("Grantor's Parcel"); and WHEREAS, Grantee is the owner of certain lands and premises situated in the County of Snohomish, State of Washington legally described at Exhibit B (`Grantee's Parcel"): and WHEREAS, Grantee is desirous of acquiring and Grantor agrees to convey rights and privileges across, over, and upon Grantor's Parcel under the terms set forth herein. AGREEMENT NOW, THEREFORE, Grantor, for valuable consideration, the adequacy and receipt of which is hereby acknowledged, hereby conveys and ,rants to Grantee, its tenants, successors and assigns and its permitees and licensees, the perpetual right privilege and authority to construct, alter, improve, repair, operate and maintain a sanitary, se,.ver line and appurtenances, across and under that portion of Grantor's Parcel legally described at Exhibit C (the "Easement Area"). Together with the right of ingress to and egress from and across adjacent lands of Grantor's Parcel, for the purpose of constructing. reconstructing. repairing, renewing. altering. changing and operating said line, and the right at anytime to remove said line and appurtenances from Grantor's Parcel. Grantor reserves the right to use the surface above the described Easement Area in the manner now existing, but shall not erect any buildings, structures, patios, or other construction of any nature on the Easement Area. This conveyance is conditioned upon Grantees obligation to replace any asphalt, cement, lawn, shrubbery, fences or land that are altered in connection with the exercise of Grantee's rights hereunder. in as good condition as the same were immediately before Grantor's Parcel was entered by Grantee. 7 �� ;F " V. =��, y 4 v The rights, title, privilege and authority hereby granted shall continue to be in force until such time as Grantee, its successors or assigns, shall permanently remove said line and appurtenances from the Easement Area at which time all such rights, title, privileges and authority hereby granted shall terminate. Grantor also covenants to and with Grantee that Grantor is lawfully seized and possessed of Grantor's Parcel; has good and lawful right and power to convey the easement contained herein; that Grantor's Parcel is free and clear of encumbrances except as recorded against title prior to the date of this Agreement; and that Grantor will forever warrant and defend the title to said easement and the quite possession thereof against the lawful claims and demands of all persons whomsoever. This conveyance shall be a covenant running with the land. and shall be binding on Grantor and its heirs, successors and assigns forever. IN WITNESS WHEREOF, this Agreement is made and entered on the date first above appearing. SB Investments One, LLC 'Samuel G. Browning Member SB Investments Two, LLC J' 6,8arnuel G. Browning Member 2 10K ***GRANTOR NOTARY*** STATE OF WASHINGTON ) ) ss. COUNTY OF THIS IS TO CERTIFY that on this day of May, 2005, before me, the undersigned, a notary public in and for the State of Washington, duly commissioned and sworn, personally appeared Samuel G. Browning, to me known to be the authorized Member of SB Investments One, LLC, (the "Company") that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of the Company for the uses and purposes therein mentioned, and on oath stated that said individual was authorized to execute said instrument. WITNESS my hand and official seal the day and year in this certificate first above written. Notary Public in and for the State of W4ingt o /C residresiding,/ at / 1i"11"A -YIz �✓ My appointment expires: - / G 1-706 ***GRANTEE NOTARY*** Notary PuW� `�° State of Wasft ERNA MUE[LER MY COMMISSION EXPIRES ..--JLAY 10, 2006 THIS IS TO CERTIFY that on this day of May, 2005, before me, the undersigned. a notary public in and for the State of Washington, duly commissioned and sworn, personally appeared Samuel G. Browning, to me known to be the authorized Member of SB Investments Two, LLC, (the "Company") that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of the Company for the uses and purposes therein mentioned, and on oath stated that said individual was authorized to execute said instrument. WITNESS my hand and official seal the day and year in this certificate first above written. (-z- ) t ,_tL- . ` u, -t �Q , Notary Public in and for the Notary Public State of Washington, residing State of Washington / ) ,p E 31 MUELt ER at ,�,' / <. i� i `t� l� E Y COMMISSION EXPIRES My appointment expires: 7/1 �1.�� C J t0 20Q6 EXHIBIT A GRANTOR'S PARCEL LEGAL DESCRIPTION THAT PORTION OF TRACT 1, BLOCK 2, PLAT OF DIVISION 2 OF WESTGATE PARK, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEASTERLY CORNER OF TRACT I, - THENCE SOUTHWESTERLY ALONG THE SOUTHERLY LINE 125 FEET; THENCE NORTHWESTERLY PARALLEL TO THE EASTERLY LINE 127.56 FEET TO A POINT ON THE NORTHERLY LINE WHICH IS 128 FEET SOUTHWESTERLY FROM THE NORTIIEAST CORNER OF SAID TRACT 1; THENCE NORTHEASTERLY ALONG THE NORTHERLY LINE 128 FEET TO THE NORTIlEAST CORNER; THENCE SOUTHEASTERLY ALONG THE EASTERLY LINE 100 FEET TO THE POINT OF BEGINNING; ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGES 40 AND 41, RECORDING OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THAT PORTION CONVEYED TO STATE OF WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 2180200. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 4 u EXHIBIT B GRANTEE'S PARCEL LEGAL DESCRIPTION PARCEL A: THAT PORTION OF TRACT A, BLOCK 2, DIVISION NO. 2 OF WESTGATE PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGE(S) 40-41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER; THENCE NORTHWESTERLY ALONG THE EASTERLY LINE 87.15 FEET TO THE NORTHEAST CORNER: THENCE WESTERLY ALONG THE NORTHERLY LINE 129.77 FEET, - THENCE SOUTHEASTERLY TO A POINT ON THE SOUTH LINE 120 FEET WESTERLY OF THE SOUTHEAST CORNER, - THENCE NORTHEASTERLY ALONG THE SOUTH LINE 120 FEET OF THE SOUTHEAST CORNER AND THE POINT OF BEGINNING; EXCEPT THE PORTION CONVEYED TO THE STATE OF WASHINGTON FOR HIGHWAY PURPOSES BY DEED RECOREDED UNDER AUDITOR'S FILE NO. 2176892. PARCEL B: THAT PORTION OF VACATED 102ND PLACE SOUTHWEST, LYING NORTHERLY AND EASTERLY OF THE WEST LINE OF PARCEL A EXTENDED, AS VACATED UNDER VOLUME 54 OF COMMISSIONER'S RECORDS, PAGE 140 AND 141, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. EXHIBIT C EASEMENT AREA LEGAL DESCRIPTION THOSE PORTIONS OF THOSE PARCELS INDICATED ON SNOHOMISH COUNTY RECORD OF SURVEYS AS RECORDED UNDER RECORDING NUMBERS 200505095117 AND 200407155156; BOTH SITUATED IN THE NORTHEAST ONE -QUARTER OF THE NORTHWEST ONE -QUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN, IN THE CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON, AND DESCRIBED AS FOLLOWS; A STRIP OF LAND 10-FEET IN WIDTH BEING 5-FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT THE MOST NORTHERLY CORNER OF SNOHOMISH COUNTY RECORD OF SURVEY AS RECORDED UNDER RECORDING NUMBER 200407155156; THENCE SOUTH 38035'03" WEST, A DISTANCE OF 14.96 FEET; THENCE NORTH 41008'40" WEST, A DISTANCE OF 6.20 FEET, TO THE NORTHWESTERLY LINE OF SAID RECORD OF SURVEY AND THE TERMINUS OF THIS DESCRIBED CENTERLINE; SAID TERMINUS POINT BEING SOUTH 62003' 10" WEST, A DISTANCE OF 15.13 FEET FROM THE BEGINNING OF THIS DESCRIBED CENTERLINE. THE SIDELINES OF SAID EASEMENT TO BE SHORTENED OR LENGTHENED AS REQUIRED TO INTERSECT AT ALL ANGLE POINTS AND TO BE SHORTENED OR LENGTHENED TO TERMINATE ON THE PROPERTY LINES OF BOTH AFOREMENTIONED SNOHOMISH COUNTY RECORD OF SURVEYS SO AS TO FORM AN ENCLOSED PARCEL. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 6 4 L� KLEINFELDER An employee owned company December 13, 20.04 Kleinfelder Project No.: 52109 Mr. Mike Derry Mesher Shing & Associates 506 Second Ave, Suite 3300 Seattle, Washington 98104 Subject: Geotechnical Report Proposed Pagliacci Restaurant Site Edmonds Way & 102"d Place Edmonds, Washington Dear Mr. Derry: This letter transmits three copies of our geotechnical engineering report for the proposed Pagliacci restaurant to be located on the southwest corner of Edmonds Way and 102"d Place in Edmonds, Washington. This geotechnical engineering investigation was performed in accordance with our proposal, dated December 1, 2004. Based on our geotechnical investigation and evaluation of the project design requirements, we believe that the proposed restaurant development can be constructed at the site, provided the building is founded on shallow spread footings as recommended in our report. The recommendations presented in the attached report must be followed for the satisfactory and successful construction of this project. Our report includes recommendations related to earthwork, foundation, concrete -slabs -on -grade, retaining walls, and drainage. Our report also contains the findings of our Critical Areas Review, which was performed in accordance with City of Edmonds Critical Areas Ordinance, Chapter 20.15B. Because Kleinfelder was not able to advance borings at this site as part of this project, it is imperative that Kleinfelder be retained to perform materials testing during construction. This will allow Kleinfelder with the opportunity to verify the anticipated site conditions and confirm our geotechnical recommendations. RECIEB'V[ED DEC 2 0 2W§ PERMIT COUNTER 52109/SEA4R ] 44-doc Page I of 2 Copyri-,ht 2004 Kleinfelder, Inc. Retail Development #3850-00 YLFINFEL(�ER =any 1_lOth _nueP!E,_uitc:1101.CCIIr uC,WA 93005 -12";`1-,_-4200 i425;fax M N We appreciate the opportunity to provide geotechnical services to you on this project. Please contact the undersigned at (425) 562-4200 if you have any questions regarding this report or if we can provide assistance with other aspects of the project. Sincerely, KLEINFELDER, INC. James M. Schmidt, P.E. Senior Geotechnical Engineer Attachment: December 13, 2004 Geotechnical Engineering Report 52109/SEA4R ] 44.doc Cop)Tight 2004 Kleinfe]der, Inc. Pale 2 of 2 Retail Development #3850-00 KLEINFELDER 2 IU5 1 10th Avenue NE, Suite A101, Bullr�uU, WA MODU5 112'5j 562-4200 11 5i 5c _'' 1 01 f'-lX 161 r CRITICAL AREAS (Ilit KllSl 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: Name Street Address City State Zip Telephone Aignatureg Date Applicant Representative: Name AY Street Address City 9tate Zip Z S - 7 7/ T ^I-qq Date c:reception\jana\cacWoc (over) r LENO. �!Oitical Areas Checklist ------- ------------------------------------------------------ Site Information (soils/0 o a /vegetation) 1. Site Address/Locatio 0 a`awril,'i-2 l�t�°' �j ' 2. Property TaxAccount-Numbe fl =l"i�7 C�� O2 -G'? - - 7- � � 3. Approximate Site Size (acres or square feet): 4. Is this site currently developed? yes; no. If yes; how is site developed? ?1 11C 45CS 5. Describe the general site topography.Check all that aPP1Y• Flat: less than 5-feet elevation change over entire site. ApR o 9 �999 Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet ov 1*114i horizontal distance of 66-feet). rig` 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: 00 ; Approx. Depth: 7. Site contains areas of seasonal standing water: Y) U ; Approx. Depth: What season(s) of the year? 8. Site is in the floodway floodplainI)U.l of a water course. 4. Site contains a creek or an area where water flows across the grounds surface?/Flows are year- round? t„`a Flows are seasonal? W'1r (What time of year? "Pr ). 10. Site is primarily: forested ; meadow ;shrubs ; mixed urban landscaped (lawn,shrubs etc);`;`a-- 11. Obvious wetland is present on site: ro nc 5: Site within destgiated each subsidence landslide hazard: area:? 6: Site designated od the n vu onrtientaffy 8enstttve Areas map? DET19RMINA:TION ^ca chk,doc; Rev 10/03/97 III I III II II I I II II I II III I I IIIII I I III I I III Upon recording return to 200506140624 6 PGS Brettin Law office 06 -14 - 2005 01 : 26pm $24 . 00 1833 N. 105"' Street SNOHOMI SH COUNTY. WASHI NGTON Seattle, WA 98133 NO EXCISE TAX REQUIRED !JUN 14 2005 30� Dkl INJI, Snohomish County Treasurer -OB DANTINI _ (Cl�L>7�j�® SaNrrAlty SEWER EASEMENT AGREE>\1ENT JUN 17 2005 This Sanitary Sewer Easement Agreement ("Agreement'') is made this 1*VyqYNTER May, 2005, between SB Investments One, LLC, a Washington limited liability company, ("Grantor") and SQ Investments Two, LLC, a Washington limited liability company ("Grantee"). RECITALS �v�/�/ WHEREAS, G�rantor is tre owner of certain lands and premises situated in the County of Snohomish, State of Washington legally described at Exhibit A ("Grantor's Parcel" ); and WHEREAS, Grantee is the owner of certain lands and premises situated in the County of Snohomish, State of Washington legally described at Exhibit B ("Grantee's Parcel"): and WHEREAS, Grantee is desirous of acquiring and Grantor agrees to convey rights and privileges across, over, and upon Grantor's Parcel under the terms set forth herein. AGREEMENT NOW, THEREFORE, Grantor, for valuable consideration, the adequacy and receipt of which is hereby acknowledged, hereby conveys and grants to Grantee, its tenants, successors and assigns and its permitees and licensees, the perpetual right, privilege and authority to construct, alter, improve, repair, operate and maintain a sanitary sever line and appurtenances, across and under that portion of Grantor's Parcel legally described at Exhibit C (the "Easement Area"). Together with the right of ingress to and egress fi-om and across adjacent lands of Grantor's Parcel, for the purpose of constructing, reconstructing, repairing. renewing. altering. changing and operating said line, and the right at anytime to remove said line and appurtenances from Grantor's Parcel. Grantor reserves the right to use the surface above the described Easement Area in the manner now existing, but shall not erect any buildings, structures, patios, or other construction of any nature on the Easement Area. This conveyance is conditioned upon Grantee's obligation to replace any asphalt, cement, lawn, shrubbery, fences or land that are altered in connection with the exercise of Grantee's rights hereunder, in as good condition as the same were immediately before Grantor's Parcel was entered by Grantee. The rights, title, privilege and authority hereby granted shall continue to be in force until such time as Grantee, its successors or assigns, shall permanently remove said line and 1-1 appurtenances from the Easement Area at which time all such rights, title, privileges and authority hereby granted shall terminate. Grantor also covenants to and with Grantee that Grantor is lawfully seized and possessed of Grantor's Parcel; has good and lawful right and power to convey the easement contained herein; that Grantor's Parcel is free and clear of encumbrances except as recorded against title prior to the date of this Agreement; and that Grantor will forever warrant and defend the title to said easement and the quite possession thereof against the lawful claims and demands of all persons whomsoever. This conveyance shall be a covenant running with the land, and shall be binding on Grantor and its heirs, successors and assigns forever. IN WITNESS WHEREOF, this Agreement is made and entered on the date first above appear►ng. SB Investments One, LLC 4Sa►nuel G. Browning Member SB Investments Two, LLC amuel G. Browning Member ***GRANTOR NOTARY*** STATE OF WASHINGTON ) ) ss. COUNTY OF ) THIS IS TO CERTIFY that on this '4-- day of May, 2005, before me, the undersigned, a notary public in and for the State of Washington, duly commissioned and sworn, personally appeared Samuel G. Browning, to me known to be the authorized Member of SB Investments One, LLC, (the "Company") that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of the Company for the uses and purposes therein mentioned, and on oath stated that said individual was authorized to execute said instrument. WITNESS my hand and official seal the day and year in this certificate first above written. -7_ L I 4L --y—L C� Notary Public in and for the State of Was} ingtoriresiding at � J:= My appointment expires: ***GRANTEE NOTARY*** Notary Pubec `�° State of Washington ERNA MY COMMISSION XPIRES July 10. 20M THIS IS TO CERTIFY that on this :�- day of May, 2005, before me, the undersigned. a notary public in and for the State of Washington, duly commissioned and sworn, personally appeared Samuel G. Browning, to me known to be the authorized Member of SB Investments Two, LLC, (the "Company") that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of the Company for the uses and purposes therein mentioned, and on oath stated that said individual was authorized to execute said instrument. WITNESS my hand and official seal the day and year in this certificate first above written. Notary Public in and for the Notary Public State of Washington, residing State of Washington / ERNA MUELLER at �c, ? /'.(..'�� J . l (_=` r MY COMMISSION EXPIRES My appointment expires: �/1 �c'c''! Ju 20 2006 EXHIBIT A GRANTOR'S PARCEL LEGAL DESCRIPTION THAT PORTION OF TRACT I, BLOCK 2, PLAT OF DIVISION 2 OF WESTGATE PARK, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEASTERLY CORNER OF TRACT 1; THENCE SOUTHWESTERLY ALONG THE SOUTHERLY LINE 125 FEET; THENCE NORTHWESTERLY PARALLEL TO THE EASTERLY LINE 127.56 FEET TO A POINT ON THE NORTHERLY LINE WHICH IS 128 FEET SOUTHWESTERLY FROM THE NORTHEAST CORNER OF SAID TRACT l; TIIENCE NORTHEASTERLY ALONG THE NORTHERLY LINE 128 FEET TO THE NORTHEAST CORNER; THENCE SOUTHEASTERLY ALONG THE EASTERLY LINE 100 FEET TO THE POINT OF BEGINNING; ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGES 40 AND 41, RECORDING OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THAT PORTION CONVEYED TO STATE OF WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 2180200. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 11 0 ■ PARCEL A: EXHIBIT B GRANTEE'S PARCEL LEGAL DESCRIPTION THAT PORTION OF TRACT A, BLOCK 2, DIVISION NO. 2 OF WESTGATE PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGE(S) 40-41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER; THENCE NORTHWESTERLY ALONG THE EASTERLY LINE 87.15 FEET TO THE NORTHEAST CORNER; THENCE WESTERLY ALONG THE NORTHERLY LINE 129.77 FEET; THENCE SOUTHEASTERLY TO A POINT ON THE SOUTH LINE 120 FEET WESTERLY OF THE SOUTHEAST CORNER; THENCE NORTHEASTERLY ALONG THE SOUTH LINE 120 FEET OF THE SOUTHEAST CORNER AND THE POINT OF BEGINNING; EXCEPT THE PORTION CONVEYED TO THE STATE OF WASHINGTON FOR HIGHWAY PURPOSES BY DEED RECOREDED UNDER AUDITOR'S FILE NO. 2176892. PARCEL B: THAT PORTION OF VACATED 102ND PLACE SOUTHWEST, LYING NORTHERLY AND EASTERLY OF THE WEST LINE OF PARCEL A EXTENDED, AS VACATED UNDER VOLUME 54 OF COMMISSIONER'S RECORDS, PAGE 140 AND 141, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. EXHIBIT C EASEMENT AREA LEGAL DESCRIPTION THOSE PORTIONS OF THOSE PARCELS INDICATED ON SNOHOMISH COUNTY RECORD OF SURVEYS AS RECORDED UNDER RECORDING NUMBERS 200505095117 AND 200407155156: BOTH SITUATED IN THE NORTHEAST ONE -QUARTER OF THE NORTHWEST ONE -QUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN, IN THE CITY OF EDMONDS, SNOHON41SIl COUNTY, WASHINGTON, AND DESCRIBED AS FOLLOWS; A STRIP OF LAND 10-FEET IN WIDTH BEING 5-FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT THE MOST NORTHERLY CORNER OF SNOHOMISH COUNTY RECORD OF SURVEY AS RECORDED UNDER RECORDING NUMBER 200407155156; THENCE SOUTH 38035'03" WEST, A DISTANCE OF 14.96 FEET; THENCE NORTH 41°08'40" WEST, A DISTANCE OF 6.20 FEET, TO THE NORTHWESTERLY LINE OF SAID RECORD OF SURVEY AND THE TERMINUS OF THIS DESCRIBED CENTERLINE; SAID TERMINUS POINT BEING SOUTH 62°03' 10" WEST. A DISTANCE OF 15.13 FEET FROM THE BEGINNING OF THIS DESCRIBED CENTERLINE. THE SIDELINES OF SAID EASEMENT TO BE SHORTENED OR LENGTHENED AS RI7QUIRED TO INTERSECT AT ALL ANGLE POINTS AND TO BE SHORTENED OR LENGTHENED TO TERMINATE ON THE PROPERTY LINES OF BOTH .AFOREMENTIONED SNOHOMISH COUNTY RECORD OF SURVEYS SO AS TO FORM AN ENCLOSED PARCEL. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON 0 I 0 0 City of Edmonds 121 5"' AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 FAX(425) 771-0221 Website: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Plan Check #: 04-635 ]flan 111*11eview Corrections Date: May 4, 2005 Project Name/Address: Pagliacci / 10204 Edmonds Way Contact Person/Address/Fax: Joeseph Shing / fax 206-682-4289 Reviewer: Jeanie McConnell Division: Engineeri During review of the subject submittal it was found that the following information, corrections, or clarifications will need to be addressed: SURFACE WATER ANALYSIS The following comments are provided by Don Fiene with regards to his review of the Surface Water Analysis Addendum. 1. Please see the attached Memorandum, dated June 12, 1995, Interpretation File 95-E01. This memo indicates when existing impervious surface at a proposed development site will or will not be considered new. It is understood that the existing building foundation and existing asphalt surfacing will be removed at the proposed development site. Please refer back to the Stormwater Management Review Checklist for remaining outstanding corrections. You may contact Don Fiene at 425-771-0220 with any questions you may have. Please resubmit 3 copies of the revised plans/documents to a Development Services Coordinator. Please contact me at 425-771-0220 or by e-mail at mcconnell(i�ci.edmonds.wa.us if you have specific questions regarding these plan corrections. DATE FAXED 5/4/05 PAGE _t_ OF _3_ TO: FROM: SUBJECT MEMORANDUM CITY OF IEDMONDS ]ENGIN E]ERffNG DIVISION 250 - 5th Avenue North, Edmonds, WA 98020 INTERPRETATION FILE 95-E01 Don Fiene, Hydraulics Engineer STORMWATER MANAGEMENT - ECDC CHAPTER 18.30 NEW IMPERVIOUS SURFACING DATE ISSUED: June 12, 1995 EXPIRATION OF APPEAL PERIOD: June 29, 1995 EFFECTIVE DATE BARRING APPEALS: June 30, 1995 As defined in the Stormwater Management Ordinance, impervious surfacing includes roof tops, concrete, asphalt, brick and gravel/packed earth. Regarding determination of when impervious surface is new, the following clarification is provided: 1) Generally, an existing impervious surface at the proposed development site will not be considered new impervious surface unless both of the following conditions exist: (a) the site was developed after July 6, 1977, the date of the City's first drainage ordinance, and (b) no stormwater detention was provided and no waiver was granted. For example, a gravel surface that is being paved will only be considered as a new impervious surface if the gravel surface developed after July 6, 1977, no detention was provided, and no waiver was granted. 2) RegArding the demolition of a structure, if the entire structure, including the foundation is demolished and a new development is constructed, all impervious surface for the development will be considered new impervious. However, when the existing foundation is used in development, that portion of the site will not be considered new impervious surface unless it was constructed after July 6, 1977 without detention, or a waiver. FYI l! . ��- o_ Don Fiene, Hydraulics Engineer J l , .Jdmes C. Walker, City Engineer oor Paul Mar, Community Services Director STRM WTR. DOC Pagliacci Pizza Stormwater Management Review Checklist (For New Developments with > 5,000 scl ft of new impervious surface) 1 Project Overview Narrative (A) Description of existing site (include area of site) (B) Description of Proposed Development (C) Discuss offsite drainage impacts to the site & from the site (D) Discuss disposition of storm water runoff before & after development Provide map stowing general location of the site & geographical (E) features (F) Description of predeveloped assumptions for site (G) Description of post developed conditions of the site (H) Description of Detention Requirements for Development (1) Description of Water Quality Requirements for Development (J) Other 2 Calculations (A) Area Calculations (B) Predeveloped Condition Runoff Curve Number (C) Predeveloped Condition Time of Concentration (D) Post Developed Condition Runoff Control Number (E) Post Developed Condition Time of Concentration (F) Sub basin routing IG) Predeveloped Condition Computer Model Results (H) Post Developed Condition Computer Model Results (1) Detention system assumptions (J) Detention system routing computer model results (K) Water Quality Storm Calculations (L) Other 3 Plan View- Drainage Conveyance (A) Label and clearly identify existing & proposed systems (6) Identify slope, length, diameter & matrerial for all pipes (C) Catch Basin sizeltype (check size based on depth, pipe size & angles] (D) Catch Basin, invert elevations for all pipes (E) Downspouts; provide connection (w/ adequate depth) to retention (F) Pipe slope info versus inverts @CBs and existing pipe into (G) Profile storm system and show utility crossings (H) Flow arrows as necessary (1) Other 4 Plan View & Details- Retention/ Detention (R/D) & Water Quality (A) Scaled drawing of RID pond, vault or pipe, including tract boundaries (B) Predeveloped & Finished Grade contours, slow max water elev. (C) Dimension all berm widths (Ponds only) (D) Show 2 cross -sections through pond, 1 must show control structure (E) Specify soils and compaction requirements for pond construction (F) Location and detaif of emergency overflow (G) Rock protection details (H) Provide inverts of all pipes, grates, inlets, tanks, vaults & spot elev. of pond bottom (1) Access road to control manfole and pond bottoms, plan & details (J) Section and plan view of control structure (K) Other 5 Plan View: Other A Show ocatwn, identification and dimensions of buildings, property ( ) lines, sheets, allevs & easements (B) Show locations of structures on abutting properties within 25 feet of proposed protect site. (C) Show section details of all retaining walls & rockeries. sections througl critical portions (D) Other Complete Incomplete Comments X X X X X X Predeveloped condition should rot include paved areas and structures that are removed and replaced. Areas that are paved or have structures presently, but are to have the structures and/or paving removed shall be treated as Second Growth woods or Meadow for the Predeveloped condition. X X 10 & 100 year runoff after development released at Predeveloped rates. X Water Quality treatment for runoff from 6 month storm for all paved areas- Provide background into on Water Quality treatment provided, such as Dept of Ecology approval, treatment efficiency & maintenance requirements X X X P X X X X Treat 6 month Stone for all parking/drive areas (provide hydrologic talcs) X Provide info regarding Water Quality Product being used for this site, including Sizing, treatment efficiency, Dept of Ecology approval. X Show pipe diameters for all existing & proposed. Label existing & proposed pipes X Need Slope between the 2 most downstream catch basins. Is most downstream CB existing? X X X X Profile storm system and show utility crossings Isan. Sewer, etc) X X X (BWS t6be company S��.�f��.��>>i�l� C�•��tyOr�•�er ��»f•��-�r Copies of Documents dolb Ask. iIIIIIIIIA A 7470 � � � �2004060d0163.001 �t oD m m N AFTER RECORDING RETURN DOCUMENT TO: Marc T. Kretschmer a McCullough Hill Fikso Kretschmer Smith PS . 2025 First Avenue, Suite 1130 Seattle, Washington 98121-2100 IIIDIVDDD�DIDDiDVDDDIVOVIDDIDDI�I�IV�IDDIIDDIVIDDI 200406040163 3 PGS F 06-04-2004 10:13am $21.00 SNOHOMISH COUNTY. WASHINGTON� W7 cc NYQ Cm Reference Number of Related Document: N/A . AOt =gym Grantor(s): Samuel G. Browning and Judith L. Browning Grantee(s): SB Investments Two LLC Abbreviated Legal Description: Portion Of Tract A, Block 2, Div. No. 2 Of Westgate Park, Volume 13, Pages 40 And 41 Additional Legal Description is on Exhibit A of Document Assessor's Property Tax Parcel or Account No.: 00610700202002 UTN k qR-S (::R? 2,1 QU T CLAIM DEED THE GRANTOR, SAMUEL G. BROWNING and JUDITH L. BROWNING, husband and wife, for and in consideration of Ten Dollars ($10.00) and other valuable consideration in hand paid, conveys and quit claims to the GRANTEE,XSB INVESTMENTS TWO LLC, a Washington limited liability company the following described real estate, situated in the County of Snohomish, State of Washington, together with all after acquired tale of the Grantor therein: See Exhibit A attached hereto for description of property. Dated this ./. day of March, 2004. 'iide Inecrumsn► filoe to► noanrd by Rret Amencen TIM Insurance Company GRANTOR: a0 an axommodaw only, it has not /J boar, ortamx*d as to its execubon or SFi�C as to Its effect upon the htio S EL G. BROWNING JU rof H7LIBROWNING O %BROWNING, SAAAJELWI 00MOCSOM DOC 200406040163.002 STATE OF KING ) ss. COUNTY OF KING ) I certify that I know or have satisfactory evidence that SAMUEL G. BROWNING and JUDITH L. BROWNING are the persons who appeared before me, and said persons acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in the instrument. Dated this _,6!� day of March, 2004. WWYPPW Skft o4 Wa gion - REB ECCA V UGALE MV, av» EmAas Aug & 2W5 / /theecQ v Ac (Onnt or type name) NOTARY PUBLIC in and for the State of Washington, residing at Lc h4-Oi4 My Commission expires: - cZS` GWIOWNING SIIMUELMIOOADOMOCODOC 2 200406040163.003 EXHIBIT A LEGAL. DESCfREFU70M PARCEL A: THAT PORTION OF TRACT A, BLOCK 2, DIVISION NO. 2 OF WESTGATE PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGES 40 AND 41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER; THENCE NORTHWESTERLY ALONG THE EASTERLY LINE 87.15 FEET TO THE NORTHEAST CORNER: THENCE WESTERLY ALONG THE NORTHERLY LINE 129.77 FEET; THENCE SOUTHEASTERLY TO A POINT ON THE SOUTH LINE 120 FEET WESTERLY OF THE SOUTHEAST CORNER; THENCE NORTHEASTERLY ALONG THE SOUTH LINE 120 FEET TO THE SOUTHEAST CORNER AND THE POINT OF BEGINNING; EXCEPT THE PORTION CONVEYED TO THE STATE OF WASHINGTON FOR HIGHWAY PURPOSES BY DEED RECORDED UNDER AUDITOR'S FILE NO. 2176892. PARCEL B: THAT PORTION OF VACATED 102N0 PL. S.W., LYING NORTHERLY AND EASTERLY OF THE WEST LINE OF PARCEL A EXTENDED, AS VACATED UNDER VOLUME 54 OF COMMISSIONER'S RECORDS, PAGES 140 AND 141, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. A-1 G UMOWNING SA WELM1 002100CS1000 DOC `• p• )'..`.'tsrs •. �. -r,�. __"'�'lr',,a..t CC VaR= v .•»��Ji+t�, .. � �'3r /Trr••+ SM1 r.i i` )1 P'►R'• ti w^q3 �.f'.� L J�7' Ii '� I,'.itj • 13}�1�%IS�;M; �^r^ �KsY-• t �.� US AOIr��. ABM Mls dW. 'Gy • ��: L e dr' ,, .y'•T.' Sr - - ,a,r+.L f.�M,YW�}CF i'y�a•)• _ . � �.e�J�=� �f r -I • ♦!/ o _ is r�. am i J a, tdaf'atlon M 1111 wsttoal tti/f1iA r I A Ctlwa k w� That' for siW - y _ . �(;�• ti r bilwsaKTHt teoaan the obore it•.1s hereby Alters M Theto 0"I1 be MA,s�ssaaan+t six f61 toot ridi,`s for thi 01 tlaa s t es afar along ttea t l na of as I d s...r as conat+►•K� ' ' ft� 01 �1a pro'f1K• '• t ..IR 10_1'yi yl 1jr ' • ` ' ! I r or Mmmm"trvet ioa O� ttfal Oer t Iets O� L . .' v 2ndt The oust of 001Rts+tanesP raps t ?*st tAs s4<}e ti 'T tt+e sever us" In common sMII be tlorr+e to eq�+sl sfaarsy;'Ks/. ova+erf o f .n)I l awsr pe r ce 1, Shd l t not be rNpons. i b l • for l� t ' - A +c above tf►e t r connect l on i ord rhsn nsussuii to ) r• clean a►, f oAii!f c r "'. fix . ,• fMtt lwv+ • rltet d♦ 1?Or}• w s r-c , the sever. the psrf t ss . to to i s syr sw�r� J" y t ' i purpose • , _ . -' �: � �:::, ..• , '=ir t �.` r t running ' i►t t* ttil fold .Nat atiat t -: 3i s Th 1 s a9reer^t sl+a 1 t: be o cot A Q` be bindingupan Y11 ptrttes and their Asirs wed o�t�s torsvK• RrA fee 1 s the day and . 1 t rst eIIOA` y y . IN M I T)�SS x1+EAE0v c hereunto set oar McAs Y •. :_�:�, � � ra c , ., `� �h�,�' ,�•:, � ,ter �y��„�,�R;,�y�.,,, t y r ' ~s* y STATZ Of WISHt�GTOM ? ss re rt��h r • � 196t � peraOaM 11 '� �_ ' r s r In t't1w taws fRaa vo tenhry raft uses a�4 purpo!es +%We w �ntiowee. - ec !-y4 L 2 ��' i s •• • �. . 1 1ws Iw' fq sat sM load and a t f t of f l e to t scot f • 'aA this cer'tlticats fint.rttfow. n ' STAIM of WASH INQTOI '.: see lod } 1 ttlii vdsid aptod the saes aM sluw/My ae► the law *'Wpir'p� Waft i A MAt ieAa6. , ;"ti i'4 4 a Y .:, n, tta•.Q 3 ta. Ktltls!• NMI �.,t t Mestasat OF ' 1t oartttlaat►'tirst arlttssi. ••L 1 c A �',•�r�`�' ,��f ,.tit}{. � .:.• '� =tlr 10w t➢N�"► �'��,_ t . ,�x�� Sig } t'i+Z+s„�.F'✓� . S • t, �/� � _tL�.,.'y .1^"� a v. Ko_ tao-o-oa-ar. 2IL76892 IF �9 Z WARRANTY DEED In the Matter of State Route SR 104 (_.SH Edmonds: 5th Avenue to 235th Street S.H. KNOW ALL MEN BY THESE PRESENTS, That the Grantor 3 Paul Wilmort and Pearl Wilmart, his wife for and in consideration of the sum of TEH AND HO/100($10.00)--------------------- DbIlars, and other valuable consideration hereby convey and warrant to the STATE: or WASHINGToti. the followinq described real estate situ- ated in Snohomish County, in the State of Washington, to the same �7 extent and purpose as if the rights herein granted had been acquired under Eminent Domain statute of the State of Washington: All that portion of the following described Parcel "A" lying Northeosterly of the following described line: Beginning at a point opposite Highway Engineer's Station (hereinafter referred to as H.E.S.) 94+15 and 40 feet Southwesterly when measured at right angles, from the center lino of SR 104. Edmonds: 5th Avenue to 236th Street S.H.; thence Southeasterly in a straight line to a point opposite H.E.S. 99+65 and 50 feet Southwesterly therefrom; thenco Southeasterly parallel with said center line to a point opposite H.E.S. 100+25; thence Southeasterly in a straight line to a point opposite H.E.S. 100+75 and 40 feet Southwestorly therefrom and the end of this line description. PARCEL "A" That portion of Tract A in Block 2 of Division No. 2 of Westgate Park, described as foIImts: n� Beginning at the Southeast corner; thence Northwesterly along Easterly line 87.15 feet to Northeast corner; thence Westerly along Northerly line 129.77 feet: thence 'Southeasterly to a point on South ilne 120 feet Westerly of Southeast corner; thence tJortheasterly along South line 120 feet to Southeast corner and point of beginning, as per plat in volume 13 of plats, pages 40 and 41, records of Snohomish County, Washington; together with easemant for side sewer 6 foot in width over said premises rocordod February 7, 1968, under auditor's file No. 2012355. Tho lands herein conveyed contain an area of 1,730 square feet, more or less, the speclfic details concerning all of which are to be found within that certain map of dofinite location now of record and on file In the office of the Director of Highways at Otynplet,.and bearing date of approval April 23, 1970. and the center line of which ia.0 so uhmm of rocord in Volume B of Highway Plats, page 93, records of said county. Ot in uadorstood and agreed that the State of Washington will reconstruct the existing road approach on the side of said highway at or near Highway Engineer's Station 99o-53, which approach shall be maintained betwaen the right of way line and the shoulder line of sold highway by the grantors, their heirs, successors and essigns. Tho grantors C�heroin further grant to the State of Washington, or Its ogonts, the right to enter upon the grantor's remaining lands whore necessary to construct said approach. VOL # PAGE ' EIFJ i OF .... .. � _ 1'idiG ' • � .• .• kill •ate G � � � ,. ;:; STAr4L_N =- - . O1:pJT'! o 0 - No ...o b ...�... �.. > ..� aTATit OF WASHIHOTOW _ f-I c �J 1 v ew p¢vngrMEW emw� ov "wHwe nlC.#q wnra w 4% �y 1- � PAGE�O� __ . Cl ti� re na o,erc e• o.e ... o.,• J 1-6820 :i It is understood and agreed that the delivery of this deed is hereby tendered and that the teams and obligations hereof shall not become binding upon the State of Washington unless and until acctspted and approved hereon in uniting for the State of Washington, Department of Highways, by the Chief Right of Way Agent. Dated this--3.O.th_.--_.__.day of-- - -Dctnb$r_1920__-_. L Accepted and approved: ._ STATE OF WASHINGTON DEYAIIThtENT OF HIGHWA Y S By_ t s'74c--- E. ...._..--- ` Chief Right of lFay Apent. (tndlrldual ackmwiedpment tarn) STATE OF WASMNCTON, as. County of -._-----.King.._._...._....._.. 1, the undersigned, a notary public in and for the State of Washington, hereby certify that on this i0th ____day of...... October...1.910 _.......... _._..._ _._._._.-- ---personally appeared before me L-, mart. and._Pear.l..kf bo,,a ow, r the individual._a described in and who executed the foregoing instrument, and ) V Ir pg4,4itnt; ..thay...signed and sealed the mate as_._..the.IL_free and aotuntnry act and deed !>�al es therein mentioned. ^ hand and official seal the day and ear last above written. . 4. Motary Public in and for the State ofj. aoAMQtoa, -. 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A.•r, Ar. wr/r, +nd .,...r F T:..,r •rr wwd R•.wrN, .', Tr ve.[n M1, weft; !. mr An. wn I. b. lA• indn. drab wA• r rv/rd th, .,fh" drdirwt—j and .rAn.w/rdyrd ,. IAsl lArl ,ryn.I end,../.d Mr len.I • IAn •./unl.rr eIt and d..d f•r lAr ..r, .ndfrrfr... !Aare.. r.nnrn.s. w/r.rrm^nand and ,yrr,d ,rd rA. day .rd y,rr r, n/ rA.•rw"M I -Hr�'"•' /°ier and !j.n..- I Arrrby nrl,fy /Ad the rat M werroA.a• awn. ,16..rdV rrrry mew vbdn ran e/ 3re. re r.,N.. Rr t. w! %, 11.1 rA. r .nd dr.An.r1 r,M w. r 1—M, Mrr.w May Arras rd ", M. !d .w AI..A ..n.., ,r.A..i r.rl.r nl en rA. yror+.d: •/d /A.l / A.rr !/4 M. r......... .l r4r .,l.nl Crr/./.•.N N. 9/G rPrnrw./ N. E /T, loq / s /rtw I O C� DIVISION Ne2 :• I WESTGATE PARk j NEY4 OF NWY4., SEC. 36.T. 27N.. RJE.W.M. {1 cvr r or TueT PORTION LYING NORTNfAST OF 5.5. H Nol-w. .11 - SNOMOMtSN COUNTY, WASH. / SCALE P__IDo L DON- H. E VANS, INC. {; CIVIL EN61NLFYS ' AND LAND ,VNVETOA! Gireme �nteirceptoi° MAng WoirksheetREcEIVE® JUL 21 20% ]Facility Name: A a I i_ L l ► Z 7 a RI►IIow- --- TMENT CITY OE EDAgpNDS Address: j U�a E dm o r d S WO U Suite No.: o A Grease Interceptor permit is required ($365.00 fee). Contact the Pretreatment Technician (425-672-5755) if you have any questions and also to get signature approval on this form. o Per Edmonds City Code the minimum sized Grease Interceptor permitted is 500 gallons. Maximum sized unit is 4,000 gallons. NUMBER OF MEALS SERVED AT PEAK DOUR A = 52 Based on the total number of seats and average time per meal. Lounge and bar seating is counted at 20%. WASTE FLOW RATE (Choose one) B = � • With (Dishwashing Machine ...................... 6 galloon flow • Without (Dishwashing Machine ................ 5 gallon flow • Single Service ]Kitchen* ............................. 2 gallon flow • (]Food Waste (Disposer ....................... add 1 gallon flow) RETENTION TIMES (Choose one) C = 2 , 5 • Commercial ]Kitchen (Dishwasher ............. 2.5 hours • Single Service )Kitchen* ............................. 1.5 hours STORAGE ]FACTORS (Choose one) ID = � • ]Full Service ]Kitchen 0-12 hour operation:.......... 1 • ]Full Service ]Kitchen 12-20 hour operation:........ 2 • ]Full Service ]Kitchen 24 hour operation: ............. 3 • Single Service Kitchen*: ...................................... 1.5 • (Alternate factor for occasional use kitchen......... __) Minimum Interceptor Size (liguid capacity) A x B x C x ID = 7 Q *A single service kitchen refers to a restaurant where disposable dishware is used and dishwashing operations are therefore greatly reduced. ---------- ------------- -------------- (For City use only below this line) Remarks: d� Size Approved: 7 O gad. Approved by: � „ ](Date: 7 - 2 1 - 04 Pretreatmetit Tecbnician [Rev. Feb. 2004] I I 1 l�1 I III► � I (�► \III � Grease RemovaR IEgWpment AppHention Business Name: \2 Date Submitted: Address: 1Q1 '�'� Suite No.: Business Owner:Ma Mailing Address:42-6 Contact Person/Title:-be-boVaIA P1�KFRl� �ti ��Phone:fflQ-(oZZ - q gE)l Days/Hours of Operation:_iM'T : tT W1_' 1 ,} �qpyy�- �7 OIyVI �.' tO+'3i�M -1'Lq yK� l I Total Number of Meals Served Per Peak Hour (assume all seats filled): r�)2 Number of Seats: Dining: 43�2- Lounge/Bar: -0—Banquet Rooms: -0- Deck/Patio: Building Occupancy Permit Capacity: -11— Health Dept. Permit Capacity C 2 Inventory of Kitchen Equipment and Plumbing ]Fixtures for this Establishment: (Grills, burners, ovens, hoods, deep fat fryers, wok stations, soup kettles, sinks, pre -wash sinks, dishwashers, disposers, mop sinks, floor drains, etc.) -5ecf, GLi�zc�ned What proportion, if any, of the dishware used is of the disposable type? k C) How is waste oil/grease handled, stored, and recycled/disposed? G�s-e ( Estimate gallons of waste oil/grease produced per month: kc-F' 41nay) 1rQ(,LT (Y�- If recycled, by which company? How are vent hoods cleaned and where does the cleaning waste go? Cj�' -eij +ANCe, Contact the Pretreatment Technician at 425-672-5755 to discuss the type and size of equipment you must install, and then complete the appropriate accompanying worksheet for either a Grease Interceptor or a Grease T (;Flxj Lj [Rev. Feb. 2004] Jul- 21 2004 BUILDING EDET FµONS m ".EcoVE® ja 21 2004 BUC DING F EDMONDSNT Q EQUIPMENT LIST ITEM NO IQTYIEQUIPMENT CATEGORY 1 1 TABLE, WORK 1.1 1 WALL SHELF 1.2 1 WALL SHELF 2 1 SOIL DISH TABLE 2.1 1 PRE -RINSE, WALL MOUNT 2.2 1 FAUCET, ADD -ON 2.3 1 SLANT RACK, WALL MOUNT 3 1 WAREWASHER, DOOR TYPE, LOW TEMP 4 1 CLEAN DISH TABLE 4.1 1 SLANT RACK, WALL MOUNT 5 1 PREP TABLE W/ SINK 5.1 1 FAUCET, WALL MOUNT 5.2 1 WALL SHELF 5.3 1 WALL SHELF 5.4 1 CAN OPENER 6 1 TABLE, WORK 6.1 1 WALL SHELF 6.2 1 WALL SHELF 7 1 CUTTER, VEGETABLE 8 1 SLICER, FOOD 9 1 WALKIN COOLER 9.1 1 EVAPORATOR COIL, COOLER 9.2 3 COMPRESSOR, COOLER 9.3 1 SHELF, DUNNAGE 9.4 4 SHELF, DUNNAGE 10 4 SHELVING, WIRE 11 2 SINK, HAND 11.1 1 SINK, HAND DROP -IN 12 1 ICE MAKER W/O BIN 12.1 1 BIN, ICE 12.2 1 ICEMAKER CONDENSER, REMOTE 13 3 DOUGH CART 14 2 EXHAUST HOOD 15 2 OVEN, PIZZA 16 3 RACK, DUNNAGE 17 2 SHELVING, WIRE 18 j 1 CHEM SHELVING 19 1 FAUCET, UTILITY 20 1 SINK, MOP 21 1 STACK WASHER DRYER 22 2 SHELVING, WIRE 23 1 DESSERT FREEZER 24 1 TABLE, WORK 25 2 REFRIGERATOR, PIZZA PREP 26 1 SAUCE TABLE 27 1 WORK TABLE 28 1 PASS THRU 29 1 REFRIGERATOR, UC, COMPACT 30 1 REFRIGERATOR, SALAD PREP 70 2 COMPUTER POS SERVER 71 1 COMPUTER POS SERVER 81 2 FAUCET, UTILITY Cl 1 COUNTER C2 1 PASS COUNTER C3 1 POS COUNTER V1 1 DISPLAY CASE, REFRIGERATED V2 1 DISPENSER, ICE/BEVERAGE KIDS The jtiy� l► --- — — -- Group S Darrell Smith, P.E., Edmonds February 17, 2005 Dan,McKinney,,Jr., Transpo 03327.00. -Matt Galvin,, 'PagliacciPizza Bob Mesh'er, Mesher Shing.Arch itects .- SEPA Traffic Impact Analysis—Pagliacci Pizza The purpose of this memorandum is to document the traffic impact of the proposed Pagliacci Pizza restaurant at 10204 Edmonds Way in the City of Edmonds. This memorandum has been prepared to comply with the requirements set forth by the City of Edmonds for a Level II Traffic Impact Analysis. Project Location and Description The Pagliacci Pizza site is located on the southern corner of Edmonds Way/102"" Place West. Attachments 1 and 2 illustrate the site vicinity and proposed site plan. The proposed project would include one new building with 2,422 gross square feet (gsf) and include 16 parking spaces. The existing 2,000 gsf medical office building would be removed. Construction is anticipated to begin in 2005 with full occupancy in 2006. Access to this project would be provided via two driveways, one via 102"" Place W and a right-in/right-out only driveway on Edmonds Way as shown in Attachment 2. Trip Generation PM peak hour trip generation is based on data from three other similar Pagliacci Pizza Restaurants. The three restaurants are listed below: o Seattle: 145`hStreet Store (1,700 gsf) • Kirkland: Juanita (1,800 gso t • Bellevue: Bridal Trails (2,000 gsf) These three stores most closely represent the sales and operations anticipated at the proposed Edmonds location. These small -sized Pagliacci Pizza restaurants have delivery, pick-up, and a small amount of dine -in spaces. An average trip generation rate for the PM peak hour of the restaurants was derived based on the trips per 1,000 total square feet using sales data from each store. The PM peak hour for Pagliacci restaurants occurs from 7 to 8 p.m. Sales data during this time period were summarized for Tuesday, Wednesday, and Thursday during the most recent ten weeks (primaril), October and November) to determine the average weekday PM peak hour sales. This was broken down into two categories: delivery and pick-up/dine-in. Delivery represents employee trips and pick-up/cline-in represent customer trips. To The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 1 convert sales into the number of trips, it was assumed that one driver took an average of two sales on each delivery and each delivery resulting in one inbound and one outbound trip. It was assumed that each pick-up/cline-in sale represented one inbound and one outbound vehicle trip. These assumptions were verified with Pagliacci Pizza owners. As a conservative approach, the PM peak hour traffic of the restaurant (7-8 p.m.) was added to the PM peak hour of the adjacent street (one hour between 4-6 p.m.). This is considered conservative because the restaurant would not reach peak operations until after the PM peak hour of the adjacent street. Table 1 summarizes the trip generation results for the three study locations and derives an average trip generation rate per 1,000 sf. Table 1 • z,'�'+��, a�, ,_`�q j4~,>� D - • D • . . IJ1-i1`-U 0 0 0 Bridle Trails (Bellevue) 14 6 20 2,000 10.00 Juanita (Kirkland)!..... 12 8 20.: 1,860 11.11 ' 145`" Street (Seattle) ) 4 10 24 1,700 . 14.12 Average rate 1 lJ4 As Table 1 shows, the average weekday PM peak hour rate was calculated at 11.74 trips per 1,000 gsf. The PM peak hour rate per 1,000 gsf was used to estimate the PNI peak hour trip generation for the proposed Edmonds Pagliacci Pizza restaurant. Credit was taken for the existing building on site to show the net new trips that would impact the roadway network. The existing medical office building trip generation was estimated based on the average rate for Medical -Dental Office Building in the Trip Generation Manua! (Institute of Transportation Engineers [ITE], 7°i Edition, 2003). Pass -by trips were also estimated for the proposed uses. Pass -by trips are those trips that make intermediate stops at the site when they are on their way from one destination to another. Pass -by trips were only calculated for the customer -related trips and not applied to the delivery driver trips. A pass -by reduction of 40 percent was applied to the customer trips, which resulted in an average pass-bv rate of 15 percent when applied to the combined trip rate of 11.74 trips per 1,000 sf. The 40- percent reduction is considered conservative as the ITE Trip Generation Handbook provides rates derived from studies completed for restaurants that range from 43 to 47 percent. Table 2 summarizes the trip generation estimate for the proposed Pagliacci Pizza restaurant in Edmonds. The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 2 Table 2 ,Existmg��`'rig�u��,� �rSize�(gsfl� �•�Rate° .:• Inbound,` 't)utboundJ,�TotariT,rJps Office Building 2,000 Proposed Size tgs0 Rate Inb-o_und Outbound Total Trips ?agliacci Pizza Restaurant • P. Net New Trips, 13 Total Net New Trips' 1 7 18 As Table 2 shows, the net new trip generation would be approximately 18 trips during the PM peak hour. Trip generation at the driveways only would be approximately 29 trips during the PM peak hour of the restaurant, which occurs between 7:00 and 9:00 p.m. Trip Distribution and Assignment Trip distribution was determined based on existing travel patterns on Edmonds Way during the PM peak hour consistent with the analysis completed for the previous site. Approximately 54 percent would travel to/from the west and the remaining 46 percent would travel to/from the east. Project trips were assigned to/from the driveways based on these travel patterns and are shown in Attachment 4. Intersection Operations An operations analysis was conducted to evaluate the existing, future 2006 future without -project (baseline), and future with -project traffic operations of the Edmonds Way/102nd Place W intersection, located adjacent to the site. The level of service (LOS) analysis was conducted using the Synchro 6.0 analysis software, which utilizes procedures identified in the Highway Capacity Manua! (2000). A traffic count was conducted at Edmonds Way/102nd Place W in February 2004, and was used as the basis for the existing conditions analysis. For future without operations analysis, these traffic volumes were increased by a 1-percent annual growth rate to arrive at 2006 baseline traffic volumes, which are shown in Attachment 3. The one -percent annual growth rate was recommended by City staff and is intended to account for general increases in background traffic in the area, and is consistent with the growth rate used for the previous analysis. Future with -project traffic volumes were developed by adding the project trip assignment noted in Attachment 3, to the 2006 baseline traffic volumes. The resulting 2006 future with -project traffic volumes are also shown in Attachment 3. The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 3 Traffic operations for an intersection can be described alphabetically with a range of levels of service (LOS A through F), with LOS A indicating free -flowing traffic and LOS F indicating extreme congestion and long vehicle delays. At stop -sign -controlled intersections such as Edmonds Way/102nd Place W, LOS is measured in stopped delay per vehicle and is typically reported using the intersection turning movement with the highest delay. Table 1 shows the results of the weekday PM peak hour levels of service calculations at the study intersection. Intersection levels of service worksheets are provided as Attachment S. Table 3 Existing Conditions B 13.5 Northbound Approach 2006 Baseline Conditions B 13.6 Northbound Approach 2006 With -Project Conditions C - -16.0 Northbound Approach As is shown in Table 3, the Edmonds Way/102nd Place W intersection currently operates at LOS B during the weekday PM peak hour. In 2006 baseline conditions, the intersection is anticipated to continue to operate at LOS B. With the addition of project traffic, the Edmonds Way/102"`' Place W intersection is anticipated to continue to operate at LOS C, with an increase in average vehicle delay at the intersection of less than three seconds per vehicle. Site Access Driveway This section describes anticipated level of service, queuing, sight distance, and safety conditions at the proposed access driveway. The proposed project will include modification of the two existing driveways. Early coordination with WSDOT and the City of Edmonds was conducted to provide for a revised access plan that would improve operations and safety. The access on 102"`' Place W is currently very wide and not well defined. The proposal would include moving the access as far away from Edmonds Way as possible and narrowing the access driveway to 30 feet wide. Frontage improvements would also be constructed that would include curb, gutter, sidewalk and landscaping. The access on Edmonds Way would be modified to include a "pork chop" island that would be used to physically restrict access to right-in/right-out only. This will eliminate potentially dangerous left turning movements at this location and have less impact to operations on Edmonds Way. The access would also include signing to The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821,3665 page 4 designate the right-in/right-out only operations and include ADA compliant ramps and sidewalks. Operations Level of service (LOS) was evaluated for the 2006 year of opening for the proposed driveways, using the same methodology as in the study intersection LOS analyses. Table 4 shows the level of service and 95`h percentile queue lengths for each driveway. Table 4 Site Driveway/Edmonds W,ay L�5'10 Dwlay2 Queue Lenctth'' Northbound 102"� Place W/Site Driveway LOS' t7elayZ Queue Length' Westbound .... Southbound • .... The anticipated LOS and queuing for both driveways are anticipated to be within acceptable standards, with LOS operations at LOS B or better, and all queues lengths not projected to exceed one vehicle in future with -project conditions. Safety Analysis Accident records were obtained from the City of Edmonds Police Department for the frontage area near the proposed driveway. These records, for the January 1, 1999 to November 18, 2003 period, indicated that no accidents were reported near the site or at the 102"d Place W/Edmonds Way intersection. The project is proposing to restrict the driveway access on Edmonds Way to improve safety. The right-in/right-out only access will reduce the number of conflict points at this location and eliminate the more dangerous left turning movements. Mitigation Recommendations The project is estimated to generate 18 new PM peak hour trips and would not have a significant impact on traffic flow to adjacent roadways. Frontage improvements would be provided to meet the City of Edmonds and WSDOT requirements. The The Transpo Group 11730118' Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 5 only other mitigation that would be required would be Traffic Impact Fees to the City of Edmonds as described below. Traffic Impact Fees The City of Edmonds accesses impact fees for new developments and allows credit for the prior use of the site in accordance with Ordinance No. 3516. The existing site is classified as a medical office building where as the proposed use is classified as a sit down restaurant. Table 5 provides impact fee rates and calculations for the proposed development. Table S O Pagliacci Pizza (Sit -Down Restaurant) 2;422 sf $4.92/sf $1 T917,, ^.r Existing Medical -Office Building for Credit 2,000 sf $4.19/sf 8 380 NetJmpact Fee after Existing Credit $3,537. As shown in Table 4, the proposed project would be required to pay the City of Edmonds approximately $3,537 in transportation impact fees. This is only a planning level estimate and the exact fee and final costs would be calculated by the City of Edmonds upon their review of the traffic analysis. Attachments RI:\03\03327 Edmonds Pagliacci Pizza\03327 - 2005 Report.due The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 6 i GASPERS �' ST , N l r ; BRALR(II C SIEPR,', 8(A(1! 4.' 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I I'Ir.t0T1t T I 1.1SI uk. 1 KirY.11l IC:I,i.lw x( I I, s� I o y_ �. of I I v' I 11151 - fL c(, c t I Rr �' I .I211.I 1 ^ 9f f.l .I tE i1. •" ,. 44 - .> ;IJ I 'r' II 1'I.f 19811i 57. 'rr r - i.'OOTI W ia7Tm N 200TH Sf "II 19olhi y 7�, Rep>r kml`vih5 p,4,mgrain d by 777Qi(A S BRCS. MA [IS. 715i, n p i, q7zyimy try THQNAS BRCS. MAPS. h i, Jrrda4d to arpy a repnxj ¢ all m arry pvt dam tJxfla'%a penonl uce rn 1'c,alr, sit/xra /x liaiat A d ri�k. 1eu+wi Attachment 1 The Site Vicinity Trans o - p— Edmonds Pagliacci Group M 03103327 Edn:Onds Pagliacci PizzaiGTaphicsWicinify cdr (A! Attachment 2 Site Plan Edmonds Pagliacci NOT TO SCALE The Irfa-nspa Group M103103327 Edmonds Pag1jacci PizzalGraphicslGraphicV.dwg, A, 2/1712005 1:02:37 PM, robertm ...... . .. . .... .. 2006 FUTURE PROJECT TRIP ASSIGNMENT WITH -PROJECT VOLUMES 820 3 13 '. 'P'� 33 979 7 (+1) 8 14 21 (+1)835 7 6 �i1,012 (+j 6 SITE 5 SITE 10 35 11 PM PEAK HOUR x = PROJECT TRIPS PM PEAK HOUR 25 N PASS -BY TRIPS . .. . ... ..... ........... ......... . ..... ---- ----- ------- ---- Attachment 3 The Traffic Volumes- Weekday PM Peak Hour S i0opm PO Edmonds Pagliacci Group HCM Unsignalized Intersection Capacity Analysis 5: Edmonds Way & 102nd Place W Existing Conditions- PM Peak Hour Movement . EBT. 'EBR"`WBL WBT NBL. NBR . ' Lane Configurations ?t. tR Y Sign Control Free Free Stop Grade 0% 0 % 0 % Volume (vehlh) 805 10 25 970 5 20 Peak Hour Factor 0.92 092 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 875 11 27 1054 5 22 Pedestrians Lane Width (ft) Walking Speed (f /5) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC. conflicting volume 886 1462 443 vC1. stage 1 conf vol 880 vC2. stage 2 conf vol 582 vCu, unblocked vol 886 1462 443 tC, single (s) 4.1 6.8 6.9 tC. 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 96 98 96 CM capacity(vehlh) 766 248 568 Direction; Lane # " ES 1 . EB 2 '..WB 1 ::WB:2`'WB 3''NB'1 Volume Total 583 303 27 527 527 27 Volume Left 0 0 27 0 0 5 Volume Right 0 11 0 0 0 22 cSH 1700 1700 766 1700 1700 451 Volume to Capacity 0.34 0.18 0.04 0.31 0.31 0.06 Queue Length 95th (ft) 0 0 3 0 0 5 Control Delay (s) 0.0 0.0 9.9 0.0 0.0 13.5 Lane LOS A g Approach Delay (s) 0.0 0.2 13.5 Approach LOS g Intersection Summary, mma Average Delay3 0 Intersection Capacity Utilization 36.6 % ICU Level of Service A Analysis Period (min) 15 M:\03\03327 Edmonds Pagliacci Pizza\los\Feb 2005 Update\Existing.sy7 The Transpo Group Page 1 HCM Unsignalized Intersection Capacity Analysis 5: Edmonds Way & 1O2nd Place W 2006 Baseline Conditions- PM Peak Hour Movement EBT : EBR .� WBL WBT NBL NBR ' Lane Configurations 41a R T4 Y Sign Control Free Free Stop Grade 0 % 0 % 0% Volume (veh/h) 815 10 25 980 5 20 Peak Hour Factor 0.92 0.92 0,92 0.92 0.92 0.92 Hourly flow rate (vph) 886 11 27 1065 5 22 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 697 1478 448 vC1, stage 1 confvol 891 vC2. stage 2 conf vol 587 vCu, unblocked vol 897 1478 448 tC. single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 IF (s) 2.2 3.5 3.3 p0 queue free % 96 98 96 cM capacity (veh/h) 759 244 563 Direction; Lana #t ___ EB 1 ' ES 2 c WB J . W8 2, W83 :NB i Volume Total 591 306 27 533 533 27 Volume Left 0 0 27 0 0 5 Volume Right 0 11 0 0 0 22 cSH 1700 1700 759 1700 1700 447 Volume to Capacity 0.35 0,18 0.04 0.31 0.31 0.06 Queue Length 95th (ft) 0 0 3 0 0 5 Control Delay (s) 0.0 0.0 9.9 0.0 0.0 13.6 Lane LOS A B Approach Delay (s) 0.0 0.2 13.6 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 37.1 % ICU Level of Service A Analysis Period (min) 15 M:\03\03327 Edmonds Pagliacci PizzaVos\Feb 2005 Update\2006 Baseline.sy7 The Transpo Group Page 1 0 HCM Unsignalized Intersection Capacity Analysis 5: Edmonds Way & 102nd Place W 2006 Future with Project Conditions- PM Peak Hour --b. -*IV d "\ P Movement EBT: •EBR-' WBL. WBT• NBL: NBR. Lane Configurations 4>a R 44 Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (vehlh) 820 13 33 979 14 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 891 14 36 1064 15 23 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC. conflicting volume 905 1502 453 vC1, stage 1 conf vol 898 vC2. stage 2 conf vol 604 vCu, unblocked vol 905 1502 453 IC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 95 94 96 CM capacity (veh/h) 753 239 560 Direction; Lane # EB 1 ,EB 2 WB,1 WB 2 WB 3 '.NB•l Volume Total 594 311 36 532 532 38 Volume Left 0 0 36 0 0 15 Volume Right 0 14 0 0 0 23 cSH 1700 1700 753 1700 1700 364 Volume to Capacity 0.35 0.18 0.05 0.31 0.31 0.10 Queue Length 95th (ft) 0 0 4 0 0 9 Control Delay (s) 0.0 0.0 10.0 0.0 0.0 16.0 Lane LOS B C Approach Delay (s) 0.0 0.3 16.0 Approach LOS C Intersection Summary. Average Delay 0.5 Intersection Capacity Utilization 37.4 % ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site Dewy & 102nd Place W 2006 Future with Project Conditions. PM Peak Hour Movement WBL_ WBR NBT NBR SBL SBT Lane Configurations Y T, +T Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 10 25 0 11 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 11 27 0 12 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn Flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC. conflicting volume 89 27 27 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 89 27 27 1C, single (s) 6.4 6.2 4.1 IC, 2 stage (s) IF (s) 3.5 3.3 2.2 p0 queue free % 100 99 99 cM capacity(veh/h) 910 1054 1600 Direction. Lane # WB 1 NB 1 SB 1 - Volume Total 11 27 50 Volume Left 0 0 12 Volume Right 11 0 0 cSH 1054 1700 1600 Volume to Capacity 0.01 0.02 0.01 Queue Length 95th (ft) 1 0 1 Control Delay is) 8.5 0.0 1.8 Lane LOS A A Approach Delay (s) 8.5 .0.0 1.8 Approach LOS A Intersection Summary:. Average Delay 2.1 Intersection Capacity Utilization 19.1% ICU Level of Service A Analysis Period (min) 15 M:\03\03327 Edmonds Pagliacci PizzaUos\Feb 2005 Updatek2006 Future with Project.sy7 M:\03\03327 Edmonds Pagliacci PizzaUos\Feb 2005 Update\2006 Future with Prolect.sy7 The Transpo Group Page 1 The Transpo Group Page 2 • O HCM Unsignalized Intersection Capacity Analysis 9: Edmonds Way & Site Dvwy (RIRO) 2006 Future with Project Conditions- PM Peak Hour —01 ',�, 4� A— ",\ 1�1 Movement. EBT Y EBR''.-: WBL °WBT '' NBL.';:`NBR Lane Configurations 0 4t Sign Control Free Free Stop Grade 0 % 0 % 0% Volume (veh/h) 835 6 0 1012 0 6 Peak Hour Factor 0.92 0.92 0,92 0.92 0.92 0.92 Hourly flow rate (vph) 908 7 0 1100 0 7 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn Flare (veh) Median type None Median storage van) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 914 1461 457 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 914 1461 457 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) IF (s) 2.2 3.5 3.3 p0 queue free % 100 100 99 cM capacity(veh/h) 748 122 556 Direction, Lane.# EB,1 EB 2 'VJ8.1 .W6 2- • NB.1 Volume Total 605 309 550 550 7 Volume Left 0 0 0 0 0 Volume Right 0 7 0 0 7 cSH 1700 1700 1700 1700 556 Volume to Capacity 0.36 0.18 0.32 0.32 0,01 Queue Length 95th (ft) 0 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 0.0 11.6 Lane LOS 6 Approach Delay (s) 0.0 0.0 11.6 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 33.3% ICU Level of Service A Analysis Period (min) 15 MA03103327 Edmonds Pagliacci Pizza\los\Feb 2005 Update\2006 Future with Project.sy7 The Transpo Group Page 3 • C-� BUFFER DATA SIG. SPdcmG x d1 afl .... .._........... LL^I;:ITDDINAL BUFFER?ACE _ H 1 _ ---- PROTECTNE VENUE WH TMA ROLL &HEAD OFT&%CE ;- N L EIGHT ISDOO LBS. MINIMUM ]dPEH LENGTH L (f<Lf - 30 LAIN CANE POlfod Spp_d (mph) MIDpH POLL IK AO 5TCPp1C DrTLWE A'.Su 111E11T . *4 PROTECTI/E YEwCLE 6 RECOMMENCE) REGAa0LE55 f & _ _ 'TW r &V:E&AE. f 10 TM& G USEC. THE PROTEC TI:E VEHICLE SNALL fiE STRATEJCALL7 LOCATED IN THE FELD TO — I :NEL) AUkAER; ANU NC ROLL A1EaU Di`.7 An:.E I: '_ ECf ED.: N W E EDMONDS S NOT TO SCALE Right Lane Closure on a Multi- Lane �R Road w/ Work Beyond Intersection. \`, \ Right lane closed EB Edmonds Way (SR 104) in advance V of 102nd P1 W and continuing past 102nd P1 W for approx. P� 100'. 102nd Ave W turn will be left open for traffic. \ C�q Closure is to create clear work area to install new curb and gutter. Advance warning signs will be placed 0 Tn accordance to the MUTCO and Edmonds specs on 102nd PI W and Edmonds Way (both directions). W20-1� (M11Uli LAN .X W20 SR / \ Planter Box m W4 2 L�� O v \ 15" . 24" Rjk' ED F.5 fe0p L �^ \X \ R4 F 7AL i (e-2q'=oS SD,+ a W20-1 I LEGEND f� _.- 0 WORT LUCAIION 10204 Edmonds Way n o o CHANNELIZATION DEVICE .41 SIGN LOCATION I,ED PROTECTIVE/WORK VEHICLE DDD SEQUENTIAL ARROW SIGN TABLE 1 CNAVNELIZINC CE110E SPAT Ix'C IfEET, 0 :- ESU�E JUN 30 2Ub5 \ 13UILDING CITY OF \ \ .Planter Bo, \ \ W110- Downstream taper to �\ \ show end of work area\R \ SPEED 1351 Posted Speed Limit SUREET FLE GENERAL NOTES 1. ALL SIGNS AND SPACING SHALL CONFORM TO THE MUTCD AND CITY OF EDMONDS SPECS. 2. PRIORITY PASSAGE THROUGH WORK AREA FOR EMERGENCYco.c�.cm. VEEIICLES SHALL BE PROVIDED AT ALL TIMES. Renovations/Estate Services 3. ALERT METRO TRANSIT 5 DAYS IN ADVANCE (IF APPLICABLE)sPPcTy]:.. Pro].Lc Hwb.. 4. PROTECTIVE VEHICLE RECOMMENDED -MAY BE A WORK VEHICLE. 'Ed Chapman Pagliacci Edmonds 5 DEVICES SHOULD NOT ENCROACH INTO ADJACENT LANES. IPh— ro,m roffT 6. ALL SIGNS 48" X 48" DIAMOND GRADE SHEETING, B/O UNLESS 1206.372.1196 Edmonds, WA OTHERWISE SPECIFIED. :Ph...—b.. IT..) sh..t Nu l D. 7. CHANNELIZATION DEVICES ARE 39" TRAFFIC BARRELS. (see a25.640. 6731 1 / 2 6.29.05 TABLE 1 for spacing distances) 'P-p—d By 8. ALL SPACING MAY BE ADJUSTED TO ACCOMMODATE AT GRADE !Chris Grose _ �r 7• r( � t 3 ' :` . 206�.523Cr404S ® NdnoN_A..•MRATsR�RINTERSECTIONS AND/OR DRIVEWAY$ T�(C L 0(,y�GJ>li�fC + r4�'t 19),4�'S�Si7t:3=�2�Jr}lQailr DS 17 m IDDI D IIDI DDIII DDIDI DIIII DDIID D ID IIDII DIDII DDIID DIIII IDII D D IDD Upon recording return to 200506140624 6 PGS ►3rettin Law Office 06 -14 - 2005 01 : 26pm $24.00 1833 N. 1051h Street SNOHOMISH COUNTY. WASHINGTON Seattle, WA 98133 NO EXCISE TAX REQUIRED UUN 14 2005 303 i7kh�il!dl, Snohomish County Treasu�F� _ BOB DA.NTINI__ _ SANITARY SEWER EASE>\1ENT AGREEMENT JUG 17 2005 1*TVqYNTER This Sanitary Sewer Easement Agreement ("Agreement") is made this May, 2005, between SB Investments One, LLC, a Washington limited liability company, ("Grantor') and SB Investments Two, LLC, a Washington limited liability company ("Grantee"). RECITALS PN: 06 4DI070O oc /o/ WHEREAS, Grantor is the owner of certain lands and premises situated in the County of Snohomish, State of Washington legally described at Exhibit A ('Grantor's Parcel" ); and WHEREAS, Grantee is the owner of certain lands and premises situated in the County of Snohomish, State of Washington legally described at Exhibit B ("Grantee's Parcel" ); and WHEREAS, Grantee is desirous of acquiring and Grantor agrees to convey rights and privileges across, over, and upon Grantor's Parcel under the terms set forth herein. AGREEMENT NOW, THEREFORE, Grantor, for valuable consideration, the adequacy and receipt of which is hereby acknowledged, hereby conveys and grants to Grantee, its tenants, successors and assigns and its permitees and licensees, the perpetual right, privilege and authority to construct, alter, improve, repair, operate and maintain a sanitary se,,ver line and appurtenances, across and under that portion of Grantor's Parcel legally described at Exhibit C (the "Easement Area"). Together with the right of ingress to and egress from and across adjacent lands of Grantor's Parcel, for the purpose of constructing, reconstructing. repairing, renewing. altering, changing and operating said line, and the right at anytime to remove said line and appurtenances from Grantor's Parcel. Grantor reserves the right to use the surface above the described Easement Area in the manner now existing, but shall not erect any buildings, structures, patios, or other construction of any nature on the Easement Area. This conveyance is conditioned upon Grantee's obligation to replace any asphalt, cement, lawn, shrubbery, fences or land that are altered in connection with the exercise of Grantee's rights hereunder. in as good condition as the same were immediately before Grantor's Parcel was entered by Grantee. The rights, title, privilege and authority hereby granted shall continue to be in force until such time as Grantee, its successors or assigns, shall permanently remove said line and appurtenances from the Easement Area at which time all such rights, title, privileges and authority hereby granted shall terminate. Grantor also covenants to and with Grantee that Grantor is lawfully seized and possessed of Grantor's Parcel; has good and lawful right and power to convey the easement contained herein. that Grantor's Parcel is free and clear of encumbrances except as recorded against title prior to the date of this Agreement; and that Grantor will forever warrant and defend the title to said easement and the quite possession thereof against the lawful claims and demands of all persons whomsoever. This conveyance shall be a covenant running with the land, and shall be binding on Grantor and its heirs, successors and assigns forever. IN WITNESS WHEREOF, this Agreement is made and entered on the date first above appearing. SB Investments One, LLC i 4'Samuel G. Browning Member SB Investments Two, LLC ,,8amuel G. Browning Member X EO ***GRANTOR NOTARY*** STATE OF WASHINGTON ) ) ss. COUNTY OF ) THIS IS TO CERTIFY that on this '4- day of May, 2005, before me, the undersigned, a notary public in and for the State of Washington, duly commissioned and sworn, personally appeared Samuel G. Browning, to me known to be the authorized Member of SB Investments One, LLC, (the "Company") that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of the Company for the uses and purposes therein mentioned, and on oath stated that said individual was authorized to execute said instrument. WITNESS my hand and official seal the day and year in this certificate first above written. Notary Public in and for the State of Was�ingto residin- Notary Public at ' . �� :Ft Site of Wash ERNA My appointment expires: —"/!C��^ 0C, „L MY COMMISSION EXPIRES ***GRANTEE NOTARY*** THIS IS TO CERTIFY that on this -L day of May, 2005, before me, the undersigned, a notary public in and for the State of' Washington, duly commissioned and sworn, personally appeared Samuel G. Browning, to me known to be the authorized Member of SB Investments Two, LLC, (the "Company") that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of the Company for the uses and purposes therein mentioned, and on oath stated that said individual was authorized to execute said instrument. WITNESS my hand and official seal the day and year in this certificate first above written. Notary Public in and for the MD State of Washington, residing ton / at �,' / (�� 1 `, Lc_- r MPIRES My appointment expires: �/I �'�� `G GRANTOR'S PARCEL LEGAL DESCRIPTION THAT PORTION OF TRACT 1, BLOCK 2, PLAT OF DIVISION 2 OF WESTGATE PARK, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEASTERLY CORNER OF TRACT 1; THENCE SOUTHWESTERLY ALONG THE SOUTHERLY LINE 125 FEET; THENCE NORTHWESTERLY PARALLEL TO THE EASTERLY LINE 127.56 FEET TO A POINT ON THE NORTHERLY LINE WHICH IS 128 FEET SOUTHWESTERLY FROM THE NORTHEAST CORNER OF SAID TRACT I; TIIENCE NORTHEASTERLY .ALONG THE NORTHERLY LINE 128 FEET TO THE NORTHEAST CORNER; THENCE SOUTHEASTERLY ALONG THE EASTERLY LINE 100 FEET TO THE POINT OF BEGINNING; ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGES 40 AND 41, RECORDING OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THAT PORTION CONVEYED TO STATE OF WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 2180200. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 4 EXHIBIT B GRANTEE'S PARCEL LEGAL DESCRIPTION PARCEL A: THAT PORTION OF TRACT A, BLOCK 2, DIVISION NO. 2 OF WESTGATE PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGE(S) 40-41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER; THENCE NORTHWESTERLY ALONG THE EASTERLY LINE 87.15 FEET TO THE NORTHEAST CORNER; THENCE WESTERLY ALONG THE NORTHERLY LINE 129.77 FEET; THENCE SOUTHEASTERLY TO A POINT ON THE SOUTH LINE 120 FEET WESTERLY OF THE SOUTHEAST CORNER; THENCE NORTHEASTERLY ALONG THE SOUTH LINE 120 FEET OF THE SOUTHEAST CORNER AND THE POINT OF BEGINNING; EXCEPT THE PORTION CONVEYED TO THE STATE OF WASHINGTON FOR HIGHWAY PURPOSES BY DEED RECOREDED UNDER AUDITOR'S FILE NO. 2176892. PARCEL B: THAT PORTION OF VACATED 102ND PLACE SOUTHWEST, LYING NORTHERLY AND EASTERLY OF THE WEST LINE OF PARCEL A EXTENDED, AS VACATED UNDER VOLUME 54 OF COMMISSIONER'S RECORDS, PAGE 140 AND 141, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. EXHIBIT C EASEMENT AREA LEGAL DESCRIPTION THOSE PORTIONS OF THOSE PARCELS INDICATED ON SNOHOMISH COUNTY RECORD OF SURVEYS AS RECORDED UNDER RECORDING NUMBERS 200505095117 AND 200407155156; BOTH SITUATED IN THE NORTHEAST ONE -QUARTER OF THE NORTHWEST ONE -QUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN, IN THE CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON, AND DESCRIBED AS FOLLOWS; A STRIP OF LAND 10-FEET IN WIDTH BEING 5-FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT THE MOST NORTHERLY CORNER OF SNOHOMISH COUNTY RECORD OF SURVEY AS RECORDED UNDER RECORDING NUMBER 200407155156-1 THENCE SOUTH 38035'03" WEST, A DISTANCE OF 14.96 FEET; THENCE NORTH 41°08'40" WEST, A DISTANCE OF 6.20 FEET, TO THE NORTHWESTERLY LINE OF SAID RECORD OF SURVEY AND THE TERMINUS OF THIS DESCRIBED CENTERLINE; SAID TERMINUS POINT BEING SOUTH 62003' 10" WEST, A DISTANCE OF 15.13 FEET FROM THE BEGINNING OF THIS DESCRIBED CENTERLINE. THE SIDELINES OF SAID EASEMENT TO BE SHORTENED OR LENGTHENED AS REQUIRED TO INTERSECT AT ALL ANGLE POINTS AND TO BE SHORTENED OR LENGTHENED TO TERMINATE ON THE PROPERTY LINES OF BOTH AFOREMENTIONED SNOHOMISH COUNTY RECORD OF SURVEYS SO AS TO FORM AN ENCLOSED PARCEL. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 0 F�l Lr-- CL.T./ PAGUACCI PIZZA 10204 EDMONDS WAY OCCUPANCY CLASSIFICATION: A-2 CONSTRUCTION TYPE: TYPE VB i STORY BUILDING AREA: 2,422 SF BUILDING CODE: 2003 1BC, IMC, IFGC, IFC UPC, WSEC, MAO ACTIVE FIRE PROTECTION FIRE ALARM SYSTEM W/ SMOKE DETECTION AND MANUAL PULLS EMERGENCY LIGHTING W/ BATTERY BACK-UP FIRE EXTINGUISHERS PASSIVE FIRE PROTECTION ATTIC DRAFT STOPS STRUCTURAL PROTECTION NOT REQUIRED LEGEND d REQUIRED EXIT TO EXTERIOR OF THE BUILDING GM GAS METER Ea ELECTRIC PANEL R� ROOF ACCESS HATCH ��`1i ;I -. ` NO 0 STREET FILE 1I The 14, iranspo X q 7 5_�-o Group Darrell Smith, P.E., Edmonds ® February 17, 2005 Dan McKinney, Jr., Transpo 03327.00 Matt Galvin, Pagliacci Pizza Bob Mesher, Mesher Shing Architects SEPA-Traffic Impact: Analysis—, Pagliacci Pizza The purpose of this memorandum is to document the traffic impact of the proposed Pagliacci Pizza restaurant at 10204 Edmonds Way in the City of Edmonds. This memorandum has been prepared to comply with the requirements set forth by the City of Edmonds for a Level II Traffic Impact Analysis. Project Location and Description The Pagliacci Pizza site is located on the southern corner of Edmonds Way/102" Place West. Attachments 1 and 2 illustrate the site vicinity and proposed site plan. The proposed project would include one new building with 2,422 gross square feet (gsf] and include 16 parking spaces. The existing 2,000 gsf medical office building would be removed. Construction is anticipated to begin in 2005 with full occupancy in 2006. Access to this project would be provided via two driveways; one via 102"d Place W and a right-in/right-out only driveway on Edmonds Way as shown in Attachment 2. "TREET FILE Trip Generation PM peak hour trip generation is based on data from three other similar Pagliacci Pizza Restaurants. The three restaurants are listed below: • Seattle: 145`h Street Store (1,700 gsf) • Kirkland: Juanita (1,800gsf) • Bellevue: Bridal Trails (2,000 gsf) These three stores most closely represent the sales and operations anticipated at the proposed Edmonds location. These small -sized Pagliacci Pizza restaurants have delivery, pick-up, and a small amount of dine -in spaces. An average trip generation rate for the PM peak hour of the restaurants was derived based on the trips per 1,000 total square feet using sales data from each store. The PM peak hour for Pagliacci restaurants occurs from 7 to 8 p.m. Sales data during this time period were summarized for Tuesday, Wednesday, and Thursday during the most recent ten weeks (primarily October and November) to determine the average weekday PM peak hour sales. "Phis was broken down into two categories: delivery and pick-up/dine-in. Delivery represents employee trips and pick-up/dine-in represent customer trips. To The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 1 ■ convert sales into the number of trips, it was assumed that one driver took an average of two sales on each delivery and each delivery resulting in one inbound and one outbound trip. It was assumed that each pick-up/dine-in sale represented one inbound and one outbound vehicle trip. These assumptions were verified with Pagliacci Pizza owners. As a conservative approach, the PM peak hour traffic of the restaurant (7-8 p.m.) was added to the PM peak hour of the adjacent street (one hour between 4-6 p.m.). This is considered conservative because the restaurant would not reach peak operations until after the PM peak hour of the adjacent street. Table 1 summarizes the trip generation results for the three study locations and derives an average trip generation rate per 1,000 sf. Table I o - D- o D - � Qo�.[�e s .• � 000 Bridle.Trails_(Bell'e'vue). 14= _ - 6 20 2,000 10.00 )uanita-_(Kirkland)_ , _ 12 - 8, 20' 1,800 11.11 145' Street (Seattle) 14 10 24 1'1700 14.12 Average rate " _ - 11.74 ,a. As Table 1 shows, the average weekday PM peak hour rate was calculated at 11.74 trips per 1,000 gsf. The PM peak hour rate per 1,000 gsf was used to estimate the PM peak hour trip generation for the proposed Edmonds Pagliacci Pizza restaurant. Credit was taken for the existing building on site to show the net new trips that would impact the roadway network. The existing medical office building trip generation was estimated based on the average rate for Medical -Dental Office Building in the Trzp Generation Manua! (Institute of Transportation Engineers JITE], 7`h Edition, 2003). Pass -by trips were also estimated for the proposed uses. Pass -by trips are those trips that make intermediate stops at the site when they are on their way from one destination to another. Pass -by trips were only calculated for the customer -related trips and not applied to the delivery driver trips. A pass -by reduction of 40 percent was applied to the customer trips, which resulted in an average pass -by rate of 15 percent when applied to the combined trip rate of 11.74 trips per 1,000 sf. The 40- percent reduction is considered conservative as the ITE Trip Generation Ilandbook provides rates derived from studies completed for restaurants that range from 43 to 47 percent. "fable 2 summarizes the trip generation estimate for the proposed Pagliacci Pizza restaurant in Edmonds. The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 2 E* Table 2 10"f; r� g�,lit, ; Medical Office Building Rate��, 2,000 nbou'nd Qutbou 6 Total Trips 4Proposed � t ` S'ize,(g`sfl" �Ra � Inbound �Ou bound Total Tlrips Pagliacci Pizza Restaurant • •. Total Net New Trips' 11 7 18 As Table 2 shows, the net new trip generation would be approximately 18 trips during the PM peak hour. Trip generation at the driveways only would be approximately 29 trips during the PM peak hour of the restaurant, which occurs between 7:00 and 9:00 p.m. Trip Distribution and Assignment Trip distribution was determined based on existing travel patterns on Edmonds Way during the PM peak hour consistent with the analysis completed for the previous site. Approximately 54 percent would travel to/from the west and the remaining 46 percent would travel to/from the east. Project trips were assigned to/from the driveways based on these travel patterns and are shown in Attachment 4. Intersection Operations An operations analysis was conducted to evaluate the existing, future 2006 future without -project (baseline), and future with -project traffic operations of the Edmonds Way/102"d Place W intersection, located adjacent to the site. The level of service (LOS) analysis was conducted using the Synchro 6.0 analysis software, which utilizes procedures identified in the Hi ,gbway Capacity Manual ('000). A traffic count was conducted at Edmonds Way/102"d Place W in February 2004, and was used as the basis for the existing conditions analysis. For future without operations analysis, these traffic volumes were increased by a 1-percent annual growth rate to arrive at 2006 baseline traffic volumes, which are shown in Attachment 3. The one -percent annual growth rate was recommended by City staff and is intended to account for general increases in background traffic in the area, and is consistent with the growth rate used for the previous analysis. Future with -project traffic volumes were developed by adding the project trip assignment noted in Attachment 3, to the 2006 baseline traffic volumes. The resulting 2006 future with -project traffic volumes are also shown in Attachment 3. The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 3 �•� ; , y fir, g�k 4 Traffic operations for an intersection can be described alphabetically with a range of levels of service (LOS A through F), with LOS A indicating free -flowing traffic and LOS F indicating extreme congestion and long vehicle delays. At stop -sign -controlled intersections such as Edmonds Way/102" Place W, LOS is measured in stopped delay per vehicle and is typically reported using the intersection turning movement with the highest delay. Table 1 shows the results of the weekday PM peak hour levels of service calculations at the study intersection. Intersection levels of service worksheets are provided as Attachment 5. Table 3 Existing Conditions B 13.5 Northbound Approach 2006 Baseline Conditions B 13.6 Northbound.Approach' 2006,With-Project Conditions C 16.0 Northbound,Approach As is shown in Table 3, the Edmonds Way/102"d Place W intersection currently operates at LOS B during the weekday PM peak hour. In 2006 baseline conditions, the intersection is anticipated to continue to operate at LOS B. With the addition of project traffic, the Edmonds Way/102"d Place W intersection is anticipated to continue to operate at LOS C, with an increase in average vehicle delay at the intersection of less than three seconds per vehicle. Site Access Driveway This section describes anticipated level of service, queuing, sight distance, and safety conditions at the proposed access driveway. The proposed project will include modification of the two existing driveways. Early coordination with WSDOT and the City of Edmonds was conducted to provide for a revised access plan that would improve operations and safety. The access on 102"d Place W is currently very wide and not well defined. The proposal would include moving the access as far away from Edmonds Way as possible and narrowing the access driveway to 30 feet wide. Frontage improvements would also be constructed that would include curb, gutter, sidewalk and landscaping. The access on Edmonds Way would be modified to include a "pork chop" island that would be used to physically restrict access to right-in/right-out only. This will eliminate potentially dangerous left turning movements at this location and have less impact to operations on Edmonds Way. The access would also include signing to The Transpo Group 11730118' Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 4 x ■ I;r p, I 1 1: 111P designate the right-in/right-out only operations and include ADA compliant ramps and sidewalks. Operations Level of service (LOS) was evaluated for the 2006 year of opening for the proposed driveways, using the same methodology as in the study intersection LOS analyses. Table 4 shows the level of service and 95`h percentile queue lengths for each driveway. Table 4 Site Rr,iveway/Edmonds W.ay INt OS' Delay 0ueue Length'', Northbound 1 Q2^" Place W/Site Driveway LOS" Delayz Oueue Length' Westbound• .... -Southbound Approach6 A 1.8 <1 The anticipated LOS and queuing for both driveways are anticipated to be within acceptable standards, with LOS operations at LOS B or better, and all queues lengths not projected to exceed one vehicle in future with -project conditions. Safety Analysis Accident records were obtained from the City of Edmonds Police Department for the frontage area near the proposed driveway. These records, for the January 1, 1999 to November 18, 2003 period, indicated that no accidents were reported near the site or at the 102"" Place W/Edmonds Way intersection. The project is proposing to restrict the driveway access on Edmonds Way to improve safety. The right-in/right-out only access will reduce the number of conflict points at this location and eliminate the more dangerous left turning movements. Mitigation Recommendations The project is estimated to generate 18 new PM peak hour trips and would not have a significant impact on traffic flow to adjacent roadways. Frontage improvements would be provided to meet the City of Edmonds and WSDOT requirements. The The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 5 N X only other mitigation that would be required would be Traffic Impact Fees to the City of Edmonds as described below. Traffic Impact Fees The City of Edmonds accesses impact fees for new developments and allows credit for the prior use of the site in accordance with Ordinance No. 3516. The existing site is classified as a medical office building where as the proposed use is classified as a sit down restaurant. Table 5 provides impact fee rates and calculations for the proposed development. Table 5 e >. Pagliacci Pizza (Sit -Down Restaurant) 2,422 sf S4.92/sf $111917'` Existing Medical -Office Building for Credit 2,000 sf $4.19/sf 8 380 Net Impact Fee after Existing Credit $3,537 As shown in Table 4, the proposed project would be required to pay the City of Edmonds approximately $3,537 in transportation impact fees. This is only a planning level estimate and the exact fee and final costs would be calculated by the City of Edmonds upon their review of the traffic analysis. Attachments Nl:\03\03327 Edmonds Pnbhacci Pi".j\03327 - 2005 Repon.doc The Transpo Group 11730118" Avenue N.E., Suite 600 Kirkland, WA 98034-7120 425.821.3665 page 6 0 • � I ,p: ie - j I ... . 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It « rFzda-�id to a/py a mpzaluFr al! a arty pvt de+al�, sJxtLa% jlpnom! ure ur rx<a!G vidxrrt prmi«iarx All txglxr ze�frurl Attachment 1 The Site Vicinity Trans o Edmonds Pagliacci Group !,•t iOW133 ; Fd.T.nnds PP.ghacri 1'izzai ,rphicslvicindy Or (A 41 Attachment 2 Site Plan Edmonds Pagliacci NOT TO SCALE The �ransp® Group W=3327 Edmonds Pagliacd PizzakGraphicslGfaphicV.dvvg, A, 2/1712005 1:02:37 PM, robeftm EXISTING VOLUMES 2006 BASELINE VOLUMES N i I NOT TO SCALE � I ! 805 815 10 \Q 970 10 980 25 i'' 25 t t 5 20 ; 5 20 i � + A`Ma '✓C I i 1 i i l PROJECT TRIP ASSIGNMENT t 2006 FUTURE WIT -PROJECT VOLUMES � I 4. 3� 979 7 (+1) i 13 33 "4 ( `. 8 1 (1)1 14 21 835'` 5 7 i 61,012 e " SITE ( � r) SITE 6 10 35 11 t 1 PM PEAK HOUR x _ PROJECT TRIPS i PM PEAK HOUR 25 PASS -BY TRIPS I Attachment 3 The } Traffic Volumes- Weekday PM Peak Hour SP® Edmonds Pagliacci Group L�F:n HCM Unsignalized Intersection Capacity Analysis 5: Edmonds Way & 102nd Place W Existing Conditions. PM Peak Hour Movement . EST . ESR'" `WBL .WBT 'NBL NBR Lane Configurations Tp R 14 Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 805 10 25 970 5 20 Peak Hour Factor C.92 0,92 0,92 0,92 0.92 0,92 Hourly flow rate (vph) 875 11 27 1054 5 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 886 1462 443 vC1. stage 1 conf vol 880 vC2. stage 2 conf vol 582 vCu, unblocked vol 856 1462 443 tC, single (s) 4, t 6.8 6.9 tC. 2 stage (s) 5.8 tF (s) 2.2 3,5 3.3 p0 queue free % 96 98 96 cM capacity (veh/h) 766 248 568 DlFectfon;.Lane #EB11 E6:2"..WBf:..NJ8:2`'WB3":'N61 Volume Total 583 303 27 527 527 27 Volume Left 0 0 27 0 0 5 Volume Right 0 11 0 0 0 22 cSH 1700 1700 766 1700 1700 451 Volume to Capacity 0.34 0.18 0.04 0.31 0.31 0.06 Queue Length 95th (ft) 0 0 3 0 0 5 Control Delay (s) 0.0 0.0 9.9 0.0. 0.0 13.5 Lane LOS A B Approach Delay (s) 0.0 0.2 13.5 - Approach LOS B Intersection Summary Average Delay0.3 Intersection Capacity Utilization 36.8%8% ICU Level of Service A Analysis Period (min) 15 M:\03103327 Edmonds Pagliacci Pizza\los\Feb 2005 Update\Existing.sy7 The Transpo Group Page 1 HCM Unsignalized Intersection Capacity Analysis 5: Edmonds Way & 102nd Place W 2006 Baseline Conditions- PM Peak Hour Movement EBT-'-EBR'.,WBL WBT NBL. NBR Lane Configurations 4?+ T4 Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 815 10 25 980 5 20 Peak Hour Factor 0.92 0,92 0,92 0.92 0.92 0.92 Hourly flow rate (vph) 886 11 27 1065 5 22 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 897 1478 448 vC1, stage 1 conf vol 891 vC2, stage 2 conf vol 587 vCu, unblocked vol 897 1478 448 tC. single (s) 4.1 6.8 6.9 tC, 2 stage (s) 9.8 IF (s) 2.2 3.5 3.3 p0 queue free % 96 98 96 CM capacity (veh/h) 759 244 563 .. . .. Direction;:Cane # E8:1r: . E8 2',: WB.1 i.W82. .. ... .. ._. ,W8 3'-: ':NB 1 Volume Total 591 306 27 533 533 27 Volume Left 0 0 27 0 0 5 Volume Right 0 11 0 0 0 22 cSH 1700 1700 759 1700 1700 447 Volume to Capacity 0.35 0.18 0.04 0.31 0,31 0.06 Queue Length 95th (ft) 0 0 3 0 0 5 Control Delay (s) 0.0 0.0 9.9 0.0 0.0 13.6 Lane LOS A B Approach Delay (s) 0.0 0.2 13.6 Approach LOS g Interseotion.Summary Average Delay 0.3 Intersection Capacity Utilization 37.1% ICU Level of Service A Analysis Period (min) 15 M:\03\03327 Edmonds Pagliacci PizzaUos\Feb 2005 Updatek2006 Baseline.sy7 The Transpo Group Page 1 HCM Unsignalized Intersection Capacity Analysis 5: Edmonds Way & 102nd Place W 2006 Future with Project Conditions- PM Peak Hour � 4� � Movement. EBT.. EBR':rWBL,'WET;: NBL -NBR, Lane Configurations Tj. R 44 Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 820 13 33 979 14 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 891 14 36 1064 15 23 Pedestrians Lane Width (ft) Walking Speed (fVs) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 905 1502 453 vC1, stage 1 conf vol 898 vC2, stage 2 conf vol 604 vCu, unblocked vol 905 1502 453 tC, single (s) 4.1 6.8 6.9 1 2 stage (s) 5.8 tF (s) 2.2 3.5 3.3 p0 queue free % 95 94 96 cM capacity (veh/h) 753 239 560 D(rection, Lane # '. EB 1 ;EB 2 W8.1 W8 2 WB 3 .NB 1 Volume Total 594 311 36 532 532 38 Volume Left 0 0 36 0 0 15 Volume Right 0 14 0 0 0 23 cSH 1700 1700 753 1700 1700 364 Volume to Capacity 0.35 0.18 0,05 0.31 0,31 0.10 Queue Length 95th (ft) 0 0 4 0 0 9 Control Delay (s) 0.0 0.0 10.0 0.0 0.0 16.0 Lane LOS B C Approach Delay (s) 0.0 0.3 16.0 Approach LOS C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 37.4 % ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 7: Site Dvwy & 102nd Place W 2006 Future with Prcject Conditions- PM Peak Hour "(- 4_ f /. 1 d Movements--: WBL'. WBR NBT NBR, SBL SBT Lane Configurations Y I. .i Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 10 25 0 11 35 Peak Hour Factor 0.92 0.92 0.92 0,92 0.92 0.92 Hourly flow rate (vph) 0 11 27 0 12 38 Pedestrians Lane Width (ft) Walking Speed (f /s) Percent Blockage flare (veh) Right turn type Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC. conflicting volume 89 27 27 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu. unblocked vol 89 27 27 tC, single (s) 6.4 6.2 4.1 tC. 2 stage (s) tF (s) 3.5 3.3 22 p0 queue free % 100 99 99 cM capacity (veh/h) 910 1054 1600 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 11 27 50 Volume Left 0 0 12 Volume Right 11 0 0 cSH 1054 1700 1600 Volume to Capacity 0.01 0.02 0.01 Queue Length 95th (ft) 1 0 1 Control Delay (s) 8.5 0.0 1.8 Lane LOS A A Approach Delay (s) 8.5 .0.0 1.8 Approach LOS A Intersection Summary, Average Delay 2.1 Intersection Capacity Utilization 19.1 % ICU Level of Service A Analysis Period (min) 15 M:103103327 Edmonds Pagliacci Pizza\los\Feb 2005 UpdatM2006 Future with Project.sy7 M.103\03327 Edmonds Pagliaccl Pizza\los\Feb 2005 Update\2006 Future with Project.sy7 The Transpo Group Page 1 The Transpo Group Page 2 HCIVI Unsignalized Intersection Capacity Analysis 9: Edmonds Way & Site Dywy (RRO) 2006 Future with Project Conditions- PM Peak Hour Movement Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh1h) 835 6 0 1012 0 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 908 7 0 1100 0 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) PX, Platoon unblocked vC, conflicting volume 914 1461 457 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 914 1461 457 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2,2 3.5 3.3 PO queue free % 100 100 99 CM capacity (veh/h) 748 122 556 Direction Lane # EB 1 EB,2, WS 1: W82 NB 1: Volume Total 605 309 550 550 7 Volume Left 0 0 0 0 0 Volume Right 0 7 0 0 7 cSH 1700 1700 1700 1700 556 Volume to Capacity 0.36 0.18 0.32 0.32 0.01 Queue Length 95th (ft) 0 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 0.0 11.6 Lane LOS B Approach Delay (s) 0.0 0.0 11.6 Approach LOS B Intersection Summary Average Delay Intersection Capacity Utilization 33.3% ICU Level of Service A Analysis Period (min) 15 M:103\03327 Edmonds Pagliacci Pizza\los\F:eb 2005 Update\2006 Future with Project.sy7 The Transpo Group Page 3 CITY OF EDMONDS CITY HALL THIRD FLOOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 a (425) 771-0247 e FAX (425) 771-0252 OFFICE OF THE MAYOR fhc. 1 S 9 v January 18, 2005 Ramin Parzooki WSDOT Northwest Region P.O. Box 330310 Seattle, WA 98133-9710 Dear Mr. Parzooki, GARY HAAKENSON MAYOR Over the past year, Pagliacci Pizza Corporation has been unsuccessful in developing a site plan that complies with the numerous local and state regulations governing such development. Specifically, they have run into access management regulations that prohibit them from developing a restaurant along SR 104 near 102nd Place West in Edmonds. This portion of SR 104 is a non -limited access facility located in an urbanized setting adjacent to many underdeveloped properties. It is likely that many of these properties will attempt to redevelop over the next few years. With the roadway and utility infrastructure in place along SR 104, WSDOT, in cooperation with the City of Edmonds, should encourage development to occur rather than encouraging it to seek less regulated rural corridors. However, without a joint WSDOT and City of Edmonds development strategy in place, it is likely that many developments will flounder and ultimately fail. I encourage you to work directly with our staff to develop a strategy for this corridor that will promote economic development in our community. I also request that you strive to find a reasonable access alternative for the proposed Pagliacci Pizza development. Anything you can do to support this effort will be greatly appreciated. Thank you for your efforts on behalf of the proposed Pagliacci Pizza development. Sincerely, Gary Haakenson Mayor GHVbc C:\Mayor05\PagIiacciLtrDOT.doc WSDOT Traffic Engineer Dongho Chang Matt Galvin, Pagliacci Pizza Incorporated August 11, 1890 Sister City - Hekinan, Japan e EoM CITE' OF IEDMONDS 1215 1h Avenue North o Edmonds, WA 98020 Phone: 425.771.0220 o Fax: 425.771.0221 o Web: www.ci.edmonds.wa.us i�g90 DEVELOPMENT SERVICES DEPARTMENT: PLANNING DIVISION ADMINISTRATIVE DESIGN REVIEW - ,STAFF DECISION - BLD-2011-0339 Project Proposal Pagliacci Pizza has submitted an application for a freestanding (monument) sign at their 10200 Edmonds Way location. The Comprehensive Plan designates the site as Edmonds Way Corridor. The site is zoned BN — Neighborhood Business. Property Owner Pagliacci Pizza 423 East Pike St. Seattle, WA 98122 Design Review Process Applicant Floisand Studio 1941 1" Ave. S Seattle, WA 98134 Contractor Wilcox Construction 234 51h Ave. S Edmonds, WA 98020 Design review for signs is considered a Type I decision subject to the requirements of ECDC 20.01.003. The design standards in the sign code (Chapter 20.60 ECDC) and those general urban design standards in the Comprehensive Plan apply. Analysis 1. Design Standards. The proposed signage satisfies the intent of the following goals and policies from the Comprehensive Plan and the design standards in ECDC 20.60: a. Comprehensive Plan goals and policies for the Edmonds Way Corridor are located on page 77 and are intended to encourage the development of high quality, well -designed projects that reflect the values of the citizens of Edmonds. The associated general urban design objectives are located on pages 92 — 98. b. "Provide adequate lighting for signage panels. " (page 95) c. "Protect the streetscape from becoming cluttered. " (page 96) d. "Minimize distraction from the overuse of advertisement elements. " (page 96) e. "Provide clear signage for each distinct property. " (page 96) f. "Use graphics/symbols to reduce the need to have large letters. " (page 96) g. "Minimize potential for view blockage. " (page 96) h. "Signs should be related to the circulation element serving the establishment. " (page 96) i. "Landscaping should be used in conjunction with pole signs for safety as well as appearance. " Page 96). j. "Where multiple businesses operate from a central location, tenants should be encouraged to coordinate signing to avoid the proliferation of signs, each competing with the others. " (page 96) 2. Sign lype. Freestanding (monument) signs are permitted types in the Westgate/SR-104 area (Edmonds Way) area according to ECDC 20.60.020.L. External illumination is permitted as well but ST�,EET FILE -Page,,- File No. BLD-2011-0339 Pagliacci Pizza sign according to ECDC 20.60.020.H, no commercial sign shall be illuminated after 11:00 p.m. unless the commercial enterprise is open for business and then may remain on only as long as the enterprise is open. 3. Number of signs. According to ECDC 20.60.025.A.4, a maximum of three commercial signs may be installed at the subject location, excluding window signs. The proposed monument sign will bring the total number of signs at the site to two. 4. Sign size. According to ECDC 20.60.025.A.1, the maximum total permanent sign area for uses in the BN zone is one square foot of sign area for each lineal foot of wall containing the main public entrance to the primary building on the site. The Pagliacci Pizza entrance wall facing Edmonds Way is 56.5 feet in length resulting in 56.5 square feet of signage possible at the site. The existing wall sign at the site is 32 square feet which leaves 24.5 square feet available for additional signage. According to ECDC 20.60.045.C, the maximum area for a freestanding (monument) sign in the BN zone is 24 square feet. The proposed monument sign will be 17.58 square feet leaving 6.92 square feet available for future complying signage (24.5sf— 17.58sf). 5. Sign height and location. According to ECDC 20.60.045.D, the maximum height for a freestanding in the BN zone is 14 feet. However, the proposed sign will be located within the required 25' street setback near the corner of Edmonds Way and 102°d Place SW. In order to be located within a required setback area, the structure may be no greater than 36" (3 feet) from the base of the sign at ground level to the top of the sign. The proposed sign will be a maximum of 3 feet tall including a broad concrete base and letters 1.75 feet high. 6. Colors. The signage will consist of individual, gray, open-faced channel letters up -lit from the base. 7. Landscaping. According to ECDC 20.60.045.G, freestanding signs shall have a landscaped area twice the size of the sign area at the base of the sign and that area shall be protected from vehicles by curbing. The proposed sign will be placed in an area of existing landscaping and therefore no additional landscaping is necessary. Decision Based on the facts and conclusions of this report, staff finds that the design review for this project (File No. BLD-2011-0339) is APPROVED, with the following condition: 1. Illumination is permitted but according to ECDC 20.60.020.H, no commercial sign shall be illuminated after 11:00 p.m. unless the commercial enterprise is open for business and then may remain on only as long as the enterprise is open. I have reviewed the application for compliance with the Edmonds Community Development Code. j I( Mike Clugston, Planning Division Appeals: Design review decisions by staff are only appealable to the extent that the applicable building permit or development approval is an appealable decision under the provisions of the ECDC. Design review by staff is not in itself an appealable decision. Page 2 of 2 SURFACE WATER ANALYSIS Resubmit 11 May 2005 10 boo fitoWdS �� EDMONDS PAGLIACCI EDMONDS, WA TECHNICAL INFORMATION REPORT '/ONALEr H EXPIRES 7/07/09 11 MAY, 2005 WJA DESIGN COLLABORATIVE 1736 FOURTH AVE. S. SUITE A SEATTLE, WA 98134-1502 206.254.2570 RESUB MAY 2 0 2005 SUWNG DEPARTMENT CITY OF EDMONDS ARCHITECTURE ENGINEERING LANDSCAPE ARCHITECTURE PLANNING SURFACE WATER ANALYSIS Resubmit 11 May 2005 EDMONDS PAGLIACCI EDMONDS, WA TECHNICAL INFORMATION REPORT 90 11 MAY, 2005 i RIESUB MAY 20 2005 BUILDING DEPARTMENT CITY OF EDMONDS GREET FLE WJA DESIGN COLLABORATIVE 1736 FOURTH AVE. S. SUITE A SEATTLE, WA 98134-1502 206.254.2570 ARCHITECTURE ENGINEERING LANDSCAPE ARCHITECTURE PLANNING 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table of Contents 1. Drainage Information Summary Form 2. Existing Conditions 3. Developed Site Conditions 4. Detention Design Criteria 5. Detention Hydraulic Results 6. Detention Pipe Sizing Results 7. Downstream Analysis 8. Site Development - Proposed 9. TESC Pond Sizing & Analysis 10. Water Quality Design Criteria 11. Basins Maps & Related Reports RESV o MAY 2 0 2005 BUILDING G DEPARTMENT OF EDP DS 2 I A Detailed Storm Drainage Study, dated 16 June 2004, was conducted by Western U L� Engineers Inc. for the project site directly to the south. The owner decided instead to develop the adjacent property to the north. Therefore, modifications to the initial Drainage Study by Western Engineers Inc. are required. Due to the close similarity in site soils, project location and drainage characteristics, some sections in the following Surface Water Analysis are taken directly from the Detailed Storm Drainage Study performed by Western Engineers Inc. Passages taken from the previous Drainage Study are indicated in quotations. 1. (Drainage Information Summary Form Project Name: Pagliacci Pizza Project Engineer: WJA, PLLC Project Applicant: Pagliacci Pizza L� Project Total Area: 0.36 Acres Project Development Area: 0.36 Acres Number of Lots: 1 Summary 'fable: n Drainage Basin Information uOn -site Area Type of Storage Proposed Approximate Storage Volume Soils types Pre -developed Runoff Rate I 0 2 year 10 year 100 year 0.36 (Detention Pipe Urban Land Complex — Alderwood/ Everett/ Tokul Series Q (cfs) 0.012 0.043 0.102 Post -developed Runoff Rate before /after controlling Q (cfs) 2 year 0.091/0.011 10 year 0.137/0.027 100 year 0.209/0.103 "Type of water quality measure(s) proposed: 1. Silt Fence around site perimeter. 2. Standard erosion control BMPs at building stage such as mulch, seed, hay bales, sediment traps, TESC entrance to control construction runoff." 0 VICINITY MAP PHOTO TAKEN FROM THE 1998 THOMAS BROTHERS' GUIDE CD-ROM Western Engineers Inc. SURVEYORS • PLANNERS - ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700 + (425) 356-2708 (FAX) E-mail: wei.inc@gte.net FIGURE 1. VICINITY MAP PAGLIACCI PIZZA EDMONDS, WA 98020 SCALE: DATE: 6/8/04 CHECKED: BRC 1" = 1,222' JOB NUMBER: FILE NAME: BY: BRC 03-455-A VICINITYMAP.doc 2. lExistin2 Conditions "The site is located in the City of Edmonds, Washington at 10130 Edmonds Way (State Road SR-104) in Section 36, Township 27N, Range 3E, W.M. in Snohomish County, WA." An older single family home and asphalt parking lot exist on the site. The building is unoccupied and scheduled to be removed. The asphalt parking lot will be demolished and replaced with new asphalt paving. "From the back of the paving, the rear 30% of the parcel slopes up toward the adjacent property. The slope is approximately 4H:1 V (26%)." There is no existing stormwater detention on -site. The site slopes from south to north towards Edmonds Way. Roof drains direct runoff to the parking lot which flows toward catch basins located within the curb line of Edmonds Way. The existing storm water system along Edmonds Way has large capacity. No downstream flooding or complaints are on record with the city for this site. Topography and Soils "The Snohomish County Soil Survey maps indicate the area is dominated by Urban Complex Soils (Alderwood, Everett and Tokul series) on two -percent to eight -percent slope. Due to extensive commercial development this area is difficult to characterize. The accompanying explanation from the Snohomish County Soils Survey clarifies the area soils complexity. In this application, site soils are summarized as Alderwood series GSL, Hydrologic Class C, per the Snohomish County Soil Survey. We are using CN=81 for the site (based upon site coverage with lawn required by the City of Edmonds), a very conservative assumption for an urban center. Mesher Shing & Associates, architects who sub -contracted the project with Professional Land Surveyors, Inc. Issaquah, WA, provided the survey." EXISTING SITE PHOTOGRAPHS Figure to the Right: Looking east towards west property line. WJA DESIGN COLLABORATIVE SCALE architects engineers landscape architects planners NO SCALE 1736 FOURTH AVE. SOUTH DATE SEATTLE, WASHINGTON 98134-1502 (206) 254-2570 12/10/04 Figure to the Left: Looking east down north property line. PAGLIACCI PIZZA EDMONDS, WA 98020 BY SHEET COREY JURCAK 1 OF 2 JOB NUMBER FILENAME 0414 EXISTING SITE PHOTOGRAPHS Figure to the Right: Looking west towards east property line. WJA DESIGN COLLABORATIVE SCALE architects engineers landscape architects planners NO SCALE 1736 FOURTH AVE. SOUTH DATE SEATTLE, WASHINGTON 98134-1502 (206) 254-2570 12/10/04 Figure to the Left: Looking south towards north property line. PAGLIACCI PIZZA EDMONDS, WA 98020 BY SHEET COREY JLIRCAK 2 OF 2 JOB NUMBER FILENAME 0414 3. Developed Site Conditions EXISTING CONDITIONS Pervious Area = 0.36 ac. CN = 81 (assumed for undeveloped condition) Time of Concentration L1 = 105 LF @ 3% Meadow Alderwood Gravelly Sandy Loam; Hydrologic Group = C Undeveloped CN Assumed for Site = 81 Pervious Area = 0.36 ac. CN = 81 (assumed) DEVELOPED CONDITIONS Developed conditions are summarized as follows: FUT. IMPERVIOUS SURFACE AREA = 0.27 ACRES FUT. PERVIOUS SURFACE AREA = 0.09 ACRES Determine Future CN: Pervious Area = 0.09 ac. CN = 81 Impervious Area = 0.27 ac. CN = 98 L 1 = 55 LF @ 2% Dense Grasses L2 = 55 LF @ 2% Asphalt Parking Lot Developed Tc = 1.14 min. (min. for paved) Developed Tc = 13.37 min. (min. for pervious) P2 = 1.5" P 10 = 2.0" P100 = 3.0" 5 4. Detention Design Criteria "Detention will be provided to satisfy the 2-year, 10-year and 100-year storm requirements per the City of Edmonds storm drainage requirements (Sec. 18.30.060 (1.) c.) and the 1992 DOE Manual. The storm drainage calculations are based upon the Santa Barbara Unit Hydrograph Method as described in the Stormwater Management Manual for Puget Sound published by DOE in June 1991 (Ref. 1). Rainfall intensity is determined according to the referenced DOE Manual Method using Isobaric Charts for Snohomish County." The hydrograph calculations were performed by the 'Stormshed 2G' software program by Engenious Systems, Inc. "The storm selected was the required Type 1 A for Snohomish County. Concentration times were calculated based upon flows from the most distant point on the site to the proposed discharge point." "Basin descriptions are provided on the computer reports for the design storms of interest, the 2-year, 10-year and 100-year storms for undeveloped and developed cases respectively. These detention criteria are the exact criteria imposed on the system approved immediately east of this site. The criteria are as stated in Edmonds Code section 18/030.060 (1.) (c.) Storm data is presented in tabular format on the following pages with brief summaries and explanations of the results." The required Release Criteria for the development are as follows: o Q2-year Undeveloped = 0.012 cfs o Q 10-year Undeveloped = 0.043 cfs • Q 100-year Undeveloped = 0.102 cfs a. "Edmonds current drainage requirements are as follows: l . 'Two-year, 24-hour storm' means a 1.5-inch rainfall event over a 24-hour period with a SCS 1 A rainfall distribution. 2. 'Ten-year, 24-hour storm' means a 2.0-inch rainfall event over a 24-hour period, with a SCS type 1 A rainfall distribution. 3. 'One hundred -year, 24-hour storm' means a 3.0-inch, 24-hour rainfall event over a 24-hour period with a SCS type I rainfall distribution. b. All development sites less than one acre that discharge directly or indirectly to a a stream shall be required to limit the peak rate of runoff to the pre -developed condition two-year, 24-hour design storm, while maintaining the pre -developed peak runoff rate for the 10-year, 24-hour and 100-year, 24-hour storms. ncondition u C. All developments greater than or equal to one acre that discharge directly or indirectly to a stream shall be required to limit the peak rate of runoff to fifty - percent of the pre -developed condition, two-year, 24-hour design storm, while maintaining the pre -developed condition peak runoff rate for the 10-year, 24-hour and 100-year, 24-hour storms." 7 LI d. As defined in the Stormwater Management Ordinance, impervious surfacing includes roof tops, concrete, asphalt, brick and gravel/packed earth. Regarding determination of when impervious surface is new, the following clarification is ' provided: 1 Ll- r 1) Generally, an existing impervious surface at the proposed development site will not be considered new impervious surface unless both of the following conditions exist: (a) the site was developed after July 6, 1977, the date of the City's first drainage ordinance, and (b) no stormwater detention was provided and no waiver was granted. For example, a gravel surface that is being paved will only be considered as a new impervious surface if the gravel surface developed after July 6, 1977, no detention was provided, and no waiver was granted. 2) Regarding the demolition of a structure, if the entire structure, including the foundation is demolished and a new development is constructed, all impervious surface for the development will be considered impervious. However, when the existing foundation is used in development, that portion of the site will not be considered new impervious surface unless it was constructed after July 6, 1977 without detention, or a waiver. 5. Detention ]Hydraulic Results TABLE 1 HYD PEAK TIME VOL UME # R UN®FF OF OF CONTRIBUTING RATE PEAK HYDRO AREA STORM EVENT (cfs) (hrs.) (AcFt) ACRES 1 0.012 8.08 0.0095 0.36 2-year undeveloped 2 0.043 8.06 0.0201 0.36 10 year undeveloped 3 0.102 8.04 0.0394 0.36 100 year undeveloped 4 0.091 8.00 0.0269 0.36 .2 year developed 5 0.137 8.00 0.0424 0.36 10 year developed 6 0.209 8.00 0.0686 0.36 100 year developed 7 0.012 8.00 0.0130 0.36 2-year release 8 0.043 8.00 0.0169 0.36 10 year release 9 0.102 8.00 0.0188 0.36 100 year release s 6. Detention Pipe Sizing Results The enclosed appendices contain the computer results, which indicated the following required detention sizing: l . Detention pipe is equivalent to 100 if of 48" CMP. 2. Riser is a twelve -inch pipe. 3. A three -orifice outlet structure with a bottom calculated orifice of 0.5859 inches at elevation 289.10, a second orifice of 3.2813 inches in diameter at elevation 292.8, a third orifice of 0.4688 inches in diameter at elevation 294.60. 4. Connecting manholes will be Type II-54" diameter. Required Q100 Volume = 820 cf Available Volume = 100 If of 48" CM[P at 12.57 cf/ft = 1257 C>F Available Volume = 1257 cf > 820 cf = OKAY Restriction Device Design The "design" orifice contains a 0.5859-inch orifice at relative elevation 289.10, two feet below the outlet elevation, 291.10. The release at the undeveloped two- year rate of peak flow is considered within the intent and tolerances of the 1991 DOE Stormwater Management Manual and the Edmonds Drainage Code. The outlet structure then matches or exceeds the larger DOE design storm performance requirements of the 10-year and 100-year undeveloped events. The release structure includes a second orifice, of diameter 3.2813 inches at elevation 292.80. The standpipe elevation will be 295.60 for the overflow. In the site 100-year storm, the developed peak flow of 0.210 cfs is reduced to the undeveloped peak flow of Qa100=0.10 cfs, based upon the historical condition described. The results for the design combination structure (multiple -orifice) are given in the attached pages. This is the computer's match for the performance criteria. Emergency Overflow: The standard twelve -inch riser / standpipe will be provided in the new restrictor as an emergency release point. The riser is properly sized to function as an emergency overflow in case multiple release orifices are plugged. 9 0 0 0 0 7. Downstream Analysis "Storm water runoff, leaving the onsite detention system, travels towards the northwest into an existing drainage system. An extensive City of Edmonds storm drainage system exists along Edmonds Way (State Road 104) and collects the majority of runoff from the Southwest Edmonds and Woodway basins. Two large diameter drainage pipes exist under each side of Edmonds Way. On the west side of the road a 36-inch drainage pipe will provide conveyance for the storm drainage leaving this site. It is the main trunk line for drainage areas east of Edmonds Way and south on 100`h Avenue West. On the east side of the road a 48-inch diameter storm drainage pipe exists that will not be used for this site's drainage. It drains Edmonds Way to the north, east and 100`h Avenue West to the north." The 36-inch diameter pipe as -built obtained from the City of Edmonds engineering and planning department indicates an invert elevation of approximately 287.2-feet at the point of connection shown on plans. The point of connection is an existing catch basin on the west side of Edmonds Way at the northernmost corner of the site. After the storm water runoff from the site enters the existing catch basin on the west side of Edmonds Way, it flows to the northwest paralleling Edmonds Way on the west side of the road, essentially under the curb and gutter of the roadway. "At about 1/4-mile downstream the road forks into Edmonds Way and Paradise Lane. This ends the 1/4-mile analysis but additional information appears below. At this point it appears that the 48-inch pipeline connects into this system (see attached drainage schematic from the City of Edmonds engineering and planning department). Past this connection the drainage flows on the west side of Edmonds Way towards Willow Creek and its associated wetland area (about 1 1/4-mile downstream from subject site). At this point all storm water runoff appears to flow through the wetland and enter Puget Sound (about two miles total from site)." 10 ,T . .. ��. DOWNSTREAM PHOTOGRAPHS Figure to the Right: Existing Type II, 54-inch diameter storm drain manhole, located in Edmonds Way. 36- inch diameter storm drain pipe attached to this manhole. WJA DESIGN COLLABORATIVE SCALE architects engineers landscape architects planners NO SCALE 1736 FOURTH AVE. SOUTH DATE SEATTLE, WASHINGTON 98134-1502 (206) 254-2570 12/10/04 Figure to the Left: Designated as Storm Drain Vault. Detention enters this catch basin and connects to manhole in Edmonds Way, see below and last sheet PAGLIACCI PIZZA EDMONDS, WA 98020 BY SHEET COREYJURCAK JOB NUMBER FILENAME 0414 DOWNSTREAM PHOTOGRAPHS WJA DESIGN COLLABORATIVE SCALE architects engineers landscape architects planners NO SCALE 1736 FOURTH AVE. SOUTH DATE SEATTLE, WASHINGTON 98134-1502 (206) 254-2570 12/10/04 Figure to the Left: Looking west at approx. %-mile downstream from subject site. Storm drainage flows continue west, about 1 3/4-miles to Puget Sound PAGLIACCI PIZZA EDMONDS, WA 98020 BY SHEET COREYJURCAK JOB NUMBER FILENAME 0414 r -1 L 8. Site Development-1Proposed All existing structures will be removed from this site including the house. "Existing utilities will be abandoned such as sanitary sewer and water system. New water and ' sewer hookups will be upgraded to increase capacity to the new structure." "This future restaurant site will be upgraded with a storm water runoff detention system." We propose to use an underground corrugated steel pipe approximately 25-feet long and 48-inches in diameter. The pipe will be located in the middle of the parking lot and run in a north -south direction. "Standard type 2 manholes will anchor each end of the detention ' pipe per standard engineering practice." Two storm filter catch basins will be located in the parking lot to collect all flows from ' the parking area and landscaping area to the north of the building. Both storm filters will connect to the new underground storm water detention system. ' "The control structure will be located inside the outlet manhole near the northwest corner of the parking lot. The control structure is sized to release the 2-year, 10-year and 100- year storm event in a controlled release rate as determined by the'Stormshed 2G' software program by Engenious Systems, Inc." The outlet pipe will connect to an existing catch basin on the north edge of the site. 1 1 1 1 9. TESC Pond Sizing & Analysis "There is no proposed temporary sedimentation or detention pond. The installation of a temporary pond is not feasible at this site. The site has major constraints due to overall ' size and proximity of other structures on adjacent properties. When the site has all existing structures and paving demolished and removed the next item to work on is the detention system. Our intention is to install the storm drain underground pipe detention system and all catch basins to have the system operational immediately. Prior to any other construction activity, all catch basins will have sediment inserts installed for the duration of construction. These inserts should be monitored and cleaned as necessary." 1 1 1 12 10. Water Quality Design Criteria Basin A, for water quality purposes, is properly sized for the storm filter water quality devices. Tributary area 1 drains into a storm filter (I-cartridge)catch basin and then into the detention pipe. Tributary area 2 storm water runoff enters a storm filter (I-cartridge) and then into the detention pipe. "These devices separate the oil from the water and most suspended sediments before it enters the detention pipe." After entering the detention system, storm water is released from the control structure according to the calculated flows from the "Stormshed 2G" computer program (see above). This flow is directed to an existing catch basin on the west side of Edmonds Way, where it joins the existing 36-inch diameter storm drainage conveyance system in Edmonds Way. "Storm water follows Edmonds Way down the hill to enter an existing marsh area and then into Puget Sound, approximately two miles downstream." During the six-month water quality storm event, for 0.36 acres, we calculate a total inflow of approximately 807 cubic feet of runoff at 0.06 cubic feet per second. "Water quality for this amount calculates to a two -cartridge storm filter system. We have atwo designed the system to intercept 95% of all surface runoff by locating the storm tilters in separate locations. Rooftop runoff will be directed to the detention system, bypassing the water quality system. This runoff is considered unpolluted." The Storm Filter Design: Q WQ flow = 0.06 cfs for 0.36 acres #Filters 0.06/0.033 cfs = 1.81 cartridges Use two -cartridge filters I I I 11. Basin Maps & Related Reports (See Attached) I I 0 14 I File Edit.: View..; Layout:. ;Dal 9 0414-Edmonds Paghacci 8 Basins i B-001-DEV i B-002-DEV B-DEVELOPED B-PREDEVELOPE PROTOTYPE 4.x Discharge PROTOTYPE Hydrographs I 10 year out 1 100 year out 2 year out C+1 Layouts 0 Nodes P Pond1 11I PROTOTYPE U TRAP Reaches a Misc Help Select Detention Pond Node: jPondl Start stg`; 290.97500 Update Design Event Matching Runoff Hyd, . Of Rate Inflow HydBasin Out HA Add 100 year B-PREDEVELOPED 100 B-DEVELOPED 100year out Delete Design Event Matching Hyd7Basin % Inflow'Hyd/Basin OutHyd 2year B-PREDEVELOPED 100.00 B-DEVELOPED 2year out Compute 10 year B-PREDEVELOPED 100.00 B-DEVELOPED 10 ear out n- r Routing Table S¢e Outh;t -- Design Event Match Fbw Peak Outflow Peak Stage Detention Vol His to Empty %Vol 2 year 0.0124 cis 0.0108 cis 292.7082 it 566.41 cf (0.0130 actt) 49 83 his 101 74 % r'Routing Method--- .. , . 10 year 0 0431 cis 0 0272 cis 293 0120 It 737 20 cf (0 0169 ach) 53 83 his 101 06 G 100 year 0.1022 cis 01029 cis 2931559 it 82010 cf (0 0188 acft) 54 00 his 100 665.1 i t: -Pull LA 1 Bas n Daufl PCN CaIc,� PTGCaIc � Da•eN'cal� I DCf•TC Laic' Compute Ruiry Hof Design Epent-� �Basrrn'ID s NewBasm,,, , Select Rainfall Type �; TYPEIA 7 R00hr DesrgnMet}iod SCS -� Hydlnterval[mri�. 10 Summary Data -- ---- , _ Peak Factor: 484 Pery TC: 12.65 min I Impery TC: 0.00 min Und Myd' scsduh �� I Area: 0.36 ac Loss'Mettiod; SCS Curve Number II L ,} �I �� a�v�ap� Pik -'PO UQ�Orr lrl-> 61 0 0 V-V� -erg votes ' Basm f)ata.+.PCN Catc PTC.Calc ) DCI•CN Calc I DCI TC Cak Compute;R"ff,frn;Design Event Basin ID: Iffumm :" New Basin SetectRainfall- ype: TfPEIA 2400Iu Design Method SCS Hyd Interval (min): 10 Summary Data — — -- Peak Factor: 484 Pery iTC ` 13 37 rfih ( bra HA: Iscsduh Impery ETC 1 14 mm Area .:0 36 ac, Los;'Mettrod SCS Curve Number' j � t 1 LFI El I Fl r, Basin Data ( PCN Calc PTC Calc ! DCI'•GIV CaIc,I DGI TC Cad" Compute RfwwH,foiAesign Eyent Select Designl,,ent 2 yeaf �� compute ' AMC'fof this Computatioir ProtectAMG Z t' AMC 1 AMC AMC Static --- i '�• Peak Rate- 0:0905 cfs , ' dune to Peak 480 00 min (8 00 MsJ Hydrograph Vot. 1171 67 c((0 0269 acft) , , >Corrfputahon ./. 86 3116i of theoietx'It or.time step of :10 do nmi .g Close Cancel -Cad, . [I rA I VCVFI,Opep pedek4p*97 1 11 1 pose i a� �I 1 1 1 1 1 ;Node Data Contraw6ng DiaoiageMia' I Undg pipe I N6de ID ®3 New Node Dgscnp :; Underground Detention Pipe [-Node Start EI (ft 1291.1 Max El (ft) 129SIG C Mh/CB/I_nlet _C Vault ContidiArea" 8-DEVEU7PED r Trap Pond (dear r Undg,Pipe North(ftjy{— Ea_st(kJ,FO r St9--,!0 Increm [ftJ - 0 1 (-,Detention Pond r Pipe Arch Extranoutput,option ! -1 "EWpsePipe . " r r,PnntExtr anHead, r m* , r' Pbi Extran ComtioStuae e � ° Bose • L c J Discharge Data Multiple 0ri(�ce'I�" 04 com: ' iFEE Lowest 0frf Elev (ftl. F Lowest Dian (inr 0.585938 Dist31d to 4th (ftr W Zero Disto.wlet.to'", nd iflf- 1.68 Zero" 4th Diam [in): r Zero 2nd �wrn., fink 3.29125 Zero Dist4th to 5th (q. I0 Zero Dist 2nd Eo 3rd (ft):' 01 Zeio 5th Diam fink r0 Zero 3rd,Diam fnl: -in dr r ui5 7rii, 'Node Data I Contr"§ Drapiage Areai' U terigth (f . ' �§ Up Nl de Clear Node Diameter (fit Dn Node Cleai Node Slope (ek0.5 Wan of pipes: I mpJG�D TD 10-0 r-af--'t' 43�`( A>J vs-nmc TRF- 'j'i-tcP-D OR-Wicf-, STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table 111-1.3 SCS Western Washington Runoff Curve Numbers (Publi@had by SCS in 1982) Runoff curve numbers for selected agricultural, - suburban and urban land unn fnr- Tvn6e 9 A "n d n49m 1 1 LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land 1 : winter condition 86 91 94 95 Mountain open areas: low 2rowin2 brush & 2rAselands 74 82 89 92 Meadow or astur®: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 @ 86 Orchard: with cover cro 61 86 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on 05% of the 68 80 86 90 area Fair condition: grass cover on 50-75% of 77 85 90 92 the area Gravel roads & parking log@: 76 85 89 91 Dirt roads & arkin lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 98 ®n water bodies: lakes, wetlands, 2onds etc. 100 100 100 100 Single family residential(2): Dwelling Unit/Gross Acre 6lmpervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 PUD'e, condos, apartments, %impervious commercial businesses & must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assume® roof and driveway runoff is directed into otreat/storm system. 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W} �1_ ,(;:za 11..+t' ,1. 9 1 9,Y' L tL r'- 12 fi ♦ }� t' ."1„i.�£� e a j �'�;.ar�•>*Ls-*�'d4��p� i �•_ �_��^' �'' $fit �",.da� x �4_�.!_.,x•'•��'4tr KIN( a1025 OM FEET 2 KILOMETERS 11 Snohomish County Area, Washington supplemental irrigation is also needed. Fertilizer is needed for timum growth of grasses and legu s. The main li lions for homesites and se tank absorption fields the depth to the we y cemented hardpan and wetnes ecause of the asonal high water table. Effluent fro absorptio fields flows laterally above the hardpan and ma ee at the bottom of slopes. Drainage is needed if Idings with basements and crawl spaces are cons cte wring construction, disturbed areas need to a seeded a runoff controlled to protect the soil fro erosion. Tempor sediment basins can be us in construction areas t educe the amount of se ' ent in runoff water. This ma nit is in capability subclass IVe. 3 Alderwood gravelly sandy loam, 15 to 25 pert n4 slopes. This moderately well drained soil is on till pla s. It is moderately deep over a hardpan. The soil formed ' glacial till. Areas are long and narrow, are oriented a northwest to southeast direction, and are 20 to 100 cres in size. The native vegetation is mai y conifers an hardwoods. Elevation is 50 to 550 fee The average ann I precipitation is about 40 inches, t average annu air temperature is about 50 degr es F, and the averag frost -free season is 170 to 19 days. Typically, the s ace layer is very dark gray' h brown gravelly sandy loa about 7 inches thick. Th upper part of the subsoil is dar yellowish brown and rk brown very gravelly sandy to m about 23 inches ick. The lower part is olive bro very gravelly s dy loam about 5 inches thick. A weakly emented har an is at a depth of about 35 inches. Dept to the hard an ranges from 20 to 40 inches. Included in this unit are s all ar s of soils that are similar to this Alderwood soil ut ave cobbles or stones on the surface. Also included a small areas of Everett, Indianola, and Ragnar soils on races and eskers. Included areas make up abo 1 ercent of the total acreage. Permeability of this Aide ood soi is moderately rapid above the hardpan and v ry slow thr gh it. Available water capacity is low. Ef ctive rooting epth is 20 to 40 inches. Runoff is medi , and the haza of water erosion is moderate. seasonal perched ater table is at a depth of 18 to inches from January o March. This unit Is used s woodland and for urb development. Douglas -fir is a main woodland species on is unit. On the basis o a 100-year site curve, the mean ite index is 142. n the basis of a 50-year site curve, the mean site i ex is 108. The mean annual incremen at culminatio (CMAI) for Douglas -fir at age 65 is 148 bic feet per re. Among the trees of limited extent are western edcedar, western hemlock, and red alder. Amon the common forest understory plants are salal, everg en huckleberry, Oregon -grape, brackenfern, and western swordfern. This unit is well suited to year-round logging. Logging roa require suitable surfacing for year-round us . Rock for roa construction is not readily available on is unit. Reforestation can be accomplished by pla g Douglas -fir eedlings. If seed trees are pre s nt, natural reforestation f cutover areas by red aide occurs periodically. W n openings are made ' the canopy, invading brushy ants, if not controll , can prevent the establishment of s�@dlings. Becaus the rooting depth is restricted by a cemented pan, tre s are subject to windthrow. The main limitations fo o esites and septic tank absorption fields are the st ness of slope, depth to the weakly cemented har a and wetness because of the seasonal perched w er tab . Effluent from absorption fields flows laterally ab ve the pan and can seep at the bottom f slopes. Drain a is needed if buildings with base en and crawl s ces are constructed. Duri g construction, distur d areas need to be seeded a runoff controlled to pro ct the soil from erosion. emporary sediment basins c be used to reduce the ount of sediment in the runoff ter. The topsoil nee s to be stockpiled during excavation nd subseque tly used to cover the exposed material. site preparation system that controls runoff and maintain the esthetic value of the site is needed. This map unit is in capability subclass IVe. 4—Alderwood-Everett gravelly sandy loams, 25 to 70 percent slopes. This map unit Is on till plains, terraces, and outwash plains. Areas are 30 to 160 acres in size. The native vegetation is mainly conifers and hardwoods. Elevation is near sea level to 550 feet. The average annual precipitation is about 40 inches, the average annual air temperature is about 50 degrees F, and the average frost -free season is 170 to 190 days. This unit is about 60 percent Alderwood gravelly sandy loam and about 25 percent Everett gravelly sandy loam. The components of this unit are so intricately intermingled that it was not practical to map them separately at the scale used. Included in this unit are small areas of Ragnar, Indianola, McKenna, and Norma soils and Terric Medisaprists In depressional areas and drainageways on plains. Also included are colluvial soils, slump areas, and escarpments. Included areas make up about 15 percent of the total acreage. The Alderwood soil is moderately deep over a hardpan and is moderately well drained. It formed in glacial till. Typically, the surface layer is very dark grayish brown gravelly sandy loam about 7 inches thick. The upper part of the subsoil is dark yellowish brown and dark brown very gravelly sandy loam about 23 inches thick. The lower part is olive brown very gravelly sandy loam about 5 inches thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the hardpan ranges from 20 to 40 inches. Permeability of the Alderwood soil is moderately rapid above the hardpan and very slow through it. Available 12 Soil survey water capacity is low. Effective rooting depth is 20 to 40 inches. Runoff is rapid, and the hazard of water erosion is high. A seasonal perched water table is at a depth of 18 to 36 inches from January to March. Springs or seep areas are common. The Everett soil is very deep and somewhat excessively drained. It formed in glacial outwash. Typically, the surface layer, where mixed to a depth of about 6 inches, is very dark grayish brown gravelly sandy loam. The subsoil is dark brown very gravelly sandy loam about 12 inches thick. The upper part of the substratum is brown very gravelly loamy sand about 5 inches thick. The lower part to a depth of 60 inches or more is dark brown extremely gravelly sand. Permeability of the Everett soil is rapid. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is rapid, and the hazard of water erosion is moderate. This unit is used mainly as woodland and for wildlife habitat. It is also used for urban development. Douglas -fir is the main woodland species on the Alderwood soil. On the basis of a 100-year site curve, the mean site index is 142. On the basis of a 50-year site curve, the mean site index is 108. The mean annual increment at culmination (CMAI) for Douglas -fir at age 65 is 146 cubic feet per acre. Douglas -fir is the main woodland species on the Everett soil. On the basis of a 100-year site curve, the mean site index is 141. On the basis of a 50-year site curve, the mean site index is 111. The mean annual increment at culmination (CMAI) for Douglas -fir at age 65 is 146 cubic feet per acre. Among the trees of limited extent on this unit are western hemlock, western redcedar, and red alder. Among the common forest undersfory plants are salal, evergreen huckleberry, brackenfern, red huckleberry, common rose, and Oregon -grape. The main limitation for the harvesting of timber is steepness of slope. Slope restricts the use of wheeled and tracked equipment in skidding operations; cable yarding systems generally are safer and disturb the soils less. Harvesting systems that lift logs entirely off the ground reduce the disturbance of the protective layer of duff. Logging roads require suitable surfacing for year-round use. Rock for road construction is not readily available on this unit. Establishing plant cover on steep road cut and fill slopes reduces erosion. Steep yarding paths, skid trails, and firebreaks are subject to rilling and gullying unless adequate water bars are provided or they are protected by plant cover. Seedling mortality is the main limitation for the production of timber. Reforestation can be accomplished by planting Douglas -fir seedlings. If seed trees are present, natural reforestation of cutover areas by red alder occurs periodically. The high temperature and low moisture content of the Everett soil during the growing season cause high mortality of seedlings, especially those on south- and southwest -facing slopes. When openings are made in the canopy, invading brushy plants, if not controlled, can delay the establishment of seedlings. Because the rooting depth is restricted by a cemented pan in the Alderwood soil, trees are subject to windthrow. The main limitations of the Alderwood soil for septic tank absorption fields and homesites are steepness of slope and a seasonal perched water table. Effluent from absorption fields flows laterally above the pan and can seep at the bottom of slopes. Drainage is needed if buildings with basements and crawl spaces are constructed. This soil sloughs readily when saturated. The main limitations of the Everett soil for septic tank absorption fields are steepness of slope and seepage. If the density of housing is moderate to high, community sewage systems are needed to prevent contamination of water supplies as a result of seepage from onsite sewage disposal systems. Road cuts tend to slough readily. To protect the soils in this unit from erosion during construction, disturbed areas need to be seeded and runoff should be controlled. This map unit is in capability subclass Vile. ®Alderwood-Urban land complex, 2 to 8 perceid slo es. This map unit is on till plains. Areas are irre lar in sh a and are 100 to 1,000 acres in size. The five vegeta ' n is mainly conifers. Elevation is 50 to 0 feet. The ave a annual precipitation is about 40 ' ches, the average a ual air temperature is about 50 egrees F, and the avekqe frost -free season is 170 t 190 days. This units out 60 percent Alderwo gravelly sandy loam and about 5 percent Urban land he components of this unit are so tricately intermin d that it was not practical to map the separately at a scale used. Included in this unit re small ar as of McKenna and Norma soils and Terric edisapr' is in depressional areas and drainageways pl ' s. Also included are small areas of soils that ar v ry shallow over a hardpan; small areas of Eve tt, Indianola, and Ragnar soils on terraces and outw sh lains; and soils that have a stony and bouldery su ce la r. Included areas make up about 15 percent of a total a reage. The Alderwood sol s moderatel deep over a hardpan and is moderately II drained. It for ed in glacial till. Typically, the surf a layer is very dar grayish brown gravelly sandy I m about 7 inches thic The upper part of the subsoil i dark yellowish brown an dark brown very gravelly andy loam about 23 inches ick. The lower part i olive brown very gravelly sandy oam about 5 inches t ck. A weakly cemented hardpan is It a depth of about 5 inches. Depth to the hardpan rang from 20 to 4 inches. Per eability of the Alderwood soil is moderately apid abo the hardpan and very slow through it. Availab w r capacity is low. Effective rooting depth is 20 to 0 in hes. Runoff is slow, and the hazard of water erosion 20 Soil survey this unit. Steep yarding paths, skid trails, and firebrea s are bjecY to rilling and gullying unless adequate ter bars a provided or they are protected by plant ver. Establis ' g plant cover on steep cut and fill slo es reduces er ion. Seedling a ablishment and windthrow ha rd are the main concerns ' the production of timber f seed trees are present, nat I reforestation of cut er areas by western hemlock a d Pacific silver fir curs periodically. Reforestation can b ccomplished planting Douglas - fir seedlings. When op ings are ade in the canopy, invading brushy plants, i of co rolled, can delay reforestation. Rock outcro li is the even distribution of reforestation. Because the rooting de h i restricted by the hardpan or bedrock, trees are o asiona subject to windthrow. Western hemlock, a allow-roote species, is more commonly subject windthrow tha are more deeply rooted trees. The main lim' tions for homesites an septic tank absorption fie s are steepness of slope a d depth to bedrock or a hardpan. A seasonal high w er table is perched ove the hardpan or bedrock; there re, draina is needed if buildings with basements d crawl spac are constructed. Deep cuts in the Olomou t soil can expose bedrock. This map unit is in capability subclass Vlls. 17—Everett gravelly sandy loam, 0 to 8 percent slopes. This very deep, somewhat excessively drained soil is on terraces and outwash plains. It formed in glacial outwash. Areas are long and narrow and are oriented in a northwest to southeast direction. They are 10 to 40 acres in size. The native vegetation is mainly conifers. Elevation is near sea level to 500 feet. The average annual precipitation is about 40 inches, the average annual air temperature is about 50 degrees F, and the average frost -free season is 170 to 190 days. Typically, the surface layer, where mixed to a depth of about 6 inches, is dark brown gravelly sandy loam. The subsoil is dark brown very gravelly sandy loam about 12 inches thick. The upper part of the substratum is brown very gravelly loamy sand about 5 inches thick. The lower part to a depth of 60 inches or more is dark brown extremely gravelly sand. In some areas the substratum is weakly cemented. Included in this unit are small areas of Aiderwood soils on till plains, Indianola soils on terraces and outwash plains, and Ragnar soils on outwash plains. Included areas make up about 15 percent of the total acreage. Permeability of this Everett soil is rapid. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow, and the hazard of water erosion is slight. This unit is used mainly as woodland and for urban development. It is also used for pasture. Douglas -fir is the main woodland species on this unit. On the basis of a 100-year site curve, the mean site index is 141. On the basis of a 50-year site curve, the mean site index is 111. The mean annual increment at culmination (CMAI) for Douglas -fir at age 65 is 146 cubic feet per acre. Among the trees of limited extent are western hemlock, western redcedar, and red alder. The common forest understory plants are salal, brackenfern, red huckleberry, common.rose, and Oregon -grape. This unit is well suited to year-round logging.. Logging roads. require suitable surfacing for year-round use. Rock for road construction is readily available on this unit. Seedling mortality is the main limitation for the production of timber. Reforestation can be accomplished by planting- Douglas -fir seedlings. High soil temperature and low soil moisture content during the growing season cause a high mortality of seedlings. When openings are made in the canopy, invading brushy plants, if not controlled, can delay the establishment of seedlings. If this unit is used for pasture, the main limitations are low available water capacity and tow soil fertility. Proper grazing practices, weed control, and fertilizer are needed for maximum quality of forage. Supplemental irrigation is also needed. Periodic mowing and spreading of droppings help to maintain uniform growth and discourage selective grazing. This unit is suited to urban development; however, if the density of housing is moderate to high, community sewage systems are needed in places to prevent contamination of water supplies as a result of seepage from onsite sewage disposal systems. This map unit is in capability subclass Vls. 18--Everett gravelly sandy loam, 8 to 15 perc t sl es. This very deep, somewhat excessively dr ' ed soil i ` on terraces and outwash plains. It formed glacial utwash. Areas are long and narrow an are orienfe n a northwest to southeast directi0 hey are 10 to'40 res in size. The native vegetatio is mainly conifers. El vation is near sea level to 50 feet. The average ann. I precipitation is about 40 nches, the average annua air temperature is abo 50 degrees F, and the average rost-free season i 70 to 190 days. Typically, the s ace layer, whe mixed to a depth of about 6 inches, is rk brown gr elly sandy loam. The subsdil is dark brown ery gra Ily sandy loam about 12 inches; thick. The uppe a f the substratum is brown very gravelly loamy. san out 5 inches thick. The lower part to a depth of 60 in a or more is dark brown extremely gravelly sa .Ins me areas the substratum is weakly cemented. Included in this it are small reas of Alderwood soils on till; plains, Ind nola soils on to aces and outwash plains, and Ra ar soils on outwas plains. Included - areas -,.make about 15 percent of t total acreage, Permeab' ty of this Everett soil is ra 'd. Available water ca city is low. Effective rooting th is 60 inches r more. Runoff is slow, and the h and of water erosi is slight. T is unit is used mainly as woodland. It is so used for urban development and for hay and pastur . 0 0 0 RECEIIVE® ! STREET HLE DEC 2 0 2004 �1 PERMIT COUNTER KLEINFEL®ER 0 LIT—il An employee uvi ned company. LH KLEINFELDER Prepared for: Mesher Shing & Associates 506 Second Ave, Suite 3300 Seattle, Washington 98104 Geotechnical Engineering Report Proposed Pagliacci Restaurant Site Edmonds Way & 102"d Place Edmonds, Washington Kleinfelder Project Number: 52109 Prepared by: Frank D. Reinart, E.I.T. Project Geotechnical Engineer James M. Schmidt; P.E., P. Eng. Senior Geotechnical Engineer c Kleinfelder, Inc. 2405 - 140th Avenue NE Suite A 101 Bellevue, WA 98005 Phone: (425) 562-4200 Fax: (425) 562-4201 December 13, 2004 Copyright 2004 Kleinfelder, Inc. All Rights Reserved UNAUTHORIZED USE OR COPYING OF THIS DOCUMENT IS STRICTLY PROHIBITED BY ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT. 1 W'ffl KLEINFELDER 1 1� 1 1 f! 1 1 TABLE OF CONTENTS 1.0 INTRODUCTION AND SCOPE ............................ 1.1 GENERAL ...................................................... 1.2 PROJECT DESCRIPTION ............................. 1.3 PURPOSE AND SCOPE OF SERVICES...... 1.4 REFERENCES ............................................... 1.4.1 Standard Specifications .................. 1.4.2 Agency/Association Initials ........... 1.4.3 Common Abbreviations ................. 1.5 LIMITATIONS ............................................... Page ........................................................ I ........................................................2 ........................................................2 ........................................................3 ........................................................3 ........................................................3 ........................................................4 2.0 SITE CONDITIONS..........................................................................................................5 2.1 SURFACE................................................................................................................5 2.2 SUBSURFACE........................................................................................................5 2.3 GROUNDWATER..................................................................................................6 3.0 CRITICAL. AREAS REVIEW.........................................................................................6 3.1 SITE RECONAISSANCE.......................................................................................6 3.2 GEOLOGIC HAZARD CLASSIFICATION..........................................................7 3.2.1 Erosion....................................................................................................7 3.2.2 Landslide.................................................................................................7 3.2.3 Steep Slope Hazard.................................................................................8 3.2.4 Seismic Hazard........................................................................................8 3.2.5 Streams....................................................................................................9 3.3 DEVELOPMENT STANDARDS...........................................................................9 3.3.1 Erosion Hazard........................................................................................9 3.3.2 Steep Slope Hazard.................................................................................9 4.0 DESIGN RECOMMENDATIONS..................................................................................9 4.1 GENERAL...............................................................................................................9 4.2 SITE PREPARATION AND EARTHWORK......................................................10 4.2.1 Demolition............................................................................................10 4.2.2 Excavation.............................................................................................10 4.2.3 Slopes....................................................................................................11 4.3 SEISMIC DESIGN CRITERIA.............................................................................12 4.3.1 UBC Seismic Design Criteria...............................................................12 4.3.2 IBC Seismic Design Criteria.................................................................13 4.4 SPREAD FOOTING FOUNDATIONS................................................................13 4.5 FLOORS................................................................................................................15 4.6 DRAINAGE...........................................................................................................15 4.6.1 Short Term............................................................................................15 4.6.2 Permanent..............................................................................................16 4.7 UTILITIES.............................................................................................................16 5.0 CONSTRUCTION RECOMMENDATIONS...............................................................17 52109/SEA4R144.doc Cop�Tidt 2004K]einfelder, Inc. Pa-e i of ii Retail Development Z850-00 1 L9]] KLEINFELDER 5.1 GENERAL.............................................................................................................17 5.1.1 Description............................................................................................17 5.1.2 Standard Specifications.........................................................................17 5.1.3 Reference Standards..............................................................................17 5.1.4 Geotechnical Engineer..........................................................................17 5.1.5 Geotechnical Report ..............................................................................18 5.1.6 Construction Site Safety........................................................................18 5.2 EARTHWORK ......................................................................................................18 5.2.1 Materials................................................................................................18 5.2.2 Terms.....................................................................................................19 5.2.3 Quality Control.....................................................................................19 5.2.4 Seepage Control....................................................................................19 5.2.5 Demolition............................................................................................20 5.2.6 General Excavation..............................................................................20 5.2.7 Structural Excavation............................................................................20 5.2.8 Weather Considerations........................................................................21 5.2.9 Structural Fill Construction...................................................................21 5.2.10 Utility Trench Backfilling and Compaction..........................................22 5.3 DRAINAGE...........................................................................................................22 5.3.1 General..................................................................................................22 5.3.2 Concrete Slab -on -Grade Drainage........................................................23 6.0 ADDITIONAL SERVICES............................................................................................23 FIGURES Figure 1 — Vicinity Map Figure 2 — Site Plan APPENDICIES Appendix A — Existing Boring Logs Appendix B — Important Information About Your Geotechnical Engineering Report 52109/SEA4R144.doc Copyright 2004Kleinfelder, Inc. Page ii of ii Retail Development 43850-00 J 0 fffl KLEINFFLDER 1.0 INTRODUCTION AND SCOPE 1.1 GENERAL. This report presents the results of Kleinfelder, Inc.'s (Kleinfelder's) geotechnical engineering study for design and construction of the proposed restaurant, to be located on the southwest corner of Edmonds Way and 102nd Place in Edmonds, Washington. Our services for this study were performed in accordance with our proposal (Kleinfelder Proposal Number 51955), dated December 1, 2004. aThe location of the project site can be found on Figure 1 — Vicinity Map. Because Kleinfelder was not able to advance borings at this site as part of this project, it is aimperative that Kleinfelder be retained to perform materials testing during construction. This will allow Kleinfelder with the opportunity to verify the anticipated site conditions and validate U our geotechnical recommendations. 11 11 1.2 PROJECT DESCRIPTION Our understanding of the proposed development is based on an undated site plan designated Al.1 prepared by Mesher Shing & Associates. The proposed development will initially consist of the demolition of the existing office building, a small wood -frame building behind the office building, the existing parking lot, site features, and a wood railroad tie wall located at the toe of the slope southwest of the existing building. We recommend that all excavations made during demolition activities, including excavations for footings, underground storage tanks, and utilities, be backfilled with structural fill as recommended in this report. Following demolition activities, a new single -story, wood -framed restaurant building, including a new asphaltic -concrete paved parking lot, will be constructed. Based on an April 5, 2004 telephone conversation with Engineers Northwest, Inc., we anticipate structural loads will be light: on the order of 10 to 15 kips and 1 kip per lineal foot for isolated and continuous footing loads, respectively. The proposed building will have a finished floor elevation of approximately 300.4 feet above mean sea level (MSL). Based on the existing site grade of 300 feet above mean sea level in the footprint of the proposed building, we anticipate cuts and fills of less then 3 feet will be required to level the building pad at the proposed final floor elevation. 52109/SEA4R144.doc Page 1 of23 Copyright 2004 Kleinfelder, Inc. L'fo KLEINFELDER I I I I I 1.3 PURPOSE AND SCOPE OF SERVICES The purpose of our study was to explore subsurface conditions at the site as a basis for providing recommendations for site preparation, design, and construction of the proposed retail facility. Specifically, our scope of services included: Y Literature Review and Site Visit: We reviewed the boring logs from the geotechnical study performed by Kleinfelder for Pagliacci at the property immediately south of this site. We further reviewed the City of Edmonds files for geotechnical subsurface data in the immediate site vicinity. The intent was to utilize this data and extrapolate subsurface data onto this site. We visited the site on December 6, 2004 to confirm that surface conditions have not changed from the time of our study on the adjacent site. o Geotechnical Analysis: Engineering analyses were performed as a basis for recommendations regarding support of the proposed building and parking area. Our design recommendations, presented in this geotechnical report, included the following: • Site preparation and grading including evaluation of the suitability of on -site soils for use as fill, gradation criteria for imported fill soils, and placement and compaction criteria of on -site and imported soils; • Fieldwork performance for dry and wet weather conditions; • Allowable soil bearing pressures, minimum width and depth requirements, coefficient of friction and passive pressure to resist sliding, and estimates of foundation settlement for shallow foundations; • The modulus of subgrade reaction for design of slabs; C Support of slab -on -grade floors and pavements; • Temporary and permanent site drainage and erosion control measures; • Uniform Building Code (UBC) and International Building Code (IBC) seismic site coefficients for use in structural analysis; and, G Critical Areas Review: This task includes performing a critical areas review in general accordance with City of Edmonds, Critical Areas Ordinance, Chapter 20.15B. 1.4 REFERENCES This section identifies, in brief, the standards, agency or association initials, and abbreviations referred to in this report. tJ 52109/SEA4R144.doc Copyri.ght 2004 Kleinfelder, Inc. Pale 2 of 23 IW'To K L E I N F E L D E R t1.4.1 Standard Specifications Where possible, we refer in this report to sections of the 2004 Edition of the State of Washington Standard Specifications for Road, Bridge, and lblunicipal Construction (Standard Specifications). 1.4.2 Agency/Association Initials Agency or association standards are referred to by agency or association initials and refer to the latest -edition standards published by those agencies or associations. References in this report include the following: 00 AASHTO - American Association of State and Highway Transportation Officials ACI - American Concrete Institute o ASTM - American Society for Testing and Materials: Annual Book of ASTM Standards o IBC - International Building Code Y OSHA - Occupational Safety and Health Administration ' e PCA - Portland Cement Association C UBC - Uniform Building Code Y WABO - Washington Association of Building Officials Y WISHA - Washington Industrial Safety and Health Act; Washington State's occupational safety and health program o WSDOT - Washington State Department of Transportation 1.4.3 Common Abbreviations The following are common abbreviations used in the text of this report: o AC - Asphaltic Concrete bgs - below ground surface • CBR - California Bearing Ratio • CRB - Crushed Rock Base • ESAL - Equivalent Single -axle Load • HN - horizontal: vertical (ratio) • pcf - pounds per cubic foot • pcf EFW - pounds per cubic foot equivalent fluid weight • psf - pounds per square foot • psi - pounds per square inch • sf — square feet 52109/SEA4R144.doc Page 3 of 23 Copyright 2004 Kleinfelder, Inc. W9T K L F I N F F L D E R I I 1.5 LIMITATIONS Recommendations contained in this report are based on the field explorations of the adjacent properties and our understanding of the proposed project. The investigation was performed using a mutually agreed upon scope of services. It is our opinion that this study was a cost- effective method to explore the subject site and evaluate the potential geotechnical concerns. The soils data used in the preparation of this report were obtained from exploratory borings completed for adjacent properties. It is possible that variations in soil and groundwater conditions exist between the points explored. The nature and extent of these variations may not be evident until construction occurs. If soil or groundwater conditions are encountered at this site that are different from those described in this report, our firm should be immediately notified so that we may make any necessary revisions to our recommendations. In addition, if the scope of the proposed project, locations of facilities, or design building loads change from the descriptions given in this report, our firm should be notified. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. This report has been prepared for use in evaluating the feasibility of development of the subject property by Mesher Shing and their client, in accordance with the generally accepted standards of practice at the time the report was written. No warranty, express or implied, is made. This report may be used only by Mesher Shing, their client, and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than one year from the date of the report. Land or facility use, on and off -site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Any party other than Mesher Shing, their client, and their design consultants who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Mesher Shing, their client, and their design consultants or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify, and hold harmless Kleinfelder from any claim or liability associated with such unauthorized use or non- compliance. 52109/SEA4R144.doc Copyright 2004 Kleinfelder, Inc. Page 4 of 23 I QLTD KLEINFELDER It is the responsibility of Mesher Shing to see that all parties to the project including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Further guidelines and information on this geotechnical report can be found in the ASFE publication entitled Important Information About Your Geotechnical Engineering Report, which is included for your reference in Appendix B of this report. Q2.0 SITE CONDITIONS 2.1 SURFACE The subject site is located at the southwest corner of the intersection between 102nd Place W and Edmonds Way, in Edmonds, Washington. The site location is shown in Figure 1 - Vicinity Map. The finish floor elevation of the existing building is approximately 300 feet above MSL. The slope located on the property southwest of the existing building rises from approximately 302 0 feet to approximately 310 feet above MSL. The site is currently occupied by a vacant office building, which fronts to the east onto Edmonds Way. The building appears to be a wood -framed structure with a brick veneer. Based on observations of the building exterior, the existing building has either a basement or crawlspace beneath it. The building is surrounded by asphaltic concrete paved parking and drive areas on its north side. 0 2.2 SUBSURFACE Our literature review identified 7 borings drilled on the site immediately to the south and 2 borings drilled for the assisted care living facility immediately across 102nd Place West. The boring logs for these two sites are presented in Appendix A along with site plans illustrating their locations. Kleinfelder performed the subsurface exploration at both sites. It should be recognized that the subsurface description presented below is extrapolated from these borings and unpublished subsurface data contained in our files. No site -specific borings were advanced for this site as part of this study. Fill: Fill was encountered beneath the asphaltic concrete pavement in the borings advanced to the south of this site. The fill consists of medium dense crushed aggregate gravel and is approximately 1-foot thick. 52109/SEA4R144.doc Copyright 2004 Kleinfelder, Inc. Page 5 of 23 K L E I N F F L D E R e Colluvium: Colluvium should be expected beneath the fill. The layer consists of loose sand with varying amounts of silt, gravel, and organics. The colluvium should be expected at approximately 1 to 5 feet bgs. C Recessional Outwash: Recessional outwash was generally encountered beneath the colluvium. The recessional outwash consists of medium dense to very dense sand with varying amounts of silt and gravel. More detailed descriptions of subsurface conditions encountered at individual exploration locations are presented on the exploratory boring logs, included in Appendix A: Field Exploration. Q2.3 GROUNDWATER Groundwater was not encountered at the depths explored at the site immediately to the south. The water table at this site will fluctuate seasonally, being highest during the wetter winter months and lower during the dry summer months. It should be noted that Kleinfelder did not install groundwater -monitoring piezometers, nor have we performed a hydrogeologic evaluation for this site. The seasonal variability in groundwater depth at this site has not been measured. 3.0 CRITICAL AREAS REVIEW 3.1 SITE RECONAISSANCE Q The slope southwest of the existing building is approximately 8 feet high, where it levels off to a plateau that is developed with a single-family residence. The slope continues to rise approximately 12 feet south of this residence. The slope has inclinations on the order of 20 to 50 percent. As shown in Figure 2, only the lower portion of the slope is located on the subject property. Ground cover vegetation on the sloe consists of dense ferns adjacent to ben brambles and g P J Y a young trees. The area east and south of the existing building is landscaped with grass, bushes, and trees. nDuring our site visit, we made the following observations: o No evidence of recent slope instability, but older trees displayed some evidence of possible historical instability when the trees at the site were younger; 52109/SEA4R144.doc Copyright 2004 Kieinfelder, Inc. Page 6 of 23 L'To K L E I N F F L D E R ° Groundwater seepage was not visible nor was there evidence of historic groundwater seepage; ° No streams are present on the property; ° No evidence of alluvial surficial deposits was observed. 0 3.2 GEOLOGIC HAZARD CLASSIFICATION Potential geologic hazards (erosion, landslide, steep slope, and seismic) at the site were classified in accordance with Section 20.1513.060 - Classification, of the City of Edmonds Critical Areas Ordinance, Chapter 20.15B. The specific geologic hazards are classified below. 3.2.1 Erosion An erosion hazard is specified in Section 20.1513.060 as areas containing soils that may 0 experience severe to very severe erosion hazard. The group of soils includes, but is not limited to, the following when they occur on slopes of 15 percent or greater: D° Alderwood Soils (15 to 25 percent slopes); ° Alderwood/Everett Series (25 to 70 percent slopes); ° Everett Series (15 to 25 percent slopes). The Soil Survey of Snohomish County Washington maps that were prepared by the United States Department of Agriculture indicates that the near -surface soil on the existing slope is designated as an Alderwood/Everett Gravelly sandy loam (25 to 70 percent slopes). The near -surface soil in Q the leveled portion of the site classify as an Everett gravelly sandy loam (0 to 8 percent slopes). Therefore, the soil on the existing slope at the site does classify as an erosion hazard. However, awe did not observe obvious signs of erosion on the hillside during our site visit. 3.2.2 Landslide aOne of the following five criteria provided in Section 20.1513.060 must be met in order for a landslide hazard to be identified at a project site. The criteria are: O° Slopes with inclinations of 15 percent or greater and impermeable soil such as silt and clay interbedded with granular soils and springs or groundwater seepage; a Areas with significant visible evidence of groundwater seepage and includes existing ° gg landslide deposits regardless of slope; 52109/SEA4R144.doc Copyright 2004 Kleinfelder, Inc. Page 7 of 23 KLEINFFLDER D° Areas which have shown movement during the Holocene epoch (from 10,000 years ago to present) or which is underlain by mass wastage debris of that epoch; D° Potentially unstable areas resulting from rapid stream incision or stream bank erosion; ° Areas located on an alluvial fan, presently subject to, or potentially subject to debris flow or deposition of stream -transported sediments. DIt is our opinion that the existing slope at the site does not fit the criteria given above. The basis for our opinion includes the following elements: D Though the slope inclinations along portions of the site exceed 15percent, the subsurface ° g P gP D investigation performed for the adjacent sites did not identify the presence of impermeable soil, such as silt and clay, on the site. D° No evidence of springs or groundwater seepage was observed or noted at the site. D ° We did not observe evidence of a deep-seated slope failure or instability during our December 6, 2004 site visit. There is a potential for some sloughing to occur within the loose, surficial colluvium. However, this layer is only 1 to 2 feet in thickness on the face Dof the hill slope, and we believe that that colluvial sloughing should be localized. 0 ° There are no streams on the site to create unstable areas. ° The site is not located on an alluvial fan and is not presently or potentially subject to 0 debris flow or deposition of stream -transported sediments. D 3.2.3 Steep Slope Hazard Section 20.1513.060 specifies a steep slope hazard as any ground that rises at an inclination of 40 percent or more. The existing slope inclinations at of approximately 20 to 50 percent. DTherefore, the steeper areas of the existing slope are classified as a steep slope hazard. D 3.2.4 Seismic Hazard A seismic hazard area is classified as those areas subject to severe risk of earthquake damage as Da result of seismically -induced landslides, earth adjustments, settlement, or liquefaction. The Pacific Northwest region is subject to ground shaking resulting from seismic events. It Dshould be noted that any sloped site in this region has a certain level of seismic risk associated with it, particularly during a large -magnitude seismic event. However, given the relative density D52109/SEA4R144.doc Page 8 of 23 Copyright2004 Kleinfelder, Inc. D W'To K L E I N F F L D E R I I I 0 of the glacial soil encountered at the site, the lack of groundwater within 20 feet of the ground surface at the time of our site visit, and the lack of evidence of disturbance due to recent seismic events (for example: the 2001 Nisqually earthquake), it is our opinion that the site is not at a severe risk of sustaining earthquake damage. 3.2. S Streams There are no streams that pass through the property. 3.3 DEVELOPMENT STANDARDS As specified in City of Edmonds Critical Areas Ordinance, Chapter 20.15B, the steeper west portion of the site does classify as a steep slope hazard area, and the entire slope classifies as an erosion hazard. The site does not classify as a landslide or seismic hazard. We understand that a portion of the proposed development will involve disturbance of extreme east edge of the existing slope. Therefore, a variance may be required for erosion and steep slope hazard areas. 3.3.1 Erosion Hazard Within the erosion hazard area, an approved erosion control plan will have to be prepared in accordance to Chapter 18.30 ECDC. The plan will have to be approved by the City of Edmonds prior to site development. Natural vegetation should be maintained as much as possible on the surface of the slope during construction, to avoid creating potentially hazardous geological conditions 3.3.2 Steep Slope Hazard Because portions of the slope adjacent to the site site classifies as a steep slope hazard area, the Critical Areas Ordinance will require a buffer zone and building setback. Typically, buffer zone and building setback distances are 50 feet and 15 feet, respectively. According to the Critical Areas ordinance, the buffer zone and building setback distance requirements can be reduced or eliminated if the city grants an exemption or exception pursuant to ECDC 20.15B.040. A variance can be granted pursuant to ECDE 20.15B.170(A). 4.0 DESIGN RECOMMENDATIONS 4.1 GENERAL The following paragraphs present our design recommendations for use by you and your consultants on this project. For satisfactory and successful construction of this project, these recommendations must be applied in their entirety and in conjunction with the construction recommendations provided in Section 5.0. 52109/SEA4R144.doc Page 9 of 23 Copyright 2004 Kleinfelder, Inc. W'To K L E I N F F L D E R 1 I 4.2 SITE PREPARATION AND EARTHWORK 4.2.1 Demolition Demolition at the site will include removal of the existing building, paved parking and drive areas, Portland cement concrete slab, and other site developments and debris found in the area of the proposed building and new parking lot. We recommend that all excavations made during demolition activities, including excavations for footings, underground storage tanks, and utilities, be backfilled with structural fill as recommended in this report. The demolition debris should be removed from the site, and disposed of properly. Alternatively, Portland cement concrete demolition debris can be crushed and used as fill. 4.2.2 Excavation Excavation: Before placing structural fill to establish foundation, floor slab, and/or pavement section grades, the exposed soil should be proofrolled or hand probed. Unsuitable soils should be overexcavated as recommended below. Excavation work can be performed with conventional earthmoving equipment. Proofrolling and Overexcavation: After general site excavation has been completed to the planned subgrades, the exposed soil surface should be either proofrolled and/or hand probed to identify soft areas that require over excavation. Proofrolling should be performed with either a fully -loaded tandem axle dump truck, a fully -loaded scraper, and/or a fully -loaded front-end loader. A minimum of two passes should be performed when proofrolling. Proofrolling and handprobing should be performed under the guidance and observation of the geotechnical engineer. Soft soils encountered during proofrolling or probing should be overexcavated to a firm and unyielding subgrade, and replaced with structural fill. Overexcavation should extend beyond the footing a distance equal to the depth of the excavation below planned subgrade elevation. Structural Fill: Structural fill consists of the soil materials used to establish grade beneath structural elements, such as spread footings, floor slabs and pavement sections. Structural fill should consist of on -site fill, native recessional outwash, native colluvium with organics and other deleterious materials screened out, and/or imported select fill as defined in Section 5.0; and should be compacted to the following minimum relative compaction based on ASTM D1557 (Modified Proctor) compaction test methods: De Foundations and Floor Slabs: Pavement Subgrades: O52109/SEA4R]44.doc Cop)Ti.-ht 2004 Kleinfelder, Inc. Q 95 Percent 95 Percent (upper 2 feet) Pa.-e 10 of 23 WE K L E 1 NFELDER C Pavement Subgrades: 90 Percent (below 2 feet) Topsoil is not suitable for use as structural fill, but can be used for non-structural backfilling and landscaping purposes. Fill Placement and Compaction: Upon completion of stripping, general excavating, proofrolling/hand probing, and overexcavating, structural fill should be placed and compacted as described in Section 5.0 to achieve design elevations. 4.2.3 Slopes Temporary Slopes (Maximum height of 10 feet) 0 -Cut: Qo Compacted Structural Fill: I Permanent Slopes (Maximum height of 10 feet) • Cut: • Compacted Structural Fill: Maximum 1-1/2:1 H: V (horizontal: vertical) Maximum 1-1/2:1 H: V Maximum 2:1 HN Maximum 2:1 H N Permanent gravity buttress or soldier -pile retaining walls can be designed for the heights and grades desired at the site. Temporary Excavations General All excavations must comply with applicable local, state, and federal safety regulations including the current OSHA Excavation and Trench Safety Standards and W1SHA Safety Standards for Construction Work. Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing the information below solely as a service to our client. Under no circumstances should the information be interpreted to mean that Kleinfelder is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not being implied and should not be inferred. Excavations and Slopes OThe Contractor should be aware that slope height, slope inclination, or excavation depths (including utility trench excavations) should in no case exceed those specified in local, state, O52109/SEA4R144.doc Pase 11 of23 Copyright 2004 Kleinfelder, Inc. a W'T-0 K L E I N F F L D F R 17 and/or federal safety regulations (e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations). Such regulations are strictly enforced and, if they are not followed, the Owner, Contractor, and/or earthwork and utility subcontractors could be liable for substantial penalties. Construction Considerations Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within one-third the slope height from the top of any excavation. Where the stability of adjoining buildings, walls, or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. Earth retention, bracing, or underpinning required for the project (if any) should be designed by a professional engineer registered in the State of Washington. During wet weather, earthen berms or other methods should be used to prevent runoff water from entering all excavations. All runoff water should be collected and disposed of outside the construction limits. Slope Protection Temporary slopes should be protected from the elements by covering with a protective membrane consisting of plastic sheeting or some other similar impermeable material. Sheeting sections should overlap by at least 12 inches and be tightly secured with sandbags, tires, staking, or other means to prevent wind from exposing the soils under the sheeting. Permanent slopes should be planted with a deep-rooted, rapid -growth vegetative cover as soon as possible after completion of slope construction. Alternatively, the slope should be covered with plastic, straw, etc. until it can be landscaped. 4.3 SEISMIC DESIGN CRITERIA The following seismic design criteria should be used for the design of the proposed building. Recommendations for both Uniform Building Code (UBC) and International Building Code (IBC) are provided. 4.3.1 UBC Seismic Design Criteria In accordance with Section 1636 of the 1997 UBC, the following seismic design criteria should be used: Y Site Profile: 52109/SEA4R 144.doc Copyright 2004 Kleinfelder, Inc. SD (stiff soil profile) Page 12 of 23 I WH K L E I N F F L D E R C Seismic Zone: 3; Z = 0.30 Seismic Source Type: A Y Seismic Coefficient, Ca: 0.36 o Seismic Coefficient, C,,: 0.54 4.3.2 IBC Seismic Design Criteria In accordance with the 2003 IBC and based on the results of the standard penetration tests performed at the site, we believe a Site Class of D is appropriate. Spectral parameters for short - duration period and 1-second period accelerations for Site Class D in the vicinity of the site are calculated at 1.26g and 0.65g, respectively. 4.4 SPREAD FOOTING FOUNDATIONS We judge that a conventional shallow foundation system, such as spread footings, will provide satisfactory support for the proposed development. Specific design recommendations are presented in the following section. Specific construction recommendations are presented in Section 5.0. o Foundation -Bearing Soil: I Firm and unyielding native recessional outwash or compacted structural fill placed directly on a firm and unyielding native recessional outwash. All colluvium must be stripped and removed from the building footprint. INote: On -site fill and native recessional outwash are suitable for use as structural fill. Colluvium can be used as structural fill, provided organics and other deleterious materials can be screened out. Minimum Footing Depth of Embedment Perimeter and Isolated Footings: 24 inches below the lowest adjacent final exterior grade ' Interior Footings: 24 inches below top of floor slab e Minimum Footing Lateral Dimension Spread Footings: 24 inches Continuous Footings: 24 inches 1 52109/SEA4R144.doc Pate 13 of23 Copyri,ght 2004 Kleinfelder, Inc. W'TO K L E I N F E L D E R [I 11 II 1 1 1 H o Footing Excavation Protection If footing excavations are opened during the winter season or periods of wet weather, it will be helpful, because of the moisture sensitivity of the exposed soils, to provide a lean concrete mud mat, gravel layer, or tent to protect the subgrade until footings are poured. Allowable Soil Bearing Pressure Foundations Bearing on Recessional Outwash: 2,000 psf Foundations Bearing on Structural Fill: 2,000 psf Note: Allowable soil bearing pressures are for all dead and live loads and may be increased by one-third for temporary short-term wind and seismic loads. Lateral Load Resistance Passive Resistance: Colluvium: Recessional Outwash or Structural Fill: Coefficient of Friction: Recessional Outwash & Structural Fill: 150 pounds per cubic foot (pcf) equivalent fluid weight (EFV) 220 pounds per cubic foot (pcf) equivalent fluid weight (EFV) 0.35 Note: The passive resistance includes a safety factor of about 2 and is based on the assumption that all backfill around the foundation has been placed and compacted as recommended in Section 5.0. The upper foot of soil should be neglected in design ' computations unless protected by pavement or a slab -on -grade. The coefficient of friction includes a safety factor of 1.5. Static Settlement Total Settlement: less than 1 inch Differential Settlement: less than 3/4 an inch over 50 feet Time Rate: approximately 90 percent during construction Modulus of Subgrade Reaction 52109/SEA4R] 44.doc Page 14 of 23 Copyri,ght 2004 Kleinfelder, Inc. it W'To K L E I N F F L 1) E R KS: 4.5 FLOORS 200 kcf A concrete slab -on -grade floor system is appropriate provided the floors are underlain by firm and unyielding native recessional outwash or compacted structural fill placed directly on a firm and unyielding native recessional outwash. All colluvium must be removed from the building footprint. The subgrade should be proofrolled or hand probed as described above prior to placing the capillary break or structural fill. In order to provide a firm base for slab construction and to provide a capillary break, we also recommend the following underslab drainage measure be included: Qe Capillary Break: Minimum of 4 inches of free -draining gravel containing less than 5 percent fines (silt and clay -sized particles) based on the fraction passing the 3/4-inch (� mesh sieve. �J D Vapor Barrier: In areas where moisture would be detrimental to equipment, floor ocoverings or furnishings inside the building, a vapor barrier should be placed beneath the concrete floor slab. Reinforced plastic sheeting is satisfactory for this purpose. Y Protection Aeasures: A layer of sand, approximately 2 inches thick, may be placed over the plastic sheeting to protect it from damage, to act as an aid in curing of the concrete slab, and also to help prevent cement paste from bleeding down into the underlying capillary break. Specific construction recommendations are presented in Section 5.0. 4.6 DRAINAGE Both short- and long-term drainage control measures should be included in project design and Oconstruction. 4.6.1 Short Term 11 Over the short term, we believe site and construction drainage can be reasonably well controlled by careful excavation practices. Typically, these include, but are not limited to, shallow upgrade perimeter ditches or low earthen berms, and temporary sumps in excavations to collect seepage and prevent water from damaging exposed subgrades. Drains should be included at the bottom of all temporary slopes to collect surface water flow from the slope and prevent it from flowing onto exposed building subgrades. All collected water 52109/SEA4R144.doc Paae 15 of23 Copyright 2004 Kleinfelder, Inc. W'�fl K L F I N F F L D E R 11 should be conveyed under control to a positive and permanent discharge system, such as a storm sewer. 4.6.2 Permanent Over the long term, more permanent measures, such as installation of footing and retaining wall drains, should be included. All permanent drains should be conveyed to a positive and permanent discharge point well away from the structure. Roof downspouts should not be connected to footing drains, but should be tight lined separately to a positive discharge system. This will avoid the potential for roof debris to be washed into footing drains, possibly blocking them. Clean -outs should be provided for footing drains, retaining wall drains, and downspout tight lines. Specific site drainage details are provided below. Y Footing Excavation Drain: In event that groundwater seeps into footing excavations, it should be possible to remove it by gently sloping the base of excavation to one or more shallow sump pits and pumping the water from there to a positive, permanent discharge system. The exposed footing subgrade should be protected from softening by placement of crushed rock or a lean mix material. Footing Drains: These drains should be installed after construction of the building footings and immediately before backfilling against building stem walls. C Surface Runoff: Interceptor ditches or trenches or low earthen berms should be installed along the upgrade perimeters of the site to prevent surface water runoff from precipitation or other sources from flowing over the face of excavated slopes or onto graded areas. We recommend that a surface interceptor ditch be placed every 25 feet (slope distance) on slopes exceeding 25 feet in height. C Downspout or Roof Drains: These should be installed once the building's roof is in place. They should discharge in tight line to a positive, permanent drain system. Under no circumstances connect these tight lines to the perimeter footing drains. 4.7 UTILITIES The contractor should be responsible for the safety of personnel working in utility trenches. We recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in accordance with state and federal safety regulations. 52109/SEA4R144.doc Paae 16 of 23 Copyri,ght 2004 Kleinfelder, Inc. a L'To KLEINFFI_DER Utility trench backfill should consist of structural fill. The onsite fill and native recessional outwash are suitable for use as structural fill in utility trenches. Colluvium can be used as astructural fill in utility trenches, provided organics and other deleterious materials can be screened out. Topsoil is not suitable for use as structural fill. Alternatively, an imported select O fill material that meets the requirements described in Section 5.2 can be used as a structural fill. The percent compaction required for utility trench backfill is 95 percent of the maximum dry density of the backfill, as determined in the laboratory by ASTM Standard D 1557 (Modified Proctor). (� Particular care should be taken to make sure bedding or fill material is properly compacted in �J place to provide adequate support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and should not be allowed. (� 5.0 CONSTRUCTION RECOMMENDATIONS D 5.1 GENERAL 5.1.1 Description This section presents our recommendations for the geotechnical aspects of construction. Specifically, we cover earthwork, drainage, and pavement. Our design criteria are based on these construction recommendations; therefore, these recommendations should be incorporated into the project specifications in their entirety. 5.1.2 Standard Specifications Where possible, we refer to the 2004 Edition of the State of Washington Standard Specifications for Road, Bridge, and Municipal Construction (Standard Specifications). 5.1.3 Reference Standards 0 Reference Standards are referred to by agency or association initials and are from the latest editions of the following: De ASTM - American Society for Testing and Materials: Annual Book of ASTM Standards 5.1.4 Geotechnical Engineer We recommend you retain Kleinfelder during construction to observe and test the geotechnical aspects of the contractor's work. This will allow us to compare the actual conditions encountered with those expected by this investigation and to modify our recommendations, if necessary. 52109/SEA4R144.doc Page 17 of23 Copyright 2004 Kleinfelder, Inc. E K L E I N FELDER I 1 I 0 Kleinfelder should be present at the site on a full-time basis to check that the contractor's work conforms to the geotechnical aspects of the plans and specifications. The daily field reports and final report form an important record of construction. Observation and testing by the geotechnical engineer, however, should not in any way release the contractor from the responsibility of performing the work in such a manner as to provide a satisfactory job that meets the requirements of the project plans and specifications, or from meeting contractual obligations to the owner. 5.1.5 Geotechnical Report This report has been prepared for Mesher Shing & Associates and its design consultants for the design of this project only. The entire report should be provided to contractors for their bidding or estimating, but not as a warranty of the subsurface conditions. We cannot be responsible for the interpretation by others of the information contained in this report. 5.1.6 Construction Site Safety Our scope of services did not include construction safety practices and this report is not intended to direct construction means, methods, techniques, sequences, or procedures, except as specifically described, and then only for consideration in design, not for construction guidance. The contractor should be made responsible for construction site safety and compliance with local, state, and federal requirements. Earthwork consists of placing and compacting fill; utility backfilling; and all subsidiary work necessary to complete the grading of the developed areas to conform to the lines, grades, and slopes shown on the plans. 5.2.1 Materials The on -site fill and native recessional outwash obtained at the project site during excavation are suitable for use as a structural fill beneath footings, slabs -on -grade floors, or pavements. These materials can also be used for general backfill and landscaping purposes. Colluvium can be used as structural fill, provided organics and other deleterious materials can be screened out. Topsoil is not suitable for use as structural fill, but can be used for non-structural backfilling and landscaping purposes. Imported select fill material should consist of clean, free -draining sand and/or gravel containing less than 5 percent fines (silt- and clay -sized particles), based on the fraction passing the 3/4-inch 52109/SEA4R144.doc Pase 18 of23 CoP)Tight 2004 Kleinfelder, Inc. V ffo KLEINFELDER A I I I sieve. A greater fines content is acceptable, provided it is approved in advance by the geotechnical engineer. The contractor should submit samples of each of the required earthwork materials to the geotechnical engineer for evaluation and approval prior to use. The samples should be submitted at least 4 days prior to their use and sufficiently in advance of the work to allow the contractor to identify alternative sources if the material proves unsatisfactory. 5.2.2 Terms Terms used in this section are defined as follows: Percent Compaction is the required in -place dry density of the material, expressed as a percentage of the maximum dry density of the same material as determined in the laboratory by ASTM Standard D1557 (Modified Proctor). Optimum Moisture Content is the moisture content (percent by dry weight) corresponding to the maximum dry density of the same material as determined by ASTM Standard D1557. Moisture -Sensitive Soil is soil containing more than 10 percent fines (silt- or clay -sized particles) based on the fraction passing the 3/4-inch sieve. Structural Fill is fill material placed and compacted in areas that underlie structures or pavements. It should be compacted to the Percent Compaction specified in Section 4.2. It has a maximum particle size of 6 inches. 5.2.3 Quality Control Proper geotechnical observation and testing during construction is imperative to allow the geotechnical engineer the opportunity to verify assumptions made during the design process. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted during the construction phase in order to evaluate the compliance with our recommendations. 5.2.4 Seepage Control Runoff or groundwater seepage that would interfere with the contractor's work should be controlled during construction. Control may consist of temporary drainage ditches or subsurface drains. Installation of such measures should be the contractor's responsibility. 52109/SEA4R144.doc Pa.-e 19 of 23 Copyri.ght 2004 Kleinfelder, Inc. 0 ff-0 KLFINFELDER 5.2. S Demolition Demolition at the site will include removal of the existing buildings, paved parking and drive areas, wood railroad tile retaining wall, Portland cement concrete slab, and other site developments. The demolition debris should be removed from the site, and disposed of properly. j` Alternatively, Portland cement concrete demolition debris can be crushed and used as fill. 5.2.6 General Excavation General excavation consists of removing soil to sufficient depth to achieve design grades. The contractor should be responsible for excavating and disposing of or reusing excavated material. Based on the undated drawing provided by Mesher Shing & Associates, the proposed building will have a finished floor elevation of 300.4 feet above MSL. Based on the existing site grade of 300 feet above MSL in the footprint of the proposed building, we anticipate cuts and fills of less then 3 feet will be required to level the building pad at the proposed final floor elevation. DExcavation work can be performed with conventional earthmoving equipment. a After design grade is reached, exposed soils should be proofrolled and/or hand probed to identify soft or unstable areas requiring additional excavation and replacement with structural fill. These procedures help delineate soft or weak soils. Proofrolling should be performed with either a Dfully -loaded tandem axle dump .truck, a fully -loaded scraper, and/or a fully -loaded front-end loader. A minimum of two passes should be performed when proofrolling. Hand probing should Qbe performed by the geotechnical engineering technician with a '/-inch-diameter steel bar. Proofrolling and handprobing should be performed under the guidance and observation of the (� geotechnical engineer. Soft soils encountered during proofrolling or hand probing should be �j overexcavated to a firm and unyielding subgrade, and replaced with structural fill. Overexcavation should extend beyond the footing a distance equal to the depth of the excavation below planned subgrade elevation. All final surfaces exposed by the complete excavation should be finished true to line and grade and present a smooth, firm surface. After a rainfall, construction equipment travel on the exposed site subgrade should be minimized until the soils have been allowed to dry sufficiently. Otherwise, traffic activity on the wetted subgrade will degrade the exposed materials and result in additional excavation of the disturbed materials. 5.2.7 Structural Excavation The work addressed in this section covers excavation and backfill for structural elements such as the proposed foundations, floor slab, and pavements. 52109/SEA4R144.doc Pa_se 20 of 23 Copyright 2004 Kleinfelder, Inc. ff-0 KLEINFELDER Excavation for footings, floor slab, and pavements should be performed after site preparation is completed. Excavations for footings should be performed so as to avoid disturbing or loosening adjacent soils. Footing excavations should extend into foundation -bearing material to the depth shown on the plans. Excavations should be kept free of water at all times and all loose material should be removed from excavations prior to placement of formwork, reinforcing steel, concrete, or backfill. The contractor should inform the geotechnical engineer after the footing excavations have been completed and before placement of reinforcing steel, formwork, or concrete. The geotechnical engineer should then observe foundation excavations and provide written confirmation that the footings bear on the expected foundation -bearing material. After placing foundation concrete, backfilling with structural fill should be performed. 5.2.8 Weather Considerations During winter weather and in areas where the exposed subgrade may consist of moisture - sensitive soils (soils containing more than 10 percent fines based on the fraction passing the 3/4- inch sieve), the contractor should take measures to protect foundation excavations once the geotechnical engineer has approved them. These measures could include, but are not limited to, placing a layer of pea gravel, crushed rock, or lean concrete on the exposed subgrade, or covering the exposed subgrade with a plastic tent. If additional overexcavation is required because the subgrade was not protected, the cost of such additional work should be borne by the contractor. During dry weather, the contractor should take measures to protect the foundation excavations' exposed subgrade soils from drying out. These measures may include watering the subgrade as necessary. If the subgrade soils dry out and become loose, they should be moisture conditioned and recompacted to the percent compaction specified. 5.2.9 Structural Fill Construction This section covers placement and compaction of earth materials to create structural fill. Soil used for structural fill should be moisture conditioned to within 3 percent of optimum moisture content, placed in level lifts not exceeding 8 inches in loose thickness, and compacted to the specified Percent Compaction (as defined in Section 5.2.2) to produce a firm and unyielding surface. If field density tests indicate the required Percent Compaction has not been obtained or the surface is pumping and weaving under construction traffic, the fill material 52109/SEA4R144.doc Page 21 of 23 Copyright 2004 Kleinfelder, Inc. W'u KLEINFFL1)ER Oshould be reconditioned as necessary and recompacted to the required percent compaction before placing any additional material. Fill slopes should be compacted by slope rolling and trimming, or should be overfilled and trimmed back to plan grade to expose a firm, smooth surface free of loose material. 5.2.10 Utility Trench Backfilling and Compaction This section covers backfilling of all utility trenches at the site. The contractor should be responsible for the safety of personnel working in utility trenches and UST excavations. We recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in accordance with state and federal safety regulations. I 1 I N Utility trench backfill should consist of structural fill constructed as discussed above. If backfilling is performed during periods of winter weather, it may not be possible to achieve adequate compaction with structural fill material unless it is sufficiently well drained. Within building areas, and the upper 2 feet below grade in the surrounding parking areas, utility trench backfill should be compacted to at least 95 Percent Compaction; below 2 feet in the surrounding parking areas, it should be compacted to at least 90 Percent Compaction. Particular care should be taken to make sure bedding or fill material is properly compacted in place to provide adequate support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and should not be allowed. 5.3 DRAINAGE This section covers the placement of aggregate drainage materials and drain lines in the areas and to the lines and grades shown on the plans. 5.3.1 General The materials that we recommend be used for site drainage are as follows: o Capillary Break: Minimum of 4 inches of free -draining gravel containing less than 5 percent fines (silt and clay -sized particles) based on the fraction passing the 3/4-inch mesh sieve. Free -draining Granular Material: Should consist of clean, free -draining gravel or crushed rock meeting the requirements of Section 9-03.12 (2), "Gravel Backfill for Walls," on page 9-27 of the Standard Specifications. 0 52109/SEA4R144.doc Copyright 2004 Kleinfelder, Inc. Page 22 of 23 V 0H KLEINFELDER 0 0 I I I o Drain Pipe: Should be smooth -walled, rigid PVC or other rigid pipe conforming to the minimum sizes and dimensions shown on the plans. Corrugated plastic pipe should not be used because it has a tendency to crush and become blocked, and is often laid without a gradient. 5.3.2 Concrete Slab -on -Grade Drainage After structural and utility trench backfill are satisfactorily compacted and subgrade preparation is completed, the capillary break should be placed in a manner to prevent segregation and should be compacted with appropriate vibratory equipment to provide a tight particle interlock. Any free water that has collected in the capillary break should be drained or removed by pumping before concrete is placed. 6.0 ADDITIONAIL SERVICES The recommendations made in this report are based on the assumption that an adequate program of tests and observations will be made during construction to verify compliance with these recommendations. These tests and observations should include, but not necessarily be limited to, the following: C Observations and testing during site preparation, earthwork, and structural fill placement. Testing and inspection of concrete, masonry, structural steel, fireproofing, and roofing materials. Y Consultation as may be required during construction. We recommend that project plans and specifications be reviewed by us to verify compatibility with our conclusions and recommendations. In particularly, we recommend the final grading and earth retention system plans for the existing slope be reviewed by us for slope stability issues. Also, Kleinfelder maintains fully -accredited WABO-certified laboratory and inspection personnel, and are available for this project's testing and inspection needs. Information concerning the scope and cost for these services can be obtained from our office. 52109/SEA4R144.doc Page 23 of 23 CoP)Tight 2004 Kleinfelder, Inc. I=1 CI C Copyright C 1988-2001 Microsoft Corp, and/or its suppliers. All rights reserved. hapJA—microsoft.com/mappoim ® Copyright 2000 by Geographic Data Technology, Inc. All rights reserved. m 2000 Navigation Technologies. All rights reserved. ® Copyright 2000 by Compusearch Micromarketing Data and Systems Ltd. Copyright 2004 Kleinfelderr, Inc., All rights reserved. Not to Scale Vicinity Vicinity Map FIGURE 1kn KLEINFELDER Proposed Pagliacci Restaurant Edmonds Way 7 PROJECT NO.52109 December2004 Edmonds, Washington RITE_297.a -29s.w(t2'WP.E) SSA S \ ry L �— •SPNKT TEY\PtNi�RY BENpt Y�RKbr\ 9DEt9�LK \ C Y. PK N/y N41N RASNER \ E11Y�n0N-303et' ASPN�i \ P EN —LE RRWG PAR NG LOT I \, \ REMOVE —\ MR �w vs \ \ I \ rsRwlET PAVEME F�vEUENi \ Jr 1 STORY BRICK \ BUILDING \\-,,REUDVE\�ONCRE_TE ca MATE.2 .62 K-290.32(t2'RV.S'h IE-39t, 22(13"OUP,SE) IE-2eT.2M39'R rn IE-2eJ.2M36" N) SSMN RIM-M � IE-2e9.10(t2''RGR.RW SE) e9.6Mt SS -' V` .....re\ 1Oe E-2OW) 1YP. 5 7 ��s Na •.\art'--'?E40VE CONCRETE •�� REMOVE ONE STOR BRICK UIEDINC (-,--,EXISTING / DEMOLITION SITE PLAN `� Scole: 1" = 20'-0- i4 ADA PARKING SI Scale: 1/2" 318' F, 316' 3d4' I\ SITE SECTION A —A Scale: 1" = 10'-0" yrighto 2004 Kleinfelder, Inc., All rights reserved. SI T E PLAN 0 5' 20' Scale: 1" = 10'-0" Reference: Undated Site Plan provided by Mesher Shing & Associates. FIGURE I Proposed Pagliacci Restaurant Edmonds Way Site Plan Edmonds, Washington 2 G 52109/SitePlan KL_EINFELDER Project: 52109 December 2004 'fo K L F I N F E L D E R APPENDIX A EXISTING BORING LOGS I 0 I I I I M K L E I N F E L D E R Former Site Evaluated by Pagliacci Immediately South I 0 I I LEI 11, r EXISTING ADJ. \ \ BUILDING �> \\ / \\,�6� "♦��'f``° �\ �\ v \`6 _ •.. �-- REMOVE EXISTING ASPHALT PAVEMENT \ .9 \ /\— REMOVE ONE STORY S�\\ tt�RY \`\\ BRICK BUILDING OH HP REMOVE \ /' y ;i 12 MAPS \>> `�.\ CONC. WALL \ \ \ \ 36' FiR ♦ �L / `12' CEDAR♦\ R\\ \\♦♦``\ ♦\� \`\ \ H/ \~ \ �/ f / `+s/ jeb" 9' \ �8 \ ♦\. ♦\ \, r \ / aDt / REMOVE WOOD \ �t STRUCTURE \ \` a / \ \ \ \\ r, / 12• MAP-e\\ \ \\ r� 6- CEDAR Le end ' HA-1 Hand-Augered boring 0 20 40 ® and approximate location Scale: 1 = 20' - - B-1 Drilled Boring and Reference: "Site Plan"provided by Mesher Shing & Associates and dated December 10, 2003. approximate location FIGURE Proposed Pagliacci Restaurant Edmonds Way & 102nd Place West Site Plan Edmonds, Washington 2 LEINFELDER project_ 42054 Apri12004 0 I 11 0 I I SOIL CLASSIFICATION CHART SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS CLEAN O Oo p O ° O OO ° ° WELL -GRADED GRAVELS. GRAVEL - 0 °0 GW SAND MIXTURES, 0% TO 15% GRAVEL GRAVELS 0 °o0 0 FINES 0 p °p o O OO OOO OO GP POORLY —GRADED GRAVELS, GRAVEL —SAND MIXTURES, 0% TO AND GRAVELLY (LITTLE OR NO FINES) Op 0 Op O SOILS O 15% FINES COARSE GRAVELS WITH o O 0 0 0 0 GM SILTY GRAVELS, SILTY GRAVEL - GRAINED MORE THAN 50% FINES O Oo0 O OO O yip MIXTURES SOIL OF COARSE GC CLAYEY GRAVELS, CLAYEY GRAVEL - FRACTION ON NO. (APPRECIABLE AMOUNT OF FINES) 4 SAINE SAND MIXTURES SAND CLEAN SANDS SW WELL -GRADED SANDS, GRAVELLY SANDS, 0% TO 15% FINES MORE THAN 50% AND . POORLY -GRADED SANDS, OF MATERIAL IS SAN DY (LITTLE OR NO FINES) LARGER THAN NO. 200 SIEVE SIZE SOILS S P GRAVELLY SAND, 0% TO 15% FINES SANDS WITH SM SILTY SANDS, SILTY SAND -GRAVEL MORE THAN 50% OF COARSE FINES MIXTURES FRACTION ..........' PASSING ON NO. (APPRECIABLE 4 SIEVE AMOUNT OF FINES) SC CLAYEY SANDS, CLAYEY SAND - GRAVEL MIXTURES INORGANIC SILTS AND VERY FINE M L SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE SILTS LIQUID LIMIT INORGANIC CLAYS OF LOW TO GRAINED AND LESS THAN 50 CL MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY SOIL CLAYS CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC ------- SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% INORGANIC SILTS, MICACEOUS OR OF MATERIAL IS M H DIATOMACEOUS FINE SAND OR SMALLER THAN NO. SILTY SOILS 200 SIEVE SIZE SILTS AND DOLIMIT CH INORGANIC CLAYS OF HIGH GREATER THAN 50 PLASTICITY CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY HIGHLY ORGANIC SOILS ......:: PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS 0 Proposed Pagliacci Restaurant APPENDIX Edmonds Way & 102nd Place Wes SOIL CLASSIFICATION LEGEND ¶ Edmonds, Washington ��Jl KLEINFELDER Project: 42054 April 2004 TESTING PROGRAM LABORATORY FIELD R'ELL/PIEZO � �e F F C�j F"' CONSTRUCTION N cH Zw U c v, i •� ��- F OZ :5 ►7 �v� F' 3 0 � ¢a U c Qo 0: ° C) � ¢ co�z a 3 oz H E o a a oz o. 5 10 15- 120- U.S.C.S. o SOIL DESCRIPTION Q � z Surface: Asphaltic concrete pavement GP Asphaltic concreteS2 inches thickZ _ _ _ ;P-SNF GRAVEL WITH SAND (GP): gray/brown, moist, medium dense, fine-grained. 1--------FILL) -------� D WITH SILT AND GRAVEL SAN (SP-SM): yellow/brown, dry, medium dense, fine to medium grained, trace roots. 6.4 6 Sl-1 (RECESSIONAL OUTWASH) 9 SP SAND WITH GRAVEL (SP): gray -brown, 015.5X dry to moist, very dense, medium -grained, some cobbles. (RECESSIONAL OUTWASH) SP SAND (SP): gray to gray -brown, dry, dense, fine to medium -grained, some silt, trace gravel. 9 S1-2 16 20 14 S1-3 - grades to very dense. 21 30 10 S14 - grades to dense. 14 13onng completed to a depth of 20 teet below the surface. Groundwater was not encountered during drilling. Boring was backfilled with cuttings and bentonite chips, and capped with Portland cement concrete. 5 S DATE DRILLED: 3-12-04 SURFACE ELEVATION (feet): 301.0 DRILLING METHOD: HSA LOGGED BY: F. Reinart TOTAL DEPTH (feet): 20.0 DRILLER: Holt P y REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 8" CASING SIZE: N/A P Proposed Pagliacci Restaurant Appendix 102nd Place West and Edmonds Way DEKLEINFELDER Edmonds, Washington A - 2 o GEOTECHNICAL AND ENVIRONMENTAL TENGINEERS SOILS AND MAITESTING B®WNG LOG PAGE 1 of 1 PROJECT NUMBER: 42054 R_1 TESTING PROGRAM U.S.C.S. AT LABORATORY FIELD o o H F ,y WELL/PIEZO a c S®IL DESCRIPTION CONSTRUCTION -� c: �: bra Cr; �z,c>W-a F. Pa �r U A Qc W O i a� vz z : �n A OZ Surface: Asphaltic concrete pavement a 0 GP AThaltic Concrete L.5 inches thick)._ _ J SP 1GRAVEL WITH SAND (GP): gray -brown, Imoist, medium dense, fine-grained. 1 I--------�FIL� ------ j SAND WITH GRAVEL (SP): gray, dry to moist, loose, fine to medium -grained, some silt, trace roots. 12.8. 4 S2-1 P S _ _ _ _ �COLLUVIUM) _ _ _ _ _ SAND WITH SILT (SP-SM): brown, 4 moist, loose, fine- to medium -grained, trace 5 4 gravel, trace roots. (COLLUVIUM) SM ` grades toga -b wnj wet, no roots._ SILTY SAND (SM): gray -brown, moist, medium dense, fine- to medium -grained, some gravel. (RECESSIONAL OUTWASH) 8 S2-2 - grades to trace gravel. 13 10 16 12 S2-3 20 - grades to very dense. 15 31 8 S24 9 ML _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ SILT (ML): gray -brown, moist, very stiff, 20 some lenses of fine-grained sand, 2.0 tsf unconfined compressive strength (pocket penetrometer). RECESSIONAL OUTWASH Boring completed to a depth of 20 feet below the surface. Groundwater was not encountered during drilling. Boring was backfilled with cuttings and bentonite Q chips, and capped with Portland cement concrete. L Y DATE DRILLED: 3-12-04 SURFACE ELEVATION (feet): 300.0 DRILLING METHOD: HSA LOGGED BY: F. Reinart TOTAL DEPTH (feet): 20.0 DRILLER: Holt REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 8" CASING SIZE: N/A P Proposed Pagliacci Restaurant Appendix 102nd Place West and Edmonds Way IMKLEINFELDER Edmonds, Washington A - 3 nGEOTECHS CAL AND TESTING NTAL ENGINEERS BORING LOG ILLS AND MATERIALS PROJECT NUMBER: 42054 B-2 PAGE 1 of 1 11' a d WELL/PIEZO -r CONSTRUCTION _ -a �" 2 z Zw `" E C A ¢ OZ U E- A j a o ar, Ca . v, A U 0 5- 7 - U.S.C.S. p SOIL DESCRIPTION . z Surface: native vegetation To esoil----------------- SM SILTY SAND (SM): brown, moist, loose, fine- to coarse -grained, with roots, trace gravel. SM `-----�COLLUVIUMa------ SILTY SAND (SM): brown, moist, loose, fine- to medium -grained, some gravel, trace roots. SHA1-1 SM ..:.:. (RECESSIONAL OUTWASH) - grades to gray -brown, medium dense, no roots. Boring terminated at a depth of 7 teet below the surface due to refusal in dense recessional outwash. Groundwater was not encountered during drilling. Boring was backfilled with cuttings. N DATE DRILLED: 3-12-04 SURFACE ELEVATION (feet): 309.0 DRILLING METHOD: Hand Auger LOGGED BY: F. Reinart TOTAL DEPTH (feet): 7.0 DRILLER: Kleinfelder y REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 3" CASING SIZE: N/A P D Proposed Pagliacci Restaurant Appendix Z 102nd Place West and Edmonds Way I LIM KLEINF'ELDER Edmonds, Washington A - 4 n GEOTEC NICAL AND OILS AND MATERIALS TESTING ONMENTAL ENGINEERS®Ries LOG PAGE 1 of ] PROJECT NUMBER: 42054 HA-1 TESTING PROGRAM LABORATORY FIELD a WELL/P1EZ0 wo i= F: w �' CONSTRUCTION ^� , Zp Z� ;4 a i .4 �Ca 94 az�- A C H �w U C �o c -a i U 0 5- 7 - U.S.C.S. S®II., DESCRIPTION 1z"t 7) Surface: native veeetation 1 ' To�oil_ SM _ _ _ _ .. SILTY SAND (SM): brown, moist, loose, SHA2-1 fine- to coarse -grained, with roots, trace gravel. (COLLUVIUM) SM SILTY SAND (SM): brown, moist, loose, fine- to medium -grained, some gravel, trace roots. (RECESSIONAL OUTWASH) SM - grades to gray -brown, medium dense, no roots. Boring terminated at a depth of 7 feet below the surface due to refusal in dense recessional outwash. Groundwater was not encountered during drilling. Boring was backfilled with cuttings. Y DATE DRILLED: 3-12-04 SURFACE ELEVATION (feet): 305.0 DRILLING METHOD: Hand Auger LOGGED BY: F. Reinart TOTAL DEPTH (feet): 7.0 DRILLER: Kleinfelder P REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 3" CASING SIZE: N/A P Proposed Pagliacci Restaurant Appendix 102nd Place West and Edmonds Way " KLEINFELDER Edmonds, Washington A - 5 GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS o SOILS AND MATERIALS TESTING BORING ]LOG PROJECT NUMBER: 42054 HA-2PAGE 1 of 1 TESTING PROGRAM LABORATORY FIELD WELL/PIEZO x CONSTRUCTION N �F z zw U c L-z Gp 3= A Q <N Oz F �.. ez 0 0 ` 5- U.S.C.S. O SOIL DESCRIPTION z � Surface: native vegetation Toesoil- SMSILTY —__ ___ _ __ SAND (SM): brown, moist, loose, fine- to coarse -grained, with roots, trace gravel. (COLLUVIUM) SM SILTY SAND (SM): brown, moist, loose, fine- to medium -grained, some gravel, trace SHA3-1 roots. (RECESSIONAL OUTWASH) SM - grades to gray -brown, medium dense, no roots. Boring terminated at a depth of 6 feet i below the surface due to refusal in dense recessional outwash. Groundwater was not E encountered during drilling. Boring was backfilled with cuttings. E c c c c F L e C 0 L- P e n e e e e v v E Q 0 v w 0 0 o DATE DRILLED: 3-12-04 SURFACE ELEVATION (feet): 306.0 DRILLING METHOD: Hand Auger LD LOGGED BY: F. Reinart TOTAL DEPTH (feet): 6.0 DRILLER: Kleinfelder Q o N Q REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 3" CASING SIZE: N/A S Proposed Pagliacci Restaurant Appendix Z ') MKLEINFELDER 102nd Place West and Edmonds Way Edmonds, Washington A - 6 i n GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 42054 CIA-3 PAGE I of I TESTING PROGRAM U.S.C.S. LABORATORY FIELD ,a WELL/PIEZO F ,• CONSTRUCTION A ¢ zz z � U O co p = `n a �o U a a Z O KI DATE DRILLED: 3-12-04 LOGGED BY: F. Reinart REVIEWED BY: J. Schmidt SOIL DESCRIPTION native vegetation SM --------------- SILTY SAND (SM): brown, moist, loose, fine- to coarse -gained, with roots, trace SM ' 1 gravel. 1------LOLLWIUM� -----� SHA4-1 SILTY SAND (SM): gay -brown, moist, medium dense, fine- to medium -gained, some gavel, trace roots. RECESSIONAL OUTWASH Boring terminated at a depth of 3 feet below the surface due to refusal in dense recessional outwash. Groundwater was not encountered during drilling. Boring was backfilled with cuttings. SURFACE ELEVATION (feet): 317.0 DRILLING METHOD: Hand Auger TOTAL DEPTH (feet): 3.0 DRILLER: Kleinfelder DIAMETER OF BORING (in): 3" CASING SIZE: N/A Proposed Pagliacci Restaurant Appendix k"1IKLEINFELDER 102nd Place West and Edmonds Way Edmonds, Washington A - 7 GEOTEC NICAL AND OILS AND MATERIENVIROALS TESTING ENTAL ENGINEERS BORING LOG PROJECT NUMBER: 42054 HA-4 PAGE 1 of 1 1 I 2 W91] K L E I N E E L D E R Sunrise Development Site North Across 102"d Place West I I �0 0 Lai EX. C.B. >m _ sense dY . DIY p >�X `\ + � � ` ��•° +s \ it \ \ \ _ \ GB-2 CAP MO'D 18W7 \ \ TS ALLS CATrH ewuo OOFF= ROM w1 CM CAP NOT \ \ \ \ • EX. C.B.!' \� \\ \\ � \/ ��+\ ♦ ��py +�' OAt \ \ •`a18� k`Jj♦ \`�Lq' \\ \\ \\ \\\ \`\ y 1 xn 1w" 8 Bow % Rw" \ ♦ iRDOmer lO16 1 LEGEND G8-1 Boring number and approximate location Reference: Preliminary Site Plan. Prepared by Lovell Sauerland and Associates, Inc., Dated August 15, 2000 KLEINFELDER Project: 60-2100-01 August, 2000 0 40 80 APPROXIMATE DRAWING SCALE: 1 "= 40' Site Plan FIGURE Edmonds Way and 102nd PL West Edmonds, Washington 98020 ��j�_ c� ��siF jc�,ric•�r� cfi�,j-: j SYMBOLS TYPICAL MAJOR DIVISIONS DESCRIPTIONS GRAPH LETTER o �D WELL -GRADED GRAVELS, GRAVEL - CLEAN DODO GW SAND MIXTURES, LITTLE OR NO GRAVEL GRAVELS O °� FINES ' ° O°O° �° P POORLY -GRADED GRAVELS. GRAVEL - SAND MIXTURES, LITTLE AND GRAVELLY (LITTLE OR NO FINES) SOILS O Q OD OR NO FINES COARSE GRAVELS WITH ° oO 0 ° D G M SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES GRAINED MORE THAN 50% FINES o SOILS OF COARSE FRACTION RETAINED ON NO. APPRECIABLE AMOUN GC CLAYEY GRAVELS. GRAVEL - SAND - 4 SIEVE OF FINES) CLAY MIXTURES Sw WELL -GRADED SANDS, GRAVELLY FINES CLEAN SANDS SANDS, LITTLE OR NO SAND MORE THAN 500/c OF MATERIAL IS AND (LITTLE OR NO FINES) SP POORLY -GRADED SANDS, ' LARGER THAN NO. SANDY GRAVELLY SAND, LITTLE OR NO 200 SIEVE SIZE SOILS FINES SANDS WITH S jib SILTY SANDS, SAND - SILT MORE THAN 50% FINES MIXTURES OF COARSE FRACTION PASSING ON NO. 4 APPRECIABLE AMOUNTCLAYEY SC SANDS, SAND - CLAY SIEVE OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE L SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO SILTS C L MEDIUM PLASTICITY, GRAVELLY LIQUID LIMIT AND CLAYS, SANDY CLAYS, SILTY FINE LESS THAN 50 CLAYS, LEAN CLAYS GRAINED CLAYS —_—_—_ SOILS O L ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR MH DIATOMACEOUS FINE SAND OR MORE THAN 50% SILTY SOILS OF MATERIAL IS `.I 1 INORGANIC CLAYS OF HIGH SMALLER THAN NO. 200 SIEVE SIZE SILTS LIQUID LIMIT AND GREATER THAN 50 PLASTICITY CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS I NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS JKLEINFELDER � SOIL CLASSIFICATION LEGEND Project # 60-2100.01 FIGURE A-1 TESTING PROGRAI US.C.S. LABORATORY FIELD W WELL/PIEZO W _,2 W aw SOIL DESCRIPTION F F F E w o CONSTRUCTION "3 WW� C7W CF zw W v inn .4 a'p Q p F FC„0. Z :] :1 �a1 F G 3 u Q� z G 3 �V SURFACE: pea -gravel za C a. 0 SAND (SP-SM), brown, dry, medium P/S` dense, fine- to medium -grained, trace silt. 5 I GB-1-1 10 13 10 6 GB-1-2 becomes dense 15 21 12 GB-1-3 becomes very dense 25 31 20 10 GB-1-4 27 1.5 Boring terminated at 20' below ground surface on 7/27/00. Groundwater was not encountered during drilling. Boring was backfilled with bentonite on 7/27/00. IDATE DRILLED: 7-27-00 LOGGED BY: R. Yates REVIEWED BY: Jim Schmidt SURFACE ELEVATION (feet): N/A DRILLING METHOD: HSA Auger TOTAL DEPTH (feet): 21.5 DRILLER: Gregory Drilling DIAMETER OF BORING (in): N/A CASING SIZE: N/A MKLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING rECT NUMBER: 60-2100-01 Sunrise Development FIGURE 102nd Pl. West and Edmonds Way, Edmonds, WA A - 2 BORING ]LOG GB-1 PAGE 1 of 1 t C a a TESTING PROGRAM LABORATORY FIELD WELL/PIEZO o w, � F e a, 140 (J a w wa aw -• CONSTRUCTION aF X 2in a am F <cz a C 00 a OZ 0 3 Fw„ pz U G o. a �V oz96 , C 5 6 GB-2-1 12 16 10 3 GB-2-2 s 9 X 15 5 GB-2-3 13 20 20 13 GB-24 34 28 1.5 DATE DRILLED: 7-27-00 LOGGED BY: R. Yates REVIEWED BY: Jim Schmidt SOILL DESCRIPTION pea -gravel SAND (SP-SNO, brown, dry, medium dense, fine- to medium -grained, trace silt. becomes moist becomes dense becomes very dense Boring terminated at 21.5' below ground surface on 7/27/00. Groundwater was not encountered during drilling. Boring was backfilled with bentonite on 7/27/00. SURFACE ELEVATION (feet): N/A DRILLING METHOD: HSA Auger TOTAL DEPTH (feet): 21.5 DRILLER: Gregory Drilling DIAMETER OF BORING (in): N/A CASING SIZE: N/A Sunrise Development FIGURE EEKLEINFELDER 102nd Pl. West and Edmonds Way, Edmonds, WA A - 3 GEOTEC OA MATERRLILLS TESTING GINEERS BORING LOG LROJECT NUMBER: 60-2100-01 1 GB-2 PAGE 1 of 1 1 ff-0 K L E I N F E L 1) E R `r7 LJI 7 L� I ri 1 1 1 APPENDIX B IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING [19 I (�I I 1 1 1 I fi -- Geotechnical Engineering Report ,, Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect. - the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ —sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in -this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself he sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-Member Geotechncial Engineer, for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. ASFE The Best People on Earth 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail: info@asfe.org www.asf6.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. I 1 it u IIGER06045.0M 'a. ° 0 o °o e o° ° ° o 0 0 Geotechnical Engineering Report Proposed Pagliacci Restaurant Site Edmonds Way & 102°d Place Edmonds, Washington Klein%Ider Project Number: 52109 alE K L E I N F E L D E R An employee owned company kq KLEINFELDER Prepared for: Mesher Shing & Associates _ 506 Second Ave, Suite 3300 Seattle, Washington 98104 Ll D" 1', Prepared by: v� Frank D. Reinart, E.I.T. Project Geotechnical Engineer James M. Schmidt; P.E.; P. Eng. Senior Geotechnical Engineer Kleinfelder, Inc. 2405 - 140th Avenue NE Suite Al01 Bellevue, WA 98005 Phone: (425) 562-4200 Fax: (425)562-4201 December 13, 2004 Copyright 2004 Kleinfelder, Inc. All Rights Reserved Geotechnical Engineering Report Proposed Pagliacci Restaurant Site Edmonds Way & 102od Place Edmonds, Washington Kleinfelder Project Number: 52109 y EXPIRES 8/31/ 0 S'- UNAUTHORIZED USE OR COPYING OF THIS DOCUMENT IS STRICTLY PROHIBITED BY ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT. It kq KLEINFELDER TABLE OF CONTENTS Page 1.0 INTRODUCTION AND SCOPE.....................................................................................1 1.1 GENERAL............................................................................................................... I 1.2 1.3 PROJECT DESCRIPTION......................................................................................I PURPOSE AND SCOPE OF SERVICES...............................................................2 1.4 REFERENCES........................................................................................................2 1.4.1 Standard Specifications...........................................................................3 1.4.2 Agency/Association Initials....................................................................3 1.4.3 Common Abbreviations..........................................................................3 - 1.5 LIMITATIONS........................................................................................................4 2.0 SITE CONDITIONS..........................................................................................................5 2.1 2.2 SURFACE................................................................................................................5 SUBSURFACE........................................................................................................5 2.3 GROUNDWATER..................................................................................................6 3.0 CRITICAL AREAS REVIEW.........................................................................................6 3.1 SITE RECONAISSANCE........................... .:.......................................................... 6 3.2 GEOLOGIC HAZARD CLASSIFICATION..........................................................7 3.2.1 Erosion....................................................................................................7 .3.2.2 Landslide.................................................................................................7 3.2.3 Steep Slope Hazard.................................................................................8 3.2.4 Seismic Hazard........................................................................................8 3.2.5 Streams....................................................................................................9 3.3 DEVELOPMENT STANDARDS...........................................................................9 3.3.1 Erosion Hazard........................................................................................9 3.3.2 Steep Slope Hazard.................................................................................9 4.0 DESIGN RECOMMENDATIONS..................................................................................9 4.1 GENERAL...............................................................................................................9 4.2 SITE PREPARATION AND EARTHWORK......................................................10 4.2.1 Demolition............................................................................................10 4.2.2 Excavation.............................................................................................10 4.2.3 Slopes.................................................................................................... I 1 4.3 SEISMIC DESIGN CRITERIA.........................:...................................................12 4.3.1 UBC Seismic Design Criteria...............................................................12 _ 4.3.2 IBC Seismic Design Criteria.................................................................13 4.4 SPREAD FOOTING FOUNDATIONS................................................................13 4.5 FLOORS................................................................................................................15 4.6 DRAINAGE............................................................................. ....................15 4.6.1 Short Term............................................................................................15 4.7 4.6.2 Permanent..............................................................................................16 UTILITIES.............................................................................................................16 5.0 CONSTRUCTION RECOMMENDATIONS...............................................................17 52109/SEA4R144.doc _ Copyright 2004K]einfelder, Inc. Page i of ii Retail Development Z850-00 k" KLEINFELDER R t L_ 71 5.1 GENERAL.............................................................................................................17 5.1.1 Description............................................................................................17 5.1.2 Standard Specifications.........................................................................17 5.1.3 Reference Standards..............................................................................17 5.1.4 Geotechnical Engineer..........................................................................17 5.1.5 Geotechnical Report ..............................................................................18 5.1.6 Construction Site Safety........................................................................18 5.2 EARTHWORK ......................................................................................................18 5.2.1 Materials................................................................................................18 5.2.2 Terms.....................................................................................................19 5.2.3 Quality Control.....................................................................................19 5.2.4 Seepage Control....................................................................................19 5.2.5 Demolition........................................................:.................................... 20 5.2.6 General Excavation...............................................................................20 5.2.7 Structural Excavation............................................................................20 5.2.8 Weather Considerations........................................................................21 5.2.9 Structural Fill Construction...................................................................21 5.2.10 Utility Trench Backfilling and Compaction..........................................22 5.3 DRAINAGE...........................................................................................................22 5.3.1 General..................................................................................................22 5.3.2 Concrete Slab -on -Grade Drainage........................................................23 6.0 ADDITIONAL SERVICES .... FIGURES Figure 1 —Vicinity Map Figure 2 — Site Plan ................................................................ .23 APPENDICIES Appendix A — Existing Boring Logs Appendix B — Important Information About Your Geotechnical Engineering Report 52109/SEA4Rl44.doc Copyright 2004Kleinfelder, Inc. Page ii of ii Retail Development #3850-00 KLEINFELDER 0 1.0 INTRODUCTION AND SCOPE 1.1 GENERAIL, This report presents the results of Kleinfelder, Inc.'s (Kleinfelder's) geotechnical engineering study for design and construction of the proposed restaurant, to be located on the southwest corner of Edmonds Way and 102nd Place in Edmonds, Washington. Our services for this study were performed in accordance with our proposal (Kleinfelder Proposal Number 51955), dated December 1, 2004. The location of the project site can be found on Figure 1 — Vicinity Map. Because Kleinfelder was not able to advance borings at this site as part of this project, it is imperative that Kleinfelder be retained to perform materials testing during construction. This will allow Kleinfelder with the opportunity to verify the anticipated site conditions and validate our geotechnical recommendations. 1.2 PROJECT DESCRIPTION Our understanding of the proposed development is based on an undated site plan designated j Al. I prepared by Mesher Shing & Associates. The proposed development will initially consist of the demolition of the existing office building, a small wood -frame building behind the office building, the existing parking lot, site features, and a wood railroad -tie wall located at the toe of the slope southwest of the existing building. We recommend that all excavations made during demolition activities, including excavations for footings, underground storage tanks, and utilities, be backfilled with structural fill as recommended in this report. Following demolition activities, a new single -story, wood -framed restaurant building, including a new asphaltic -concrete paved parking lot, will be constructed. Based on an April 5, 2004 telephone conversation with Engineers Northwest, Inc., we anticipate structural loads will be light: on the order of 10 to 15 kips and 1 kip per lineal foot for isolated and continuous footing loads, respectively. The proposed building will have a finished floor elevation of approximately 300.4 feet above mean sea level (MSL). Based on the existing site grade of 300 feet above mean sea level in the footprint of the proposed building, we anticipate cuts and fills of less then 3 feet will be required to level the building pad at the proposed final floor elevation. 52109/SEA4RI44.doc Pagel of 23 Copyright 2004 Kleinfelder, Inc. �.1 L9]] K L E I N F E L D E R 1.3 PURPOSE AND SCOPE OF SERVICES The purpose of our study was to explore subsurface conditions at the site as a basis for providing recommendations for site preparation, design, and construction of the proposed retail facility. Specifically, our scope of services included: o Literature Review and Site Visit: We reviewed the boring logs from the geotechnical (� study performed by Meinfelder for Pagliacci at the property immediately south of this U site. We further reviewed. the City of Edmonds files for geotechnical subsurface data in the immediate site vicinity. The intent was to utilize this data and extrapolate subsurface data onto this site. We visited the site on December 6, 2004 to confirm that surface conditions have not changed from the time of our study on the adjacent site. Geotechnical Analysis: Engineering analyses were performed as a basis for recommendations regarding support of the proposed building and parking area. Our design recommendations, presented in this geotechnical report, included the following: Site preparation and grading including evaluation of the suitability of on -site soils for use as fill, gradation criteria for imported fill soils, and placement and compaction criteria of on -site and imported soils; G Fieldwork performance for dry and wet weather conditions; C Allowable soil bearing pressures, minimum width and depth requirements, coefficient L� of friction- and passive pressure to resist sliding, and estimates of foundation settlement for shallow foundations; C The modulus of subgrade reaction for design of slabs; C Support of slab -on -grade floors and pavements; C Temporary and permanent site drainage and erosion control measures; Uniform Building Code (UBC) and International Building Code (IBC) seismic site coefficients for use in structural analysis; and, o Critical Areas Review: This task includes performing a critical areas review in general accordance with City of Edmonds, Critical Areas Ordinance, Chapter 20.15B. 1.4 REFERENCES This section identifies, in brief, the standards, agency or association initials, and abbreviations J' referred to in this report. �' 52109/SEA4RI44.doc Copyright 2004 Meinfelder, Inc. Nee 2 of 23 11 n.1 BE KLEINFELDER 1.4.1 Standard Specifications Where possible, we refer in this report to sections of the 2004 Edition of the State of Washington Standard Specifications for Road, Bridge, and Municipal Construction (Standard Specifications). 1.4.2 Agency/Association Initials Agency or association standards are referred to by agency or association initials and refer to the latest -edition standards published by those agencies or associations. References in this report'. include the following: AASHTO - American Association of State and Highway Transportation Officials e ACI - American Concrete Institute ASTM - American Society for Testing and Materials: Annual Book of ASTM Standards e IBC - International Building Code OSHA - Occupational Safety and Health Administration Association PCA - Portland Cement o UBC - Uniform Building Code a e WABO - Washington Association of Building Officials WISHA - Washington Industrial Safety and Health Act; Washington State's occupational safety and health program WSDOT - Washington State Department of Transportation 1.4.3 Common Abbreviations The following are common abbreviations used in the text of this report: 01 o AC - Asphaltic Concrete o bgs - below ground surface CBR - California Bearing Ratio e CRB - Crushed Rock Base ESAL Equivalent Single Load - -axle H:V - horizontal: vertical (ratio) a pcf - pounds per cubic foot e pcf EFW - pounds per cubic foot equivalent fluid weight psf - pounds per square foot psi - pounds per square inch sf — square feet 52109/SEA4R144.doc Copyright 2004 Kleinfelder, Inc. Page 3 of 23 L1v� KLFINFELDER 0.1 1.5 LIMITATIONS Recommendations contained in this report are based on the field explorations of the adjacent properties and our understanding of the, proposed project. The investigation was performed using a mutually agreed upon scope of services. It is our opinion that this study was a cost- effective method to explore the subject site and evaluate the potential geotechnical concerns. The soils data used in the preparation of this report were obtained from exploratory borings completed for adjacent properties. It is possible that variations in soil and groundwater conditions exist between the points explored. The nature and extent of these variations may not be evident until construction occurs. If soil or groundwater conditions are encountered at this site that are different from those described in this report, our firm should be immediately notified so that we may make any necessary revisions to our recommendations. In addition, if the scope of the proposed project, locations of facilities, or design building loads change from the descriptions given in this report, our firm should be notified. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. This report has been prepared for use in evaluating the feasibility of development of the subject property by Mesher Shing and their client, in accordance with the generally accepted standards of practice at the time the report was written. No warranty, express or implied, is made. This report may be used only by Mesher Shing, their client, and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than one year from the date of the report. Land or facility use, on and off -site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Any party other than Mesher Shing, their client, and their design consultants who wishes to use this report shall notify Kleinfelder of such intended use. _ Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Mesher Shing, their client, and their design consultants or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify, and hold harmless Kleinfelder from any claim or liability associated with such unauthorized use or non- n. compliance. loJ' 52109/SEA4R144.doc Copyright2004 Kleinfelder, Inc. Page 4 of 23 711 n I - OH KLEINFELID ER It is the responsibility of Mesher Shing to see that all parties to the project including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Further guidelines and information on this geotechnical report can be found in the ASFE publication entitled Important Information About Your Geotechnical Engineering Report, which is included for your reference in Appendix B of this report. 2.0 SITE CONDITIONS 0 2.1 SURFACE The subject site is located at the southwest -comer of the intersection between 102nd Place W and Edmonds Way, in Edmonds, Washington. The site location is shown in Figure 1 - Vicinity Map. The finish floor elevation of the existing building is approximately 300 feet above MSL. The slope located on the property southwest of the existing building rises from approximately 302 feet to approximately 310 feet above MSL. The site is currently occupied by a vacant office building, which fronts to the east onto Edmonds Way. The building appears to be a wood -framed structure wish a brick veneer. Based on observations of the building exterior, the existing building has either a basement or crawlspace beneath it. The building is surrounded by asphaltic concrete paved parking and drive areas on its north side. 2.2 SUBSURFACE Our literature review identified 7 borings drilled on the site immediately to the south and 2 ` borings drilled for the assisted care living facility immediately across 102"d Place West. The I boring logs for these two sites are presented in Appendix A along with site plans illustrating their locations. Kleinfelder performed the subsurface exploration at both sites. It should be recognized that the subsurface description presented below is extrapolated from these borings and unpublished subsurface data contained in our files. No site -specific borings were advanced for this site as part of this study. LJ1 e Fill: Fill was encountered beneath the asphaltic concrete pavement in the borings advanced to the south of this site. The fill consists of medium dense crushed aggregate gravel and is approximately 1-foot thick. 52109/SEA4Rl44.doc Page 5 of 23 Copyright 2004 Kleinfelda, lnc. K L E 1 NFELDER Colluvium: Colluvium should be expected beneath the fill. The layer consists of loose sand with varying amounts of silt, gravel, and organics. The colluvium should be expected at approximately 1 to 5 feet bgs. Recessional Outwash: Recessional outwash was generally encountered beneath the colluvium. The recessional outwash consists of medium dense to very dense sand with (� varying amounts of silt and gravel. U� More detailed descriptions of subsurface conditions encountered at individual exploration �j locations are presented on the exploratory boring logs, included in Appendix A: Field Exploration. 2.3 GROUNDWATER ,Groundwater was not encountered at the depths explored at the site immediately to the south. The water table at this site will fluctuate seasonally, being highest during the wetter winter months and lower during the dry summer months. It should be noted that Kleinfelder did not install groundwater -monitoring piezometers, nor have we performed a hydrogeologic evaluation for this site. The seasonal variability in groundwater depth at this site has not been measured. 3.0 CRITICAL. AREAS REVIEW 3.1 SITE RECONAISSANCE The slope southwest of the existing building is approximately 8 feet high, where it levels off to a plateau that is developed with a single-family residence. The slope continues to rise approximately 12 feet south of this residence. The slope has inclinations on the order of 20 to 50 percent. As shown in Figure 2, only the lower portion of the slope is located on the subject r l property. Ground cover vegetation on the slope consists of dense ferns adjacent to berry brambles, and young trees. The area east and south of the existing building is landscaped with grass, bushes, and trees. j During our site visit, we made the following observations: No evidence of recent slope instability, but older trees displayed some evidence of possible historical instability when the trees at the site were younger; 52109/SEA4R144.doc Pale 6 of 23 Copyright 20N K7einfelder, Inc. 11 KLEINFELDER Y Groundwater seepage was not visible nor was there evidence of historic groundwater seepage; No streams are resent on the property; o p G No evidence of alluvial surficial deposits was observed. 3.2 GEOLOGIC HAZARD CLASSIFICATION Potential geologic hazards (erosion, landslide, steep slope, and seismic) at the site were classified in accordance with Section 20.1513.060 - Classification, of the City of Edmonds Critical Areas Ordinance, Chapter 20.15B. The specific geologic hazards are classified below. 3.2.1 Erosion An erosion hazard is specified in Section 20.1513.060 as areas containing soils that may experience severe to very severe erosion hazard. The group of soils includes, but is not limited to, the following when they occur on slopes of 15 percent or greater: UJAlderwood Soils (15 to 25 percent slopes); Alderwood/Everett Series (25 to 70 rercent slopes); e Everett Series (15 to 25 percent slopes). The Soil Survey of Snohomish County Washington maps that were prepared by the United States Department of Agriculture indicates that the near -surface soil on the existing slope is designated as an Alderwood/Everett Gravelly sandy loam (25 to 70 percent slopes). The near -surface soil in the leveled portion of the site classify as an Everett gravelly sandy loam (0 to 8 percent slopes). Therefore, the soil on the existing slope at the site does classify as an erosion hazard. However, we did not observe obvious signs of erosion on the hillside during our site visit. 3.2.2 Landslide One of the following five criteria provided in Section 20.1513.060 must be met in order for a landslide hazard to be identified at a project site. The criteria are: Slopes with inclinations of 15 percent or greater and impermeable soil such as silt and clay interbedded with granular soils and springs or groundwater seepage; o Areas with significant visible evidence of groundwater seepage and includes existing landslide deposits regardless of slope; e 52109/SEA4Rl44.doc Page 7 of 23 Copyright 2004 Kleinfelder, Inc. 0 1 1 k9]] KLF.INFELDER Areas which have shown movement during the Holocene epoch (from 10,000 years ago to present) or which is underlain by mass wastage debris of that epoch; Potentially unstable areas resulting from rapid stream incision or stream bank erosion; e Areas located on an alluvial fan, presently subject to, or potentially subject to debris flow or deposition of stream -transported sediments. It is our opinion that the existing slope at the site does not fit the criteria given above. The basis for our opinion includes the following elements: Y Though the slope inclinations along portions of the site exceed 15 percent, the subsurface investigation performed for the adjacent sites did not identify the presence of impermeable soil, such as silt and clay, on the site. o No evidence of springs or groundwater seepage was observed or noted at the site. We did not observe evidence of a deep-seated slope failure or instability during our December 6, 2004 site visit. There is a potential for some sloughing to occur within the loose, surficial colluvium. However, this layer is only 1 to 2 feet in thickness on the face of the hill slope, and we believe that that colluvial sloughing should be localized. 0 There are no streams on the site to create unstable areas. The site is not located on an alluvial fan and is not presently or potentially subject to debris flow or deposition of stream -transported sediments. 3.2.3 Steep Slope Hazard Section 20.1513.060 specifies a steep slope hazard as any ground that rises at an inclination of 40 percent or more. The existing slope inclinations at of approximately 20 to 50 percent. + Therefore, the steeper areas of the existing slope are classified as a steep slope hazard. 3.2.4 Seismic Hazard A seismic hazard area is classified as those areas subject to severe risk of earthquake damage as a result of seismically -induced landslides, earth adjustments, settlement, or liquefaction. The Pacific Northwest region is subject to ground shaking resulting from seismic events. It oil should be noted that any sloped site in this region has a certain level of seismic risk associated with it, particularly during a large -magnitude seismic event. However, given the relative density 52109/SEA4RI44.doc Page 8 of 23 Copyright 2004 Kleinfel der, Inc. 4^-%1 K L E I N F E L D E R of the glacial soil encountered at the site, the lack of groundwater within 20 feet of the ground surface at the time of our site visit, and the lack of evidence of disturbance due to recent seismic events (for example: the 2001 Nisqually earthquake), it is our opinion that the site is not at a severe risk of sustaining earthquake damage. 3.2. S Streams There are no streams that pass through the property. 3.3 DEVELOPMENT STANDARDS (� As specified in City of Edmonds Critical Areas Ordinance, Chapter 20.1513, the steeper west �f portion of the site does classify as a steep slope hazard area, and the entire slope classifies as an erosion hazard. The site does not classify as a landslide or seismic hazard. We understand that a portion of the proposed development will involve disturbance of extreme east edge of the existing slope. Therefore, a variance may be required for erosion and steep slope hazard areas. 3.3.1 Erosion Hazard Within the erosion hazard area, an approved erosion control plan will have to be prepared in accordance to Chapter 18.30 ECDC. The plan will have to be approved by the City of Edmonds prior to site development. Natural vegetation should be maintained as much as possible on the surface of the slope during construction, to avoid creating potentially hazardous geological conditions 3.3.2 Steep Slope Hazard �j Because portions of the slope adjacent to the site site classifies as a steep slope hazard area, the Critical Areas Ordinance will require a buffer zone and building setback. Typically, buffer zone and building setback distances are 50 feet and 15 feet, respectively. According to the Critical Areas ordinance, the buffer zone and building setback distance requirements can be reduced or eliminated if the city grants an exemption or exception pursuant to ECDC 20.15B.040. A variance can be granted pursuant to ECDE 20.15B.170(A). 4.0 DESIGN RECOM[M[ENDATIONS Uj 4.1 GENERAL The following paragraphs present our design recommendations for use by you and your consultants on this project. For satisfactory and successful construction of this project, these recommendations must be applied in their entirety and in conjunction with the construction recommendations provided in Section 5.0. 52109/SEA4Rl44.doc Page e 9 of 23 Copyright 2004 KIcinfelder, Inc. OH KLEINEELDER 4.2 S>[`1C1E PREPARATION AND EARTHWORK 4.2.1 Demolition Demolition at the site will include removal of the existing building, paved parking and drive areas, Portland cement concrete slab, and other site developments and debris found in the area of the proposed building and new parking lot. We recommend that all excavations made during demolition activities, including excavations for footings, underground storage tanks, and utilities, be backfilled with structural fili as recommended in this report. The demolition debris should be removed from the site, and disposed of properly. Alternatively, Portland cement concrete demolition debris can be crushed and used as fill. 4.2.2 Excavation Excavation: Before placing structural fill to establish foundation, floor slab, and/or pavement section grades, the exposed soil should be proofrolled or hand probed. Unsuitable soils should be overexcavated as recommended below. Excavation work can be performed with conventional earthmoving equipment. Proofrolling and Overexcavation: After general site excavation has been completed to the planned subgrades, the exposed soil surface should be either proofrolled and/or hand probed to identify soft areas that require over excavation. Proofrolling should be performed with either a fully -loaded tandem axle dump truck, a fully -loaded scraper, and/or a fully -loaded front-end Dloader. A minimum of two passes should be performed when proofrolling. Proofrolling and handprobing should be performed under the guidance and observation of the geotechnical engineer. Soft soils encountered during proofrolling or probing should be overexcavated to a firm and unyielding subgrade, and replaced with structural fill. Overexcavation should extend beyond the footing a distance equal to the depth of the excavation below planned subgrade elevation. Structural Fill: Structural fill consists of the soil materials used to establish grade beneath structural elements, such as spread footings, floor slabs and pavement sections. Structural fill ashould consist of on -site fill, native recessional outwash, native colluvium with organics and other deleterious materials screened out, and/or imported select fill as defined in Section 5.0; and should be compacted to the following minimum relative compaction based on ASTM D1557 (Modified Proctor) compaction test methods: Foundations and Floor Slabs: Pavement Subgrades: 52109/SEA4R144.doc Copyright 2004 Kleinfelder, Inc_ l�l 95 Percent 95 Percent (upper 2 feet) Page 10 of 23 BE KLEINFELDER Pavement Subgrades: 90 Percent (below 2 feet) Topsoil is not suitable for use as structural fill, but can be used for non-structural backfilling and landscaping purposes. Fill Placement and Compaction: Upon completion of strPPing, general excavating, D proofrolling/hand probing, and overexcavating, structural fill should be placed and compacted as described in Section 5.0 to achieve design elevations. D4.Z3 Slopes Temporary Slopes (Maximum height of 10 feet) U Cut: Maximum 1-1/2:1 H:V (horizontal:vertical) Compacted Structural Fill: Maximum 1-1/2:1 H:V Permanent Slopes (Maximum height of 10 feet) Cut: Maximum 2:1 H:V o Compacted Structural Fill: Maximum 2:1 H:V Permanent gravity buttress or soldier -pile retaining walls can be designed for the heights and grades desired at the site. (� 'Temporary. Excavations General All excavations must comply with applicable local, state, and federal safety regulations including the current OSHA Excavation and Trench Safety Standards and WISHA Safety Standards for. Construction Work. Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing the information below solely as a service to our client. Under no circumstances should the information be interpreted to mean that Kleinfelder is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not abeing implied and should not be inferred. Excavations and Slopes The Contractor should be aware that slope height, slope inclination, or excavation depths (including utility trench excavations) should in no case exceed those specified in local, state, 52109/SEA4RI44.doc Page I I of 23 Copyright 2004 Kleinfelder, Inc. Ln ] KLEINFELDER and/or federal safety regulations (e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations). Such regulations are strictly enforced and, if they are not followed, the Owner, Contractor, and/or earthwork and utility subcontractors could be liable 8 for substantial penalties. Construction Considerations Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within one-third the slope. height from the top of any excavation. Where the stability of adjoining buildings, walls, or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. Earth retention, bracing, or underpinning required for the project (if any) should be designed by a professional engineer registered in the State of Washington. During wet weather, earthen berms or other methods should be used to prevent runoff water from entering all excavations. All runoff water should be collected and disposed of outside the construction limits. Slope Protection Temporary slopes should be protected from the elements by covering with a protective membrane consisting of plastic sheeting or some other similar impermeable material. Sheeting sections should overlap by at least 12 inches and be tightly secured with sandbags, tires, staking, or other means to prevent wind from exposing the soils under the sheeting. Li Permanent slopes should be planted with a deep-rooted, rapid -growth vegetative cover as soon as possible after completion of slope construction. Alternatively, the slope should be covered with plastic, straw, etc. until it can be landscaped. 4.3 SEISMIC IDESIGN CRITERIA The following seismic design criteria should be used for the design of the proposed building. Recommendations for both Uniform Building Code (UBC) and International Building Code (IBC) are provided. 4.3.1 UBC Seismic Design Criteria In accordance with Section 1636 of the 1997 UBC, the following seismic design criteria should be used: Site Profile: SD (stiff soil profile) 52109/SEA4R 144.doc Page 12 of 23 Copyright 2004 Kleinfelder, Inc. H KLEINFELDER 17 97 Q Y Seismic Zone: 3; Z = 0.30 Seismic Source Type: A Seismic Coefficient, Ca: 0.36 G Seismic Coefficient, C,,: 0.54 4.3.2 IBC Seismic Design Criteria In accordance with the 2003 IBC and based on the results of the standard penetration tests performed at the site, we believe a Site Class of D is appropriate. Spectral parameters for short - duration period and 1-second period accelerations for Site Class D in the vicinity of the site are calculated at 1.26g and 0.65g, respectively. 4.4 SPREAD FOOTING FOUNDATIONS We judge that a conventional shallow foundation system, such as spread footings, will provide satisfactory support for the proposed development. Specific design recommendations are presented in the following section. Specific construction recommendations are presented in Section 5.0. o Foundation -Bearing Soil: Firm and unyielding native recessional outwash or compacted structural fill placed directly on a firm and unyielding native recessional outwash. All colluvium must be stripped and removed from the building footprint. Note: On -site fill and native recessional outwash are suitable for use as structural fill. Colluvium can be used as structural fill, provided organics and other deleterious materials can be screened out. G Minimum Footing Depth of Embedment Perimeter and Isolated Footings: Interior Footings: Minimum Footing Lateral Dimension Spread Footings: Continuous Footings: 52109/SEA4RI44.doc Copyright 2004 Kleinfelder, Inc. 24 inches below the lowest adjacent final exterior grade 24 inches below top of floor slab 24 inches 24 inches Page 13 of 23 KLEINFELDER o Footing Excavation Protection If footing excavations are opened during the winter season or periods of wet weather, it will be helpful, ;because of the moisture sensitivity of the exposed -- soils, to provide a lean concrete mud mat, gravel layer, or tent to protect the subgrade until footings are poured. Allowable Soil Bearing Pressure Foundations Bearing on Recessional Outwash: 2,000 psf Foundations Bearing on Structural Fill: 2,000 psf Note: Allowable soil bearing pressures are for all dead and live loads and may be increased by one-third for temporary short-term wind and seismic loads. j o Lateral Load Resistance �J Passive Resistance: Colluvium: 150 pounds per cubic foot (pcf) equivalent fluid weight (EFW) Recessional Outwash or Structural Fill: 220 pounds per cubic foot (pcf) equivalent fluid weight (EFW) Coefficient of Friction: Recessional Outwash & Structural Fill: 0.35 Note: The passive resistance includes a safety factor of about 2 and is based on the assumption that all backfill around the foundation has been placed and compacted as recommended in Section 5.0. The upper foot of soil should be neglected in design computations unless protected by pavement or a slab -on -grade. The coefficient of friction includes a safety factor of 1.5. Static Settlement Total Settlement: Differential Settlement: Time Rate: Modulus of Subgrade Reaction 52109/SEA4R144.doc Copyright 2004 Kleinfelder, Inc. less than 1 inch less than 3/4 an inch over 50 feet approximately 90 percent during construction Page 14 of 23 KLEINFELDER nKS: 200 kcf 4.5 FLOORS A concrete slab -on -grade floor system is appropriate provided the floors are underlain by firm and unyielding native recessional outwash or compacted structural fill placed directly on a firm and unyielding native recessional outwash. All colluvium must be removed from the building footprint. The subgrade should be proofrolled or hand probed as described above prior to placing the capillary break or structural fill. In order to provide a firm base for slab construction and to provide a capillary break, we also recommend the following underslab drainage measure be included: Capillary Break: Minimum of 4 inches of free -draining gravel containing less than 5 percent fines (silt and clay -sized particles) based on the fraction passing the 3/4-inch mesh sieve. Vapor Barrier: In areas where moisture would be detrimental to equipment, floor coverings or furnishings inside the building, a vapor barrier should be placed beneath the concrete floor slab. Reinforced plastic sheeting is satisfactory for this purpose. Protection Measures: A layer of sand, approximately 2 inches thick, may be placed over the plastic sheeting to protect it from damage, to act as an aid in curing of the concrete slab, and also to help prevent cement paste from bleeding down into the underlying capillary break. Specific construction recommendations are presented in Section 5.0. 4.6 DRAINAGE Both short- and long-term drainage control measures should be included in project design and construction. 4.6.1 Short Term Over the short term, we believe site and construction drainage can be reasonably well controlled by careful excavation practices. Typically, these include, but are not limited to, shallow upgrade perimeter ditches or low earthen berms, and temporary sumps in excavations to collect seepage (� and prevent water from damaging exposed subgrades. Drains should be included at the bottom of all temporary slopes to collect surface water flow from the slope and prevent it from flowing onto exposed building subgrades. All collected water 52109/SEA4RI44.doc Pan 15 of 23 Copyright 2104 Meinfdder, Inc. d 1 Li�� K L E I N F E L D E R M =_7 should be conveyed under control to a positive and permanent discharge system, such as a storm sewer. Li 4.6.2 Permanent Over the long term, more permanent measures, such as installation of footing and retaining wall drains, should be included. All permanent drains should be conveyed to a positive and permanent discharge point well away from the structure. Roof downspouts should not be connected to footing drains, but should be tight lined separately to a positive discharge system. This will avoid the potential for roof debris to be washed into footing drains, possibly blocking them. Clean -outs should be provided for footing drains, retaining wall drains, and downspout tight lines. Specific site drainage details are provided below. Footing Excavation Drain: In event that groundwater seeps into footing excavations, it should be possible to remove it by gently sloping the base of excavation to one or more shallow sump pits and pumping the water from there to a positive, permanent discharge system. The exposed footing subgrade should be protected from softening by placement of crushed rock or a lean mix material. Footing Drains: These drains should be installed after construction of the building footings and immediately before backfilling against building stem walls. Surface Runoff. Interceptor ditches or trenches or low earthen berms should be installed along the upgrade perimeters of the site to prevent surface water runoff from precipitation or other sources from flowing over the face of excavated slopes or onto graded areas. We recommend that a surface interceptor ditch be placed every 25 feet (slope distance) on slopes exceeding 25 feet in height. Downspout or Roof Drains: These should be installed once the building 's roof is in place. They should discharge in tight line to a positive, permanent drain system. Under no circumstances connect these tight lines to the perimeter footing drains. 4.7 UTILITIES The contractor should be responsible for the safety of personnel working in utility trenches. We recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in accordance with state and federal safety regulations. 52109/SEA4R144.doc Nee 16of23 Copyright 2004 Kleinfelder, Inc. v KLEINEELDER I Utility trench backfill should consist of structural fill. The onsite fill and native recessional outwash are suitable for use as structural fill in utility trenches. Colluvium can be used as structural fill in utility trenches, provided organics and other deleterious materials can be screened out. Topsoil is not suitable for use as structural fill. Alternatively, an imported select fill material that meets the requirements described in Section 5.2 can be used as a structural fill. The percent compaction required for utility trench backfill is 95 percent of the maximum dry density of the backfill, as determined in the laboratory by ASTM Standard D1557 (Modified Proctor). Particular care should be taken to make sure bedding or fill material is properly compacted in place to provide adequate support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and should not be allowed. oil 5.0 CONSTRUCTION RECOMMENDATIONS 5.1 GENERAL 5.1.1 Description This section presents our recommendations for the geotechnical aspects of construction. Specifically, we cover earthwork, drainage, and pavement. Our design criteria are based on these construction recommendations; therefore, these recommendations should be incorporated into the project specifications in their entirety. 5.1.2 Standard Specifications Where possible, we refer to the 2004 Edition of the State of Washington Standard Specifications for Road, Bridge, and Municipal Construction (Standard Specifications). 5.1.3 Reference Standards Reference Standards are referred to by agency or association initials and are from the latest editions of the following: C ASTM - American Society for Testing and Materials: Annual Book of ASTM Standards 5.1.4 Geotechnical Engineer We recommend you retain Kleinfelder during construction to observe and test the geotechnical aspects of the contractor's work. This will allow us to compare the actual conditions encountered with those expected by this investigation and to modify our recommendations, if necessary. �! 52109/SEA4R144.doc Page 17 of 23 Copyright 2004 Kleinfelder, Inc. o. k9]] KLEIN FELDER o Kleinfelder should be present at the site on a full-time basis to check that the contractor's work conforms to the geotechnical aspects of the plans and specifications. The daily field reports and final report -form an important record of construction. Observation and testing by the geotechnical engineer, however, should not in any way release the contractor from the responsibility of performing the work in such a manner as to provide a satisfactory job that meets the requirements of the project plans and specifications, or from meeting contractual obligations to the owner. 5.1.5 Geotechnica[ Report This report has been prepared for Mesher Shing & Associates and its design consultants for the design of this project only. The entire report should be provided to contractors for their bidding or estimating, but not as a warranty of the subsurface conditions. We cannot be responsible for the interpretation by others of the information contained in this report. 5.1.6 Construction Site Safety Our scope of services did not include construction safety practices and this report is not intended to direct construction means, methods, techniques, sequences, or procedures, except as specifically described, and then only for consideration in design, not for construction guidance. The contractor should be made responsible for construction site safety and compliance with local, state, and federal requirements. 5.2 EARTHWORK Earthwork consists of placing and compacting fill; utility backfilling; and all subsidiary work necessary to complete the grading of the developed areas to conform to the lines, grades, and slopes shown on the plans. 5.2.1 Materials The on -site fill and native recessional outwash obtained at the project site during excavation are suitable for use as a structural fill beneath footings, slabs -on -grade floors, or pavements. These materials can also be used for general backfill and landscaping purposes. Colluvium can be used as structural fill, provided organics and other deleterious materials can be screened out. Topsoil is not suitable for use as structural fill, but can be used for non-structural backfilling and landscaping purposes. Imported select fill material should consist of clean, free -draining sand and/or gravel containing less than 5 percent fines (silt- and clay -sized particles), based on the fraction passing the'/4-inch 52109/SEA4Ri44.doc Paec 18 of 23 Copyright 2004 K]einfelder, Inc. ` Ik� KLEINFELDER sieve. A greater fines content is acceptable, provided it is approved in advance by the geotechnical engineer. The contractor should submit samples; of each of the required earthwork materials to the geotechr&al engineer for evaluation and approval prior to use. The samples should be submitted at least 4 days prior to their use and sufficiently in advance of the work to allow the contractor to 0 identify alternative sources if the material proves unsatisfactory. 5.2.2 Terms Terms used in this section are defined as follows: Percent Compaction is the required in -place dry density of the material, expressed as a percentage of the maximum dry density of the same material as determined in the laboratory by ASTM Standard D1557 (Modified Proctor). Optimum Moisture Content is the moisture content (percent by dry weight) corresponding to the maximum dry density of the same material as determined by ASTM Standard D1557. Soil is soil containing more than 10 percent fines silt- or clay -sized articles Moisture-Sensitiveg p � Y P ) based on the fraction passing the 3/4-inch sieve. Structural Fill is fill material placed and compacted in areas that underlie structures or pavements. It should be compacted to the Percent Compaction specified in Section 4.2. It has a maximum particle size of 6 inches. 5.2.3 Quality Control Proper geotechnical observation and testing during construction is imperative. to allow the . geotechnical engineer the opportunity to verify assumptions made during the design process. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted during the construction phase in order to evaluate the compliance with our recommendations. oil 5.2.4 Seepage Control Runoff or groundwater seepage that would interfere with the contractor's work should be controlled during construction. Control may consist of temporary drainage ditches or subsurface drains. Installation of such measures should be the contractor's responsibility. �t 52109/SEA4RI44.doc Page 19 of 23 Copyright 2004 Kleinfelder, Inc. 01, KLFINFELDER 5.2.5 Demolition Demolition at the site will include removal of the existing buildings, paved parking and drive areas, wood railroad tile retaining wall, Portland cement concrete slab, and other site developments. The demolition debris should be removed from the site, and disposed of properly. Fj Alternatively, Portland cement concrete demolition debris can be crushed and used as fill. 5.2.6 General Excavation 01 General excavation consists of removing soil to sufficient depth to achieve design grades. The contractor should be responsible for excavating and disposing of or reusing excavated material. Based o the undated drawing provided n g p by Mesher Sh>ng &Associates, the proposed building will have a finished floor elevation of 300.4 feet above MSL. Based on the existing site grade of 300 feet above MSL in the footprint of the proposed building, we anticipate cuts and fills of less then 3 feet will be required to level the building pad at the proposed final floor elevation. hJd Excavation work can be performed with conventional earthmoving equipment. After design grade is reached, exposed soils should be proofrolled and/or hand probed to identify soft or unstable areas requiring additional excavation and replacement with structural fill. These procedures help delineate soft or weak soils. Proofrolling should be performed with either a fully -loaded tandem axle dump .truck, a fully -loaded scraper, and/or a fully -loaded front-end loader. A minimum of two passes should be performed when proofrolling. Hand probing should be performed by the geotechnical engineering technician with a ''/z-inch-diameter steel bar. Proofrolling and handprobing should be performed under the guidance and observation of the geotechnical engineer. Soft soils encountered during proofrolling or hand probing should be overexcavated to a firm and unyielding subgrade, and replaced with structural fill. 01 Overexcavation should extend beyond the footing a distance equal to the depth of the excavation below planned subgrade elevation. All final surfaces exposed by the complete excavation should be finished true to line and grade and present a smooth, firm surface. After a rainfall, construction equipment travel on the exposed site subgrade should be minimized until the soils have been allowed to dry sufficiently. Otherwise, traffic activity on the wetted subgrade will degrade the exposed materials and result in additional excavation of the disturbed materials. 5.2.7 Structural Excavation The work addressed in this section covers excavation and backfill for structural elements such as the proposed foundations, floor slab, and pavements. t�l 52109/SEA4R144.doc Pa.-e 20 of 23 Copyright 2004 Kleinfelder, Inc. nOH KLEINFELDER Excavation for footings, floor slab, and pavements should be performed after site preparation is completed. Excavations for footings should be performed so as to avoid disturbing or loosening adjacent soils. Footing excavations should extend into foundation -bearing material to the depth shown on the plans. Excavations should be kept free of water at all times and all loose material should be removed from excavations prior to placement of formwork, reinforcing steel, concrete, or backfill. The contractor should inform the geotechnical engineer after the footing excavations have been completed and before placement of reinforcing steel, formwork, or concrete. The geotechnical engineer should then observe foundation excavations and provide written confirmation that the footings bear on the expected foundation -bearing material. After placing foundation concrete, backfilling with structural fill should be performed. 5.2.8 Weather Considerations During winter weather and in areas where the exposed subgrade may consist of moisture - sensitive soils (soils containing more than 10 percent fines based on the fraction passing the 3/4- inch sieve), the contractor should take measures to protect foundation excavations once the geotechnical engineer has approved them. These measures could include, but are not limited to, placing a layer of pea gravel, crushed rock, or lean concrete on the exposed subgrade, or covering the exposed "subgrade with a plastic tent. If additional overexcavation is required because the subgrade was not protected, the cost of such additional work should be borne by the contractor. During dry weather, the contractor should take measures to protect the foundation excavations' exposed subgrade soils from drying out. These measures may include watering the subgrade as (� necessary. If the subgrade soils dry out and become loose, they should be moisture conditioned lJ and recompacted to the percent compaction specified. 5.2.9 Structural Fill Construction This section covers placement and compaction of earth materials to create structural fill. `FZ Soil used for structural fill should be moisture conditioned to within 3 percent of optimum moisture content, placed in level lifts not exceeding 8 inches in loose thickness, and compacted to the specified Percent Compaction (as defined in Section 5.2.2) to produce a firm and unyielding surface. If field density tests indicate the required Percent Compaction has not been obtained or the surface is pumping and weaving under construction traffic, the fill material 0.. 52I09/SEA4R144.doc Page 21 of23 Copyright 2004 Kleinfelder, Inc. nffo KLEIN FELDER should be reconditioned as necessary and recompacted to the required percent compaction before placing any additional material. Fill slopes should be compacted by slope rolling and trimming, or should be overfilled and trimmed back to plan grade to expose a firm, smooth surface free of loose material. 5.2.10 Utility Trench Backfilling and Compaction This section covers backfilling of all utility trenches at the site. The contractor should be responsible for the safety of personnel working in utility trenches and UST excavations. We recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in accordance with state and federal safety regulations. Utility trench backfill should consist of structural fill constructed as discussed above. If backfilling is performed during periods of winter weather, it may not be possible to achieve adequate compaction with structural fill material unless it is sufficiently well drained. Within building areas, and the upper 2 feet below grade in the surrounding parking areas, utility trench backfill should be compacted to at least 95 Percent Compaction; below 2 feet in the surrounding parking areas, it should be compacted to at least 90 Percent Compaction. Particular care should be taken to make sure bedding or fill material is properly compacted in place to provide adequate support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and should not be allowed. 5.3 DRAINAGE This section covers the placement of aggregate drainage materials and drain lines in the areas and to the lines and grades shown on the plans. 5.3.1 General The materials that we recommend be used for site drainage are as follows: o Capillary Break. Minimum of 4 inches of free -draining gravel containing less than 5 percent fines (silt and clay -sized particles) based on the fraction passing the 3/4-inch mesh sieve. Li Free -draining Granular Material: Should consist of clean, free -draining gravel or crushed rock meeting the requirements of Section 9-03.12 (2), "Gravel Backfill for Walls," on page 9-27 of the Standard Specifications. 52109/SEA4R144.doc Copyright 2004 KIcinfelder, Inc. Page 22 of 23 0 Dk9]] KLEINFELDER -01 o Drain Pipe: Should be smooth -walled, rigid PVC or other rigid pipe conforming to the minimum sizes and dimensions shown on the plans. Corrugated plastic pipe should not be used because it has a tendency to crush and become blocked, and is often laid without a gradient. 5.3.2 Concrete Slab -on -Grade Drainage After structural and utility trench backfill are satisfactorily compacted and subgrade preparation is completed, the capillary break should be placed in a manner to prevent segregation and should be compacted with appropriate vibratory equipment to provide a tight particle interlock. Any free water that has collected in the capillary break should be drained or removed by pumping before concrete is placed. 6.0 AIDIDITIONAIL SERVICES The recommendations made in this report are based on the assumption that an adequate program of tests and observations will be made during construction to verify compliance with these recommendations. These tests and observations should include, but not necessarily be limited to, the following: Observations and testing during site preparation, earthwork, and structural fill placement. a Testing and inspection of concrete, masonry, structural steel, fireproofing, and roofing materials. Consultation as may be required during construction. We recommend that project plans and specifications be reviewed by us to verify compatibility with our conclusions and recommendations. In particularly, we recommend the final grading and earth retention system plans for the existing slope be reviewed by us for slope stability issues. Also, Kleinfelder maintains fully -accredited WABO-certified laboratory and inspection personnel, and are available for this project's testing and inspection needs. Information concerning the scope and cost for these services can be obtained from our office. 52109/SEA4R144.doc Pa.-e 23 of23 Copyright 2004 Kleinfelder, Inc. C N C) C a� C Copydgtd O 1989.2001 Microsoft Corp' and/or Its spph=. Al cWft n served. httpl/www.mia=fLoowrnappoirt O Copyr9M 2000 by Geographic Data 1;;;;; ogy. Inc M r Oft reserved. O 2000 Navigation Tectmiogies. AN dphs reserved. O copyngM 2Dgg by Compu amh Mi omarkeCrq Data and Systems Lid. _ p _ Copyright 2004 Kleinfelder, Inc., All rights reserved. Not to Scale Vicinity Map FIGURE KLEONFELDER Proposed Pagliacci Restaurant Edmonds Way PROJECT NO. 52109 December 2004 Edmonds, Washington RwlE-p).a , C � . y ��2.1'.Y-E. T• i \�'D SS — 1\ L wSR1wLT a / [l[vwnw_xlef �� \ wSnlwLr \ EN� wr I � REMOVE EXISTING `\ \\\ pntEw K \\ ASWPLT PAVEMENT `\ \\\ I \ E% J \\ \ E-m).:dx i S _� E-ID9.10(t YRO'.SE1 � 6'Y6' CbaGRETE E-2®56(, O'RCP,[) I � pw1E. )gS.wS ' 6'�' CowgeETE k. ane ewa pip s T Y �9} FS 6 ® !pJ \\\ \\ \JJ'\ \ :P♦ y. CONCRETE \ \ \\�h• RENA ONE S70RY .Mr \ )stow awa \ I BRICK, STORY �� Fi-300.4�~ cONExceTE; \\ \ \ \\ \ \ T ' _ BIAWwG \) TREE / /-11 g i . EXISTING / DEMOLITION SITE PLAN Score: 1' >= zo'-o• 71 ■ 71 9 M 318' 2 SITE SECTION A —A \ O '1. V NEW LANDSCAP EXISTING — LANDSCAPING ADA SIGNAGE (PER WAC-51 —4C PAVING ADA PARKING SIGNAGE 4 Scale: 1/2" =1'—o' P P6' 3opyrighto 2004 Kleinfelder, Inc., All rights reserved. G:52109/SitePlan KLEINFELDER I APPENDIX A EXISTING BORING LOGS I � I I q I I Ell. Do - I n' LTO KLEINFELDER Former Site Evaluated by Pagliacci Immediately South Mg I 11 11 0 I 711 0 or 4, > �J A _ EXISTING ADJ. � BUILDING�� C �2 61-0 - �— REMOVE EXISTING — ASPHALT PAVEMENT 4'\ r� \ � 1 O z� y 90. 12 H �I 12' MAPLE 12" CEDAR f EMLDCK �,r A \ r ,L°a` -4 r�r r r r r rr ar rr e r \ r err r / 'r 12' N a . I 12" MAPIE I i' \ �I o 20 ao Scale: 1' = 20' Reference: 'Site Plan' provided by Mesher Shing 8 Associates and dated December 10, 2003. .4- REMOVE ONE STORY CRY BRICK BUILDING I ING � B_' REMOVE CONC. WALL REMOVE WOOD STRUCTURE 2 Le end -�- HA-1 Hand-Augered boring and approximate location -- B-1 Drilled Boring and approximate location FIGURE Proposed Pagliacci Restaurant Edmonds Way & 102nd Place West Site Plan Edmonds, Washington L CLEINFELDER Project. 42054 April2004 Proposed Pagliacci Restaurant APPENDIX Jp� dmonds Way & 102nd Place Wes SOIL CLASSIFICATION LEGEND Edmonds, Washington A-1 KLEINFELDER Project: 42054 April 2004 TES' ; PROGRAM LAB, .TORY FIELD a H S ?; WELLJPIEZO o U 12 C4 W9 x CONSTRUCTION 9''F z> �F, tea FOFZ u a A F 3 Oz F j Qo aev tea a Oa �U a a e Fo 0 5 10 115- 120- U.s.C.s o SOIL DESCRIPTION z Surface: Asphaltic concrete pavement GP A_sQhaltic concrete (2 inches thick) — _ _ ;P_SN GRAVEL WITH SAND (GP): gray/brown, ►moist, medium dense, fine-grained. SAND WITH SILT AND GRAVEL (SP-SM): yellow/brown, dry, medium dense, fine to medium grained, trace roots. 6.4 6 SI-1 (RE ESSIONAL OUT`WASH) 9 Sp -- -- SAND WITH GRAVEL (SP): gray -brown, 0/5.5 dry to moist, very dense, medium-gaine9, some cobbles. (RECESSIONAL OUTWASH) SP SAND (SP): gray to gray -brown, dry, — — dense, fine to medium -grained, some silt, trace gravel. 9 SI-2 16 20 14 S1-3 - grades to very dense. 21 30 10 S1-4 - grades to dense. 14 boring completed to a depth of 20 feet below the surface. Groundwater was not encountered during drilling. Boring was backfilled with cuttings and bentonite chips, and capped with Portland cement i concrete. DATE DRILLED: 3-12-04 SURFACE ELEVATION (feet): 301.0 DRILLING METHOD: USA LOGGED BY: F. Reinart TOTAL DEPTH (feet): 20.0 DRILLER: Holt REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 8" CASING SIZE: N/A Proposed Pagliacci Restaurant Appendix 102nd Place West and Edmonds Way k"KLEINFELDER Edmonds, Washington A - 2 SOIL GEOTECHL� ENVIRONMENTAL TESTING ENGINEERS BORING LOG ROJECT NUMBER: 42054 B_1 PAGE 1 of 1 TE: G PROGRAM 2ATORY FIELD WELL/PIEZO > CONSTRUCTION a �_ zW a v a g.4 Fz u a La 9z E tnW- _ U q Qo 0. O e Q a� rnz 3 oz P O c a , 0 .i .7 Z O 12.8 : 4 S2-1 4 5 4 8 S2-2 13 10 16 12 X 52-3 20 15 31 8 S2-4 9 20 o C' W 8 N DATE DRILLED: 3-12-04 LOGGED BY: F. Reinart o REVIEWED BY: J. Schmidt U.S.( q SOIL DESCRIPTION z Surface: Asphaltic concrete pavement GP `?. Asphaltic Concrete (1.5 inches thick). _ _ J SP GRAVEL WITH SAND (GP): gray -brown, (moist, medium dense, fine-grained. j SAND WITH GRAVEL (SP): gray, dry to moist, loose, fine to medium -grained, some silt, trace roots. P S SAND WITH SILT (SP-SM)) brown, moist, loose, fine- to medium -grained, trace gravel, trace roots. (COLLUVRJM) SM gades to�ra�brown� wept no roots._ SILTY SAND (SM): gray -brown, moist, medium dense, fine- to medium -grained, some gravel. (RECESSIONAL OUTWASH) - grades to trace gravel. - grades to very dense. ML SILT (ML): gray -brown, moist, very stiff, some lenses of fine-grained sand, 2.0 tsf unconfined compressive strength (pocket penetrometer). RECESSIONAL OUTWASH Boring completed to a depth of 20 feet below the surface. Groundwater was not encountered during drilling. Boring was backfilled with cuttings and bentonite chips, and capped with Portland cement concrete. SURFACE ELEVATION (feet): 300.0 DRILLING METHOD: HSA TOTAL DEPTH (feet): 20.0 DRILLER: Holt DIAMETER OF BORING (in): 8" CASING SIZE: N/A 0 o k4KLEMELDER F GEOTECHIVICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING PROJECT NUMBER: 42054 Proposed Pagliacci Restaurant Appendix 102nd Place West and Edmonds Way Edmonds, Washington A - 3 BORING LOG B-2 PAGE 1 of 1 TES 1 PROGRAM LAB, ATORY FIELD U.S.C.; wELL/PIEZO � F IFU H e = a w w o SOIL DESCRIPTION . v CONSTRUCTION .a t'` � L z� `" c L .wa �p p Ia" H a .a n F' A 3 QD z Q U A Qo p, O° Q &nz CIO A 3 Oz ;:O a c x_ p ` Surface: native vegetation U .j .� ' z o 0 a 5- 7 - ` To�soiL SM _______ __ __ SILTY SAND (SM): brown, moist, loose, fine- to coarse -grained, with roots, trace gravel. SM :: `----- �COLLUVII'D" --- SILTY SAND (SM): brown, moist, loose, fine- to medium -grained, some gravel, trace roots. SHA1-1 SM ..:.:. (RECESSIONAL OUTWASH) - grades to gray -brown, medium dense, no roots. t3onng terminated at a depth of 7 teet below the surface due to refusal in dense recessional outwash. Groundwater was not encountered during drilling. Boring was backfilled with cuttings. DATE DRILLED: 3-12-04 SURFACE ELEVATION (feet): 309.0 DRILLING METHOD: Hand Auger LOGGED BY: F. Reinart TOTAL DEPTH (feet): 7.0 DRILLER: Kleinfelder o REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 3" CASING SIZE: N/A N v o Proposed Pagliacci Restaurant Appendix Z 102nd Place West and Edmonds Way KLEINFELDER Edmonds, Washington A - 4 nGEOTECH OIL L ND MATERIALS TESTING ENGINEERS BORING LOG '31PROJECT NUMBER: 42054 HA-1 PAGE I of l r TEST PROGRAM LABG_ _fORY FIELD } o v WELL/PTEZO w CONSTRUCTION aF" .2- W a H 0 —; Q �Z A 3 oz Ln a e,N �o a o o F U j 3 z o G 15- f U.S.C.S. U o SOIL DESCRIPTION z Surface: native vegetation .+,... Topsoil_-- SM ::: .:. SILTY SAND (SM): brown, moist, loose, fine- to coarse -grained, with roots, trace SHA2-1 gravel. (COLLUVIUM) SM ;: :: SILTY SAND (SM): brown, moist, loose fine- to medium -grained, some gravel, trace roots. (RECESSIONAL OUTWASH) SM - grades to gray -brown, medium dense, no roots. Boring terminated at a depth of 7 feet below the surface due to refusal in dense recessional outwash. Groundwater was not encountered during drilling. Boring was backfilled with cuttings. DATE DRILLED: 3-12-04 SURFACE ELEVATION (feet): 305.0 DRILLING METHOD: Hand Auger LOGGED BY: F. Reinart TOTAL DEPTH (feet): 7.0 DRILLER: Kleinfelder REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 3" CASING SIZE: N/A Proposed Pagliacci Restaurant Appendix 102nd Place West and Edmonds Way k"KLEINFELDER Edmonds, Washington A - 5 GEOTECHSOIILASLAND AND 3ATEERIALS ESTING ENTAL ENGINEERS BORING LOG ROJECT NUMBER: 42054 HA-2 PAGE 1 of 1 ca ar: LAI "rn""KAM ATORY FIELD • -- ,121 WELL/PIEZO CONSTRUCTION a �E Zy H Hz a din H H .� A OF- F a ao a°°¢ V)z �° Q a e H pv 0 5- 6 U.S.0 o SOIL DESCRIPTION Q � z Surface: native vegetation T_opsoil_________ SM ______ SILTY SAND (SM): brown, moist, loose, fine- to coarse -grained, with roots, trace gavel. (COLLUVIUM) SM SILTY SAND (SM): brown, moist, loose fine- to medium -gained, some gavel, trace SHA3-I roots. (RECESSIONAL OUTWASH) SM grades to gay -brown, medium dense, no roots. DATE DRILLED: 3-12-04 LOGGED BY: F_ Reinart REVIEWED BY: J. Schmidt tsormg terminated at a depth of 6 teet below the surface due to refusal in dense recessional outwash. Groundwater was not encountered during drilling. Boring was backfilled with cuttings. SURFACE ELEVATION (feet): 306.0 DRILLING METHOD: Hand Auger TOTAL DEPTH (feet): 6.0 DRILLER: Kleinfelder DIAMETER OF BORING (in): 3" CASING SIZE: N/A z MH KLEMELDER a 0 F GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS ti SOILS AND MATERIALS TESTING N PROJECT NUMBER: 42054 Proposed Pagliacci Restaurant Appendix 102nd Place West and Edmonds Way Edmonds, Washington A - 6 BORING LOG HA-3 PAGE 1 of 1 TEST PROGRAM .a U.S.C.S LABI rORY I FIELD �e �, c WELL/PIEZo w �� U o SOIL DESCRIPTION .�+ CONSTRUCTION tW-.,1-.,l E-Z F. 3 e7v Surface: native vegetation �C) Q a e 0 a SM t ToRsoil----------------� SILTY SAND (SM): brown, moist, loose, fine- to coarse -grained, with roots, trace SM I gravel. 1------(C-Q---- - -----I SHA4-1 SILTY SAND (SM): gray -brown, moist, medium dense, fine- to medium -grained, 3 1some gravel, trace roots. RECESSIONAL OUTWASH Boring terminated at a depth of 3 feet below the surface due to refusal in dense recessional outwash. Groundwater was not encountered during drilling. Boring was backfilled with cuttings. N DATE DRILLED: 3-12-04 SURFACE ELEVATION (fee0: 317.0 DRILLING METHOD: Hand Auger L5 LOGGED BY: F. Reinart TOTAL DEPTH (feet): 3.0 DRILLER: Kleinfelder REVIEWED BY: J. Schmidt DIAMETER OF BORING (in): 3" CASING SIZE: N/A Q Proposed Pagliacci Restaurant Appendix z 102nd Place West and Edmonds Way 0 - KH KLEINF ELDER Edmonds, Washington A _ n HdENVIRONMENTALMATERIALS GEOTECHNICAL AND i.S TESTING ENGINEERS gOG LOG n PROJECT NUMBER: 42054 FIA_4 PAGE I of 1 TES"' LAB .a > WELL/PIEZO o E. CONSTRUCTION a" a A 3 0z a 5- 6 :PROGRAM t U.S.C.: 1TORY I FIELD -� Q z N W Ci p u O v)z rn j p 'Z O SOIL DESCRIPTION native vegetation Tops(2il_ SM — — — .:: SILTY SAND (SM): brown, moist, loose, SM fine- to coarse -grained, with roots, trace t gravel. / 1------(COLLUVIUM�------I SILTY SAND (SM): brown, moist, loose, fine- to medium -grained, some gravel, trace roots. (RECESSIONAL OUTWASH) SM ::: - grades to gray -brown, medium dense, no SHAS 1 roots. DATE DRILLED: 3-12-04 LOGGED BY: F. Reinart REVIEWED BY: J. Schmidt Boring terminated at a depth of 6 feet below the surface due to refusal in dense recessional outwash. Groundwater was not encountered during drilling_ Boring was backfilled with cuttings. SURFACE ELEVATION (feet): 308.0 DRILLING METHOD: Hand Auger TOTAL DEPTH (feet): 6.0 DRILLER: Kleinfelder DIAMETER OF BORING (in): 3" CASING SIZE: N/A Q Proposed Pagliacci Restaurant Appendix 102nd Place West and Edmonds Way KLEINFELDER Edmonds, Washington A _ S n GEOTECHIVI� AND MATERIALS ENVIRONMENTAL IINGENGINEERS BORING LOG PAGE 1 of 1 PROJECT NUMBER: 42054 M-5 IFS'■ KLEINFELDER 0 :0- Sunrise Development Site North Across 102°d Place West a N, Ec. C.S. ,m_ ON - 2938b•FY d - G8 � �\ \ +r ' \ ♦ + \ V-----__ - -- • -- a RON PT \ \\ �\ • • - --- CAP NOV I \` ��\ \\ \ �+tr \ ♦ ♦ \ .� \ \ \ \ ♦ • ♦ \ \ COMM rN CATCH Ms \ \ \ ♦ \ \ \ \ \ / \ \ y FOUND EX . - OFFSET RD ♦\ \\ \ �` \ x WH CAP N C. \ \ \ \ t .—� — �sB \ i r \ \ \\ \\ �_ \, \ \ \ \ • \ \\ \ \\ \ \ ♦\ \\ LEGEND GB-1 Boring number and approximate location Reference: Preliminary Site Plan. Prepared by Lovell Sauerland and Associates. Inc.. Dated August 15. 2000 KLEINFELDER Project: 60-2100-01 August. 2000 0L V= Pp CTDI CHIP K" IBM 4 W2V TL 1 42, �, ()V 0 40 80 APPROXIMATE DRAWING SCALE: 1'= 40' Site Plan Edmonds Way and 102nd PL West Edmonds, Washington 98020 FIGURE 0 0 SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS F��70 WELL -GRADED GRAVELS, GRAVE - CLEAN �p� G UU SAND MIXTURES, LITTLE OR NO GRAVEL GRAVELS C O o0 mt FINES , , , o 0 POORLY -GRADED GRAVELS, AND GRAVELLY NmE OR NO FINES) oO oQD G P GRAVEL - SAND MIXTURES, LITTLE SOILS C) OR NO FINES GRAVELS WITH 0 �� p G SILTY GRAVELS. GRAVEL - SAND - COARSE GRAINED MORE THAN 50% FINES O u SILT MIXTURES SOILS OFCOARSE FRACTION RETAINED ON NO. APPRECIABLE AMOUN GC CLAYEY GRAVELS, GRAVEL - SAND - 4 SIEVE OF FINES) CLAY MIXTURES SW WELL -GRADED SANDS, GRAVELLY CLEAN SANDS SANDS, LITTLE OR NO FINES SAND :. S P POORLY -GRADED SANDS. ' MORE THAN 50% OF MATERIAL IS AND (LITTLE OR NO FINES) LARGER THAN NO. SANDY GRAVELLY SAND, LITTLE OR NO 200 SIEVE SIZE SOILS FINES SANDS WITH S fVJ SILTY SANDS, SAND -SILT MORE THAN 50% MIXTURES OF COARSE FINES FRACTION PASSING ON NO. 4 APPRECIABLE AMOUNT SC CLAYEY SANDS, SAND - CLAY SIEVE OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE L SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO SILTS CL MEDIUM PLASTICITY, GRAVELLY AND CLAYS. SANDY CLAYS, SILTY FINE LESS �IDLIMIT N 50 CLAYs, LEAN CLAYS GRAINED CLAYS _ SOILS _ O L ORGANIC SILTS AND ORGANIC __ SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR HI DIATOMACEOUS FINE SAND OR MORE THAN 50% SILTY SOILS OF MATERIAL IS C' CLAYS OF HIGH IINOORGANIC SMALLER THAN NO. 200 SIEVE SIZE SILTS LIQUID LIMIT AND GREATER THAN 50 CLAYS G F I ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS " " "—'' PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS „ ,y NOTE. DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS KLEINFELDER 'a Copovd 19" SOIL CLASSIFICATION LEGEND Project # 60-2100.01 FIGURE A-1 TESTIN .OGRAM US.C.S. LABORA jRY FIELD a o a a WELL/PIEZO v> N• Q w aw p SOIL DESCRIPTION CONSTRUCTION q Q <c . C a O a C43Z 3 o E' d a e n v CA SURFACE: pea -gravel a a �z O 96 0 SAND (SP-SM), brown, dry, medium P/Sdense, fine- to medium -grained, trace silt. 5 -) 10 � 13 I10 6 GB-1-2 becomes dense 1s 21 15 12 X CB-1-3 I becomes very dense y 25 31 . 31 � I ICI : �20 1.5 I, DATE DRILLED: 7-27-00 LOGGED BY: R. Yates ( REVIEWED BY: Jim Schmidt 21 M GB-1-4 I 4: Boring terminated at 20' below ground surface on 7/27/00. Groundwater was not encountered during drilling. Boring was backfilled with bentonite on 7/27/00. SURFACE ELEVATION (feet): N/A DRILLING METHOD: HSA Auger TOTAL DEPTH (feet): 215 DRILLER Gregory Drilling DIAMETER OF BORING (in): N/A CASING SIZE: N/A MKLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING ?ROJECT NUMBER: 60-2100-01 Sunrise Development FIGURE 102nd Pl. West and Edmonds Way, Edmonds, WA A - 2 BORING ]LOG GB-1 PAGE I of I J LAB WELL/PIEZO w w� = CONSTRUCTION C� g E- 3 °2o U j d 0 5- 10 JRYGR MFIELD U.S.C.S. �,r� � p zw w 8 t�� ..1 c <o a a`. p ° rAZ , H o SOIL (DESCRIPTION SAND (SP-Sly, brown, dry, medium ;P/S1V dense, fine- to medium -grained, trace silt. 6 GB-2-1 12 16 3 GB-2-2 becomes moist S 9 s GB-2-3 I becomes dense y 13 20 13 GB-24 becomes very dense 34 28 X DATE DRILLED: 7-27-00 LOGGED BY: R_ Yates REVIEWED BY: Jim Schmidt t- - Boring ternunated at 2 LY below ground surface on 7/27/00. Groundwater was not encountered during drilling. Boring was backfilled with bentonite on 7/27/00. SURFACE ELEVATION (feet): N/A DRILLING METHOD: HSA Auger TOTAL DEPTH (feet): 21.5 DRILLER: Gregory Drilling DIAMETER OF BORING (in): N/A CASING SIZE: N/A M1 IMKLEINFELDER — I GEOTECRMCAL AND ENVIRONMENTAL ENGINEERS SOUS AND MATERIALS TESTING Donm!`T %nt1LTDCD- cn 7/nA n1 Sunrise Development FIGURE 102nd P1. West and Edmonds Way, Edmonds, WA A - 3 BORING (LOG GB-2 PAGE 1 of 1 C C L L c Cj,,DATE RECEIVED / PERMIT EXPIRES CITY OF EDMONDS MIT Nu BER JOoREss r SUITE/APT# �d CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS PLAT NAME/SUBDIVISION NO. LOT NO, LID N. LID FEE $ / C_ (� W MAILING ADDRESS PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TES CPApproved EXISTING PROPOSED RW Permit Requi red Street Use Permit Required inspection Required CITY -- ZIP TELEPHONE I REQUIRED DEDICATION / FT . Sidewalk Required Underground Wiring required NAME METER SIZE LINE SIZE NO, OF FIXTURES PRV REQUIRED 5 () 11 YES NO ❑ C `, ADDRESS REMARKS OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE W 3 h 300 W , r M �. U i i Zf Alm CITY ZIP TELEPHONE NAME CBL# V' , r rr t/r�� C f- J BY Ix ENGINEERING�I E ATE ,/ n ADDRES +� 'i�I IZ ' l�v, N'" �r�/U 2 0, FIR RE tIED BY _ ! DATE i CITY ZIP rVi bN TELEPHONE STATE LICENSE NUMBER EXPIRATIO DATE NU 11 5 L C Y VA .LANCE OR CU ..... SHO LINE OR ADB# t -o� - f INSPECTION ,,,/RE MI ES°o SEPA COMPLETED EXEMPT NO CA# � ill - �I� WAIVER I� ZON SIGN AREA ALLOWED PROPOSED HEIGHT ALLOWED PROPOSED J PROPERTY TAX ACCOUNT PARCEL NO. J STUDY 13 !V 0 5 z5 I NEW ❑ RESIDENTIAL PLUMBING / MECH LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED FRONT SETBACKS (FT.) REAR COMMERCIAL COMPLIANCE OR ALLOWED PROPOSED �� O.11�° FRONT SIDE REAR W, L/R SIDE to/ i ❑ ADDITION ❑ CHANGE OF as Zo' a "� 10 ! "'-" z USE ❑ MIXED USE REMODEL ❑ MULTIFAMILY ❑ SIGN REO'D ARKING PROVIDED LOT AREA PLANNING REVIEWED BY DATE a �/I e� cz- ❑ REPAIR ❑ FENCE REMARKS � CYDS ( X FT.) ❑ DEMOLISH ❑ TANK ❑ OTHER ❑GARAGE RETAINING WALL FIRE CARPORT ❑ ❑ _ ROCKERY FIRE ALARMLER 0 IL (TYPE OF USE, BUSINESS O ACTIVITY EXPLAIN: % )/ 1 TYPE CONSTRUCTION CODE OCCUPANT I\) C v� t GROUP v o� NUMBER OF STORIES NUMBER OF DWELLING UNITS N bv w O SPECIAL INSPE TION CONSULTANT OCCUPANT LOAD,..-" ' - REQUIRED YESF�G. r DESCRIBE WORK TO BE DONE REMARKS rx O NEW 1 /� 1 �+ BOTY:# STRU TUR�A1L DESIGN d // (j 7 ,.�► BY: ITL . �1�lgsit IiJ4 /'E ii G��J.� VALUATION Description FEE Description FEE State Surcharge HEAT SOURCE LOT SLOP % VESTED DATE Building 174 Permit City Surcharge W PLAN CHECK NO ��3 , Plumbing / Base Fee ` Mechanical D 1 . - THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO I t BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC Grading ^ �, i DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE /v) t SEPARATE PERMISSION. Engr. Review w PERMIT APPLICATION: SEE ECDC 19.00.005(A)(5) Engr. Inspection �� IL PERMIT LIMIT: SEE ECDC 19.00.005(A)(6) SEE BACK OF PINK PERMIT FOR MORE INFORMATION e w'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Review ^" Plan Chk. Deposit 7 _j IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF z Fire Inspection EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND I" Receipt # Q ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY = FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. Due / 0 NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' Recording Fee Red'eipt # r I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF ITHE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC• This application is not a permit until signed by the CALL i 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 LA CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKMEN'S COMPENSAfr IN RANCE AND RCW 18:27. OFFICIA S SIGN DATE SIGNAT URI, WNER OR ENT): DATE SIGNED �(425) ' •Q V 1 -0220 'RELEASED / ! BY I DAT ATTENTION EXT. 1333 -- r -�' •r �}��—" IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI- FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 1 IBC110 1 IRC110. O PIN LE •YELLOW -INSPECTOR PINK -OWNER •GOLD •ASSESSOR 10/04 PRESS HARD - YOU ARE MAKING 4 COPIES ' City Of Edmonds Permit No: �3 RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: A. Address or Vicinity of Construction: I O2O epMakiQ S [A_1*1�1 B. Type of Work (be specific): WTI-1:) 4-5 ON S (".6 9O L fJa rn 1 C. Contractor`y�i0V10-ti-E7't. t4"'_ f _S-f�t j�cG/(/��C� /2,,. Fontact: E Mailing Address: / (' / A/5/0/l/Phonel: 7jr'372 �p1-v State License #: le Ov ZS-7 4 /V 0 Liability Insurance/0"-OOBond: $ 12, 0-D-0 City Business License #: 31-7 D. Building Permit # (if applicable): 2X5__ 0575 Side Sewer Permit # (if applicable):.. E. Commercial ❑ Subdivision ❑ City Project ❑ EUC,(PUD, VERIZON PSE, COMCAST, OVWSD) ❑ Multi -Family p ❑ Single FamilyL ❑ Other INSPECTOR: M <<Cnl ntU Z AV16 10S F. PAVEMENT CUT: ❑ YES ❑ NO G. SIZE OF CUT X CONCRETE CUT: ❑ YES ❑ NO G. ❑ Mail Approved Permit ❑ Call for Pickup APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands by his/her signature to this application he/she holds the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or anv of its departments or employees, including but not limited to the defense of anv legal proceedings including defense costs and attorney its by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. ♦ Traffic control and public safety shall be in accordance with City regulations as required by the City, Engineer. Every 1.11 flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying 'coi4, tenon of the required training in their possession. l t 7 ♦ Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City - approved material prior to the end of the workday - NO EXCEPTIONS. ♦ Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINK COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS Signature: r✓� or Agent) REQUIRED INSPECTIONS: T Date: -7 -1 L - 0 5 Call 425-771-0220, Ext. 1326 for a 24-hour voice -recorded inspection request line. FINAL APPROVAL OF PERMITTED WORK: DATE: spector's Signature CADocuments and Settings\CurtisNy Documents\Fonts\Engnrng\ROWpermit_ doc Revised 10/01/03 —WNPL I_ - r�. — ,. .1-1 �.d .,_I ... ,.. >d Itl LA V Z EE l) uj 4 rL 7� I `y 01 p o--r >p 'b..r Z ;D 09 con ® iG i Ca CPaTE-295.30 w 'L- 291i 15V2'RCP,NE) CB F.242 6.'I ]•CMP. W1 IF=292-GS«I +•r2'CJAP - •( Icb (-29. gq 9.J+E; - + /' �ae'E=294." Jf` 2•RCA,SW) OT ' �F-2E2 20136,Rc 4iL, ss.H-295.a0 +. 58i7J A�•f ---45. ]I _--C---rr�'. _ ! !� „i _� IE":89 70(12 PCP SE) L=2FA9 AD!I:iPC°Cf. W ) /- �. _- .. ..- J .\ . 6••f'rir•CUC2 RI°y -: `F8956;IC'P.CI _ 'C. cs ., °rC=.`95 A'. re11 SHER ELL. AncN=No 1• • .uy l . p., a f; •5 :CWCP.EiE `4AND � - AS-0.U9P '.I • ASP., eil T:, 4 rJ \ A PUII DIN( FT jOLI A' Bl'ILCr;tJI: ' AN, t -- . Rr MOVr I ON, PC W e`Y S5. —_. REMOVE IJNE $IrR' a• r: gR r. g\ �Ia( �• ,.a' r'F1i n EXISTING / DEMOLITION SITE PLAN 3 Scale* T . 20•_0• -- -- -- -- - - -- NEW LANOSCAF'W. - MPr. RIDGE ELE.V=_325.20' ACTUAL PIDCE ELLV 325.16' 312.40' LEGAL DESCRIPTION 'w' iONCPET, *All PARCEL A: �:J h 'RP d Gu t;ra i''=1 �� •\ THAT PORTION OF TRACT A, BLOCK. 2. DIVISION NO 2 OF WESTGATE PARK, CLKJCr _ 4 °r li r,IPy (ter \r"Pg Pwr-, in: a ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, A: JNC ?UI W4L.1 1\ PAGES 40 AND 41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, ,•1,`' �i0ti' DESCRIBED AS FOLLOWS' 'R ON:;f `U:�i`IJp.�NL:JJ f.;''_ •"'' BEGINNING AT THE SOUTHEAST CORNER, i -LP;E _. DATUM POINT. THENCE NORTHWESTERLY ALONG THE EASTERLY LINE 87.15 FEET TO THE CB GRATE 294 62 I �!' I A. �• �� hft /9 NORTHEAST CORNER. THENCE WESTERLY ALONG THE NORTHERLY 129.77 FEET, . /'/ tf%4041 LINE 7- _ �:. IM06��63D�j �11�3•D� THENCE SOUTHEASTERLY 10 A POINT ON THE SOUTH LINE 120 FEET WESTERLY THENCE are- / OF THE SOUTHEAST CORNER: '� ,. -;RE, .aMP tm[ ; %1 t - '•` v0440(a Cam, •' L),4#G -fg,,$Q pKW THENCE NORTHEASTERLY ALONG THE SOUTH LINE 120 FEET TO THE SOUTHEAST CORNER AND THE POINT OF BEGINNING, v ' •�' s Q EXCEPT THE PORTION CONVEYED TO THE STATE OF WASHINGTON FOR HIGHWAY _ •/cam ,. _ CV46 PAMP '.r' )) '•. ` RA .. •-� i '----�, _' C•Ii IINC P•+(+J:^P(.y.` �\' PURPOSES BY DEED RECORDED UNDER AUDITOR'S FILE NO 2176892 •Z. PARCEL B. (' „�r,H vAmr I)aI'.— 11 .4 _ u.,, I R;f=.__.—'--'_ll ,� ;-� DPI VE WA, A(.E'.S a �-` �•r ' ^- I L \ ... THAT PORTION OF VACATED 102ND PL S.W. LYING NORTHERLY AND EASTERLY f• '•c -� LArr•:C4P•J _ zT III \ —'JEw CURB d GUIF4' 0 OF THE WEST LINE OF PARCEL A EXTENDED, AS VACATED UNDER VOLUME 54 s- L` `. ` �•— iPJEwA! RA^iUS ly I�t OF COMMISSIONER'S RECORDS. PAGES 140 AND 141. RECORDS OF SNOHOMISH a' �• 1 4rIPE CIE, I' ' L,Rb %F rB4A RC n %; I.' N .ill_ \ \ �', e, COUNNTT Y, WASHINGTON. X / A.rC� lr+'•.P�S �� L-' -v, PanJIEP /i�i'r l�n./ 6• l�.�l% t. r e r _ vnPF ::PIrC Zone Corner `• s ,}°Af ,�' \ et ks RegWfed .�Sj \/ ` G •{. rURe d NA�JC EA:!I!P r 1 i�i � -ARE r:C PF!NU f, l Ct J CVPB I \ e �.'�j ', -. [.TR„NE '.ANDS. C � B iyANI, �,�.' , .` -- `\ice 1 L \� `)�.. 'II �' HI(',ri mAiIC "A" W-T C), / LPL) L 1�Z-Aen l�r DP,;AT A, ACCiir / Wes C/i D,l I 12 d, Other STOP 9gt2- 1.-- 'Heiaht ! •y:'.r- -�� ` � r �,A IG� gaEJrJ : -_✓ L ' _ _��:----'—� �� Cud Kam- _. , .. _ �� , ��` ` �` r� - �•_ . f nNC4Fi _ SLAP (, • > _ " r` r - R' (: k, `'.RP kit.,RAI - M•.. wALA: 1 PNi�F� h�1�il 1 _.�� .: UPM uD -- - 5 CU°b WAu.--! 1 YAP. Ni. L: SF(upr: �4 —91 aD� ` / BAR R Fr' .o ,� / CES lUM!'J P'PC I �C'Q,'I:1P I - :4NUSr. Ai' E.: ,t / / , ^ .\\� -�_�- .y: PCMIVM C:II .O{f• _ 'I I G. � AREA e �• � f'J\'f' �\. 'v � " s06T-I,u 50N CJN :o alARr `• _,.•- /' \ III 11, .. - - ` i' _ �t i. AND,(AvED .. .� .PRE(, AST CEwrK R CURB _•`t o _ . SS ,;aJr HEIGHT CALCS .1 II AIlk = a304.00 A/ , �._.� <-: '._1� E -.. 1 LI- r'yER:,I,I '•PnFIE - 300._'0' 29i�; `•rJ 411" O°cM�O'>ED lf+f 4�L - POCf llrJt 1 NIi R(ER'Cw / 3 rC.. PPVC MCNr AVE GRADE = 300.20 T -1 - - --- r ACTUAL = 32516' -wy '»30080+ ANDS:APFD ..:;yur SITE SECTION A A MAXIMUM = 325.20 •' - _ -- -- - - i �� IANDSf aurr)- - 4A(:, AirLP ( Scale: 1' 10'-0' — ..-- -- I _ P 2 I y.' 11. A,LI.CiA P17/AA A na'>1.AN1 Se `r 111 <. r; ` `fi.��\ ;r� Iv sw• / UNfaUSC4Pt Dr- ri Is �� -Cr r- �T(`)FI — AD= `.`,rJA l I I C)NL'i `�� T� �zr. LIGHT �CHEOUIE i 9 �i (PEEP W'A(-5 0 02 T) J .4NUx4Pu: ti Y P• .11041 1 E = WALL LUMINAIRE: /� hRCA \ — - CF420r/E/835- v L = POLE LUMINAIAE O WALE. c "LITHONIA". KSF1, /_ LTC]N7_ ; Z. _ __..IRArJyORMEF' ✓4U {{ � I! E1 250M (250w, METAL (1'YP:. — 8 HALIDE) N/ - MAI COMBINE •A" AND "B' SIGNS AT THE 'A" LOCATION, IF THERE PAVNG IS A SIGN SPACING PROBLEM I /� A :3UILDING DEPARTMEN''� � 11 130400 _ - �` rl?b OF F_DNK)NnP ., _.-.,-... -®11 JS TRUE NORTH ADA PARKING SIGNAGE - TRAFFIC SIGNS SITE PLAN 5 10 20 Scale: //2' mot'-0' No SITE _ -- _ I 1 Scale-. 1' 10'-0' - - �- iC)P, i �74,�_ /\J J CD ��QU W�I•� —Uv two W g CC �HD00 � ~�T-VE LIQ�LLJ rli�J1Q QU)QZ Lo as r F m 4 ioF- :ti w u t :D v7 d z w N�OFn ,�j745 PEosrrxED \/ ARoatrcr x K. 9WG STAT Or WA911NCTPJ S�DE� P LANDSCAPING 45.71, (BY OTHERS) SCALE:1 " = 20 FT. Any request for modification, variance or other administrative deviation (hereinafter "variance") must be specifically called out and identified. Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. 0001®0mo obtgn ElectdcW Nrudt &0M State Labor & �aa� WIRI 1ALINICGr71;i1 OWNER APPROVED DATE BL.DG OFFICIAL, pERMB-T RU_ MBER .-ii Th % e _[[ 7 I 4Ow . 6!l�-ITIssil 11101 .APPROVED v`;PLANNING MAP 09?n^ OERMIT COUNTER MOE Trade Marx Sign & Display Corporation 3614 Sixth Avenue. South Seattle WA 98134 206.623.7676 5 206.623.5007 MP01MC 90 GPO 10130 Edmonds Way Job No. TDWI W Project Manager: Bart Haynes Drawn By: MAT Date: 01.23.06 Revisions: 02-02 MS Revisions: 3.3 MS Approved By: Date: This is an original unpublished drawing created by Trade -Marx Sign & Display Corp. It is submitted for your personal use in connection with a proposed project being planoed3wIou by �-radeFMarx. It is not to b reprrodluped,�o{ ,lat photographed; exhibited or used in any fashion witht1t e' expressed written approi�al of Trade -Marx with ands Display Corp. -G'rui70O fn7MV,in1GL`�7�i' 00@1 J OO FUO Gil Page 1 of 3 File Name: Pagliaccil edmondslpermit_submission 3.9-06 OPTION #Z SIGN B NORTH ELEVATION, SCALE: 1 /4" = 1 '- 0' SIDE VIEW OPEN PAN LETTERS City of EdroBds C-"I' Ing D�a-rtment RECEIVED ''ERMI'C COUNTER Trade Marx Sign & Display Corporation 3614 Sixth Avenue. South Seattle WA 98134 206.623.7676 206.623.5007 PAGLIACCI PIZZA 10130 Edmonds Way Job No. 600103 Project Manager: Bart Haynes Drawn By: MAT Date: 01.23-06 Revisions: 02.02 MS Revisions: 3-3 MS Approved By: Date: This is an original unpublished drawing created by Trade -Marx Sign & Display Corp. It is submitted for your personal use 1 in connection with a proposed project being planned for you by Trade -Marx. It is not to be j reproduced, copied photographed, exhibited or used in any fashion without the expressed written approval of Trade -Marx Sign and Display Corp. MONUMENT SIGN OPTION Page 2 of 3 File Name: Pagliacci/ edmonds/permit submission 3.9.06 SON MM COPY ROOF 112" x 4" LAGS ON 36" CENTERS TOTAL OF TEN (10) THRU RACEWAY INTO HEADER SODS w9m LOGO Qw� �( M D , H FRONT VIEYJ 2'-5 5/8" —d SEE SECTION DETAIL BELOW LEFT SERVICE DOOR PAN CHANNEL COPY 1' X 1"X 118" ALUMINUM ANGLE .040 ALUMINUM CHANNEL LETTER 5'RETURNS _ PRIMARY ELECTRICAL SOURCE ISOLATED TO DISCONNECT ;O; IOC SWITCH BSTECH SCREW MIN. 3 PER LETTER 30 MA TRANSFORMER NEONTURE ! CONFORMS TO ARTICLE WO-238 OF 1999 NEC ACRYLIC FACE .040ALUMINUM RACEWAY TUBE SUPPORT- r, 114" DRAIN HOLE i TRIMCAP SCREWED TO -- LETTER 018' O.C. \ 114' DRAIN HOLE 18'-9 1/2" 15'-10 1/2" lr - IC„rl Aa"A Ito -< j.sz 7-4 " Z x 4- T lb 3,20 RACEWAY PAINTED SILVER TO MATCH ROOF TRANSFORMERS CONTAINED IN RACEWAY OPEN FACE PAN CHANNEL LETTERS WITH EXPOSED VEEP GREEN NEON NEW SINGLE FACED INTERNALLY ILLUMINATED WALL DISPLAY Logo will illuminate through face with aluminum construction channel at 3'- 7 1/2" overall height with White acrylic (#015) with translucent vinyl applied first surface using Green (#230-26) and Poppy Red (#230-143). 5" returns painted 186c red with red jewelite.. Internal illumination uses 6500 White neon (12mm/30ma). Fabricate one (1) set of internally illuminated open pan -channel letters to read "PAGLIACCI PIZZA" in 18" character height using the typeface per existing corporate sign standard. Exposed neon illumination using Veep Green neon (12mm/30ma, double stroke as required). Letter fabrication to be all aluminum construction with 3" sidewall depth with fully welded seams and sealant applied at all connection points. Returns are to be painted to match green (#230-26) using an exterior grade two-part polyurethane finish. Installation of the above described sign onto customer storefront with electrical wiring to be enclosed within full-length exterior raceway (aluminum construction). Raceway to be painted to match the building roof color (metallic silver). u� D @32HI 0ZIPe906Cm PAN CHANNEL COPY 30 MA TRANSFORMER RACEWAY TO POWER ULAPPROVED CPA HOUSINGS I I II NEON TUBE TUBE SUPPORT .080 ALUMINUM FaCHANNEL FR9 MA R PERMIT COUNTER Trade Marx Sign & Display Corporation 3614 Sixth Avenue. South Seattle WA 98134 �fPtia"P 206.623.7676 206.623.5007 pORP.G% 10130 Edmonds Way Job No. W&B @ 3 Project Manager: Bart Haynes Drawn By: MAT Date: 01.23-06 Revisions: 02.02 MS Revisions: 3.3 MS Approved By: Date: This is an original unpublished drawing created by Trade -Marx Sign & Display Corp. It is submitted for your personal use in connection with a proposed project being planned for you by Trade -Marx. It is not to be reproduced, copied photographed, exhibited or used in any fashion without the expressed written approval of Trade -Marx Sign and Display Corp. MOdDO0Ki 3O@M Oo ° 400o 10 Page 3 of 3 File Name: Pagliaccil edmondslpermit_submission 3.9-06 pot,WV5 ltz(v ebmm,05 W) STREET FILE RECEIVED MAR 0 9 2006 PERMIT COUNTER Any request for modification, variance or other administrative deviation (hereinafter "'variance") mdk- be specifically called out and identified. Ap}iroval of any plat or plan containing provisions which' do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. 0 S\OE4P1 LANDSCAPING 45.7t (8Y OTHERS) SIGN v �o yo f4k IVA WALL SIGN ' PERMITTED & INSTALLED PLOT PLAN SCALE:1 " = 30 FT. 2003 EDITION IBC AG �i /�U -------------------------------------------------------------------------------------------- . .. . -- PLOT PLAN DETAIL - SCALE: 1 " = 10 FT. ��---- r ' • — ERLINE � UTILITY E ENT...... —o --------------------------------- IF 10 Al S\''Uvoo'\Y� NEW LANDSCAPING _ —PROPERTY LINE 45'-10 ...........t.— FOOTING 24'-2" ry ................................... MONUMENT SIGN MAY 10 2006 �'. $ CLOEDING FEEDDMOONDS Zone_ et cks Front Sides Rear Other Height ______ Corner Flag Regidred Act _ NEW I-AND$L'Aplfti�'— ----------------------------------------- -I-7-1 F, ��• _, �,, 'JT • WA -- APPROVED DATE BLDG OFFICIAL RECEIVE® APR 2 6 2006 BUILDING DEPARTMENT CITY OF EDMONDS Trade Marx Sign & Display Corporation 3614 Sixth Avenue. South Seattle WA 98134 �e�P6o 206.623.7676 3- 206.623.5007 PAGLIACCI PIZZA 10130 Edmonds Way Job No. 600103 Project Manager: Bart Haynes Drawn By: MAT Date: 01-23-06 Revisions: 02.02 MS Revisions: 4.25 MS Approved By: Date: This is an original unpublished drawing created by Trade -Marx Sign & Display Corp. It is submitted for your personal use in connection with a proposed project being planned for you by Trade -Marx. It is not to be reproduced, copied photographed, exhibited or used in any fashion without the expressed written approval of Trade -Marx Sign and Display Corp. MONUMENT SIGN Page 1 of 4 File Name: Pagliaccil edmondsjsign package SIDE, FACING PARKING LOT ELEVATION, SCALE: 1/2" = 11- 0" "R" 1.321 x 0.649 = 0.86 SQ. FT. ------------ Ir 0.209 x 0.719 = 0. 15 SQ. FT. e e e _e 2.063 x 2.422 = 5.00 SQ. FT. e , e � e � e , e , e , e , e , e , 1.792 x 0.949 = 1.70 SQ. FT. --------------- e � e , --------------° .833 x .833 = .694 SQ. FT. e , e � , e , e ° P � e =-----J o , � e APR 2 6 2006 BUILDING DEPARTMENT CITY OF EDMONDS PAGLIACCI LETTERS - (.694 x 9) = 6.25 SQUARE FEET PAGLIACCI FULL COLOR BLADE- 6.01 SQUARE FEET DELIVERS BLADE - 1.70 SQUARE FEET ----------------------------------------------------ti ----------------------- ----------------- - TOTAL SIGN AREA - 13.96 SOFT ----------- Trade Marx Sign & Display Corporation 3614 Sixth Avenue. South Seattle WA 98134 �lP6o„� 206.623.7676 .- 206.623.5007 PAGLIACCI PIZZA 10130 Edmonds Way Job No. 600103 Project Manager: Bart Haynes Drawn By: MAT Date: 02.15-06 Revisions: 3.1 MS Revisions: 4.25 MS Approved By: Date: This is an original unpublished drawing created by Trade -Marx Sign & Display Corp. It is submitted for your personal use in connection with a proposed project being planned for you by Trade -Marx. It is not to be reproduced, copied photographed, exhibited or used in any fashion without the expressed written approval of Trade -Marx Sign and Display Corp. MONUMENT SIGN Page 2 of 4 File Name: Pagliaccil edmondslsign package 14'-0 " SaoRo ROURMo SCALE: 1/2" =1'- 0" FACING PARKING LOT 3'-101/4" 1-1/2" 9" 10" �� 2'-3 1 /4" STREET 4'-0 " 10" CABINETS '"�� ' ��a FAGLIACCI DELIVERS � : 45�3-1717 I BASE COVER 1 4'-101/4 " j— 4'-0 " DOUBLE FACED INTERNALLY ILLUMINATED CABINETS USE 1 " RETAINERS - FABRICATED ALUMINUM PAINTED PMS #186 RED & WHITE (TO INTEGRATE WITH FACE GRAPHICS) FACE - 3/16" WHITE LEXAN, WITH 3M TRANSLUCENT VINYLS #230-143 "POPPY RED" & #230-26 GREEN COPY - REVERSED OUT OF BKGD. (WHITE) ILLUMINATION - HIGH OUT -PUT FLUORESCENT LAMPS MOUNTING -TWO 1 1/2" DIA. STEEL PIPES WELDED TO 6" SQ. TUBE AND WELDED TO STEEL ANGLE CRADLE IN SIGN CABINET, PAINTED (TO MATCH BLDG. ROOF) NEON BORDER - 2 TUBES CLEAR RED NEON 15mm 30 mA TO HIGHLIGHT UPPER CABINET MOUNTING DETAILS DACE PAGE FOUR 6" x 6" (1 /4" WALL) STEEL SQUARE TUBE .090" ALUM. PYLON COVER INAM SE70 a wow GRADE 2'-21 /4" 5-3/4" 11= 1'-1 1/2" 7"� FOUR (4) 1 " DIA. "J" BOLTS .......... 18" EMBED. =� '- ------ M N — CONCRETE FOOTING 4' x 4' x 2' 1 CUBIC YD. REQUIRED o� 0 a j Ov Z — #5 REBAR, FIVE BARS EACH WAY, TOP & BOTTO 0 a d O g NINE DOUBLE FACED CABINETS ALUMINUM EXTRUSION CABINET, PAINTED SILVER TO MATCH BLDG. ROOF (COLOR "TBD") FACES - 1/8 " ALUMINUM WITH A 1 /4" PERT ON 3/8" STAGGERED CENTERS COPY OPEN PAN CHANNEL LETTERS WITH CLEAR LEXAN FACES AND 1-1/2" RETURNS PAINTED INSIDE & OUT PMS 349C GREEN USE 2 TUBES "VEEP GREEN" 12mm 30 mA MOUNTED FLUSH TO FACE MOUNTING WO 1 1/2" DIA. STEEL PIPES WELDED TO 6" SQ. TUBE AND WELDED TO STEELANGLE CRADLE IN SIGN CABINET PAINTED (TO MATCH BLDG. ROOF) 1-1/2" STEEL SQUARE TUBES WELDED TO 6" PIPE �� MAY 10 2006 BLALDING DEPARTMENT CRY OF EDMONDS Trade Marx Sign & Display Corporation 3614 Sixth Avenue. South Seattle WA 98134 �alP6a� 206.623.7676 ��. 206.623.5007 P02zM% 10130 Edmonds Way Job No. 6009 @ 3 Project Manager: Bart Haynes Drawn By: MAT Date: 02.15-06 Revisions: 3.1 MS Revisions: 5-8 MS Approved By: Date: This is an original unpublished drawing created by Trade -Marx Sign & Display Corp. It is submitted for your personal use in connection with a proposed project being planned for you by Trade -Marx. It is not to be reproduced, copied photographed, exhibited or used in any fashion without the expressed written approval of Trade -Marx Sign and Display Corp. GMOM�1 KEM 00M Page 3 of 4 File Name: Pagliacci/ edmonds/sign package MOUNTING DETAILS 1/4" GRADE PLAN VIEW] SCALE; 1-1/2" = 1'- 0" BASE PLATE 1'-6 " 2-1/2" N N FRONT, SCALE; 1-1/2" =1'- 0" 4 I ¢ III � G III ¢ � • 4'- 0" (NTS) — 1 " THICK STEEL BASE PLATE 1 " THICK STEEL GUSSET 6" STEEL SQUARE TUBE HOLE FOR 1 "DIA. "1" BOLT 6" STEEL SQUARE TUBE 1 " THICK STEEL GUSSET 1 " THICK STEEL BASE PLATE 1 "DIA. "1" BOLT IIII=IIII =1111- '� • 0 4 IIII FRONT DETAIL (NOT TO SCALE) TYPICAL GUSSET QUANTITY: FOUR (4) 1 " THICK STEEL PLATE FRONT DETAIL TYPICAL "1" BOLT QUANTITY: FOUR (4) RECEIVED APR 2 6 2006 BUILDING DEPAR T MF CITY OF EDMONDS Trade Marx Sign & Display Corporation 3614 Sixth Avenue. South Seattle WA 98134 206.623.7676 J . 206.623.5007 PAGLIACCI PIZZA 10130 Edmonds Way Job No. 600103 Project Manager: Bart Haynes Drawn By: MAT Date: 02-15-06 Revisions: 3.1 MS Revisions: 4.25 MS Approved By: Date: This is an original unpublished drawing created by Trade -Marx Sign & Display Corp. It is submitted for your personal use in connection with a proposed project being planned for you by Trade -Marx. It is not to be reproduced, copied photographed, exhibited or used in any fashion without the expressed written approval of Trade -Marx Sign and Display Corp. MONUMENT SIGN Page 4 of 4 File Name: Pagliaccil edmondslsign package RESUB MAY 10 2006 B o� ED E 0& - /77 oio bomlvz q WMqW/�wTs7,�i✓ CITY COPY RECEIVED APR 2 6 2006 BUILDING DEPARTMENT CITY OF EDMONDS rz sT t III MY 1111 11 ABBREVIATIONS # NUMBER HT HEIGHT @ AT INFO INFORMATION AB ANCHOR BOLT INSUL INSULATION ADJ ADJUSTABLE INT INTERIOR AFF ABOVE FINISH FLOOR LWR LOWER ALT ALTERNATE MAX MAXIMUM ARCH'L ARCHITECTURAL MFR MANUFACTURER BTWN BETWEEN MTL METAL BLDG BUILDING MIN MINIMUM BLKG BLOCKING (N) NEW BM BEAM NIC NOT IN CONTRACT BOT BOTTOM NTS NOT TO SCALE BSBL BUILDING SETBACK LINE 0/ OVER CL CENTERLINE OC ON CENTER CTRD CENTERED OSCI OWNER SUPPLIED, CLG CEILING CONTRACTOR INSTALLED CLR CLEAR PL PLATE COL COLUMN PLY PLYWOOD CONIC CONCRETE PT PRESSURE TREATED CONN CONNECT/CONNECTION PTD PAINTED CONST CONSTRUCTION R RADIUS CONT CONTINUOUS, REINF REINFORCEMENT CPT CARPET READ REQUIRED DBL DOUBLE RM ROOM DTL DETAIL RO ROUGH OPENING DIA DIAMETER SC SOLID CORE DIM DIMENSION SF SQUARE FEET DN DOWN SHTG SHEATHING DS DOWNSPOUT SOG SLAB ON GRADE (E) EXISTING SQ SQUARE EA EACH STL STEEL ELEC ELECTRICAL STRUCT STRUCTURAL EL/ELEV ELEVATION SUBFLR SUBFLOOR EQ EQUAL SW SHEARWALL EW EACH WAY TBD TO BE DETERMINED EXIST EXISTING TO TOP OF EXIST'G EXISTING TYP TYPICAL EXT EXTERIOR UPR UPPER FC FACE VB VAPOR BARRIER FDN FOUNDATION UON/UNO UNLESS OTHERWISE NOTED FIN FINISH VERT FLR FLOOR VG VERTICAL GRAIN FRMG FRAMING VIF VERIFY IN FIELD FTG FOOTING W/ WITH GEN GENERAL WD WOOD GALV GALVANIZED W WIDE GFI GROUND FAULT INTERRUPTOR WWF WELDED WIRE FABRIC GLB GLU—LAM BEAM GWB GYPSUM WALL BOARD HDR HEADER HORIZ HORIZONTAL GENERAL NOTES 1. ALL WORK TO COMPLY WITH CURRENT EDITION OF THE 'INTERNATIONAL BUILDING CODE" WITH EDMONDS AMENDMENTS. 2. ALL APPLICABLE CODES, ORDINANCES AND MINIMUM STRUCTURAL REQUIREMENTS TAKE PRECEDENCE OVER ALL DRAWINGS, NOTES AND SPECIFICATIONS. 3. CONTRACTOR MUST CONTACT ARCHITECT IMMEDIATELY FOR ANY DISCREPANCIES IN CONTRACT DOCUMENTS OR EXISTING CONDITIONS PRIOR TO PROCEEDING WITH WORK. 4. CONTRACTOR MUST CONTACT. ARCHITECT IMMEDIATELY FOR ANY DISCREPANCIES BETWEEN CONTRACT DOCUMENTS AND APPLICABLE CODES PRIOR TO PROCEEDING WITH WORK. 5. CONTRACTOR TO VERIFY ALL DIMENSIONS, GRADES AND EXISTING CONDITIONS BEFORE PROCEEDING WITH WORK. 6. CONTRACTOR SHALL VISIT THE SITE AND FAMILIARIZE HIMSELF/HERSELF WITH ALL ASPECTS OF THE WORK PRIOR TO CONTRACTING WITH THE OWNER TO PERFORM THE WORK. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL NECESSARY PERMITS FOR THE WORK. 8. GUARANTEE ON ALL MATERIALS AND WORKMANSHIP TO BE (1) YEAR FROM DATE OF COMPLETION UNLESS NOTED OTHERWISE IN CONTRACT. 9. REPETITIVE FEATURES MAY BE DRAWN ONLY ONCE, BUT SHALL BE PROVIDED AS IF DRAWN IN FULL 10. DO NOT SCALE DRAWINGS JOB SITE SAFETY 1. THE ARCHITECT HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND OR CONSTRUCTION REVIEW SERVICES RELATING TO THE CONTRACTOR'S SAFETY PRECAUTIONS. 2. BY PERFORMING PERIODIC SITE VISITS THE ARCHITECT SHALL NOT BE CONSTRUED AS SUPERVISION OR ACTUAL CONSTRUCTION SAFETY PRECAUTIONS, 3. THE ARCHITECT IS NOT RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR OR THE CONTRACTOR'S EMPLOYEES OR EMPLOYEES OF SUPPLIERS OR SUBCONTRACTORS, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL OR OCCUPANCY BY ANY PERSON. SYMBOLS NORTH ARROW 1 SECTION DETAIL A7.1 0WINEIR/CON T MOT0,9 IS I?LSPOI ISIBILE F0F1 EROSION CON —I -PM AND DI AINAGE APPROVED AS NOTED 8Y E lGINI ��ING or Shc�& V1,09 Y`24,kV 1 C k 6't c ' w VGh i 4.QS -�Y�rvt -PWLk a. ( 02"A -? L, W PROJECT DATA PROJECT DESCRIPTION: INSTALL A NEW MONUMENT SIGN AT EXIST'G RESTAURANT PROJECT ADDRESS: 10130 EDMONDS WAY EDVIONDS, WA PROJECT CONTACTS ARCHITECT: CONTRACTOR FLDISAND STUDIO WILCOX CONSTRUCTION 19�1 FIRST AVE. SOUTH SUITE 2E 234 5TH AVE S. SEATTLE, WA 98134 EDMONDS, WA 98020 PI ONE: 206.634.0136 PHONE: 425.774.4185 FAX: 206.223.1351 FAX: 425.774.4187 CONTACT: RICHARD FLOISAND CONTRACTOR # WILCOC*19400 CONTACT:TRENT HOLOBAUGH OWNER PAGLIACCI PIZZA 423 EAST PIKE ST, SEATTLE, WA 981PP PHONE: 206.650.6339 FAX: 206.652.0808 CONTACT: MATT GALVIN d- -�v� X07) °°°■ ■■■■■°®° P� ® TO REMAIN NDSCgPING ■ ■ ® 20'-6" ■ LOCATION OF SIGN loan ®� ■ Z r ■ LANDSCAPING TO BE TWICE T THE AREA OF THE SIGN (36 SF) �c�,' ■ NEW 18 SF (25 SF MAX) i \ j MONUMENT SIGN ° \ manna C \ \ EXIST'G PARKING LOT � O DRAWING INDEX AO.1 A1.0 "Nc4hing In this Pevmk &Ppn3ml pros shaly bo interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming or unpermitted building, structure or site condition which is outside the scope of the permit application, regardless of whether such building, structure or condition is shown on the site plan or drawing. Such building, structure or condition may be the subject of a separate enforcement action" ALLOWED SIGNAGE ARE EXISTING BUILDING FACADE 56-6" LF, 56-6" SF SIGNAGE EXISTING WALL SIGN #1: 32 SF NEW MONUMENT SIGN #2: 18 SF TOTAL 50 SF % \\ UyF \ O EKST'G 32 SF \\ WALL SIGN PER \ PERMIT #2006-0211 \7 ib. v \\ EXISTG BUILDING ` \ i \ \ ROOF ABOVE \ PROPERTY LINE APPRt VE[.1 RC • I, PERIMIMMUMBEIR J i ..i 1941 1 st avenue south, 2e seattle, wa 98134 ph 206.634.0136 fax 206.223.1351 PROJECT OWNER PAGLIACCI PIZZA CONTACT: MATT GALVIN 423 EAST PIKE STREET SEATTLE, WA 98122 PH 2O6.652,0877 STRUCTURAL ENGINEER GIRAF DESIGN 812 5TH AVE N, #411 SEATTLE, WA 98109 PHONE: 206,621,0060 FAX: 206.621.0061 CONTACT: NIC ROSSOUW CONTRACTOR WILCOX CONSTRUCTION 234 5TH AVE S. EDMONDS, WA 98020 PHONE: 425.774.4185 FAX: 425.774.4187 CONTACT:TRENT HOLOBAUGH VAGLIACCI PIZZA - DMONDS' SIGN 10130 EDMONDS WAY EDMONDS, WA 8417 REGISTERED ARCHITECT � S FfLOISAND AICHARD STATE OF WASHINGTON ISSUE DATE SIGN PERMIT 05.02.11 PLOT PLAN & GENERAL NOTES CI PLOT PLAN 1/16" = 1'-0" RECERVED J�JAY 0 6 2011 DEVELOPMENTTESRERVICES MEDIUM BEAM, COOL WHITE LUMENPOWER STANDARD 2.1 LINEAR TYPE FIXTURE FEATURES • POWER REQUIREMENT: 24VDC V LENGTH v LOCATION MOUNT • LUMENS:207 Imlft (6791m/m) (EtJTHi: THE LENGTH IN INCHES. •BEAM ANGLE: 60° EXAMPLE: ENTER 12 FOR Al2-INCH •POWER CONSUMPTION: FJxruRF) - 6 IN., 2.8 WATTS PER FIXTURE -12 IN., 5.6 WATTS PER FIXTURE LW - LUMPWR - M - CW - - - - 24 IN., 11.3 WATTS PER FIXTURE ❑ 6 INS 012 INS ❑ INT =INTERIOR ❑ FM =FIXED - 48 IN., 22.6 WATTS PER FIXTURE (15omm) (300mm) ❑ E)(T=EXTERIOR ❑ AM =ADJUSTABLE •LISTINGS: UL (2108) ❑ 24 INS 048 INS •ENVIRONMENTS: MODELS AVAILABLE (600mm) (izoomm) FOR DRY LOCATIONS OR WET •NOMwPL DIMENSIONS LISTED. GEE DRAWINGS BELOW FOR LOCATIONS (IP65). NOT FOR USE ACTUAL DIMENSIONS. AS A SUBMERSIBLE LIGHT SOURCE. PROPER DRAINAGE REQUIRED. • LENS: SOFT FOCUSED CLEAR GLASS • HOUSING: CLEAR ANODIZED ALUMINUM (DRY LOCATION) OR BLACK ANODIZED ALUMINUM (WET -, LOCATION); DO NOT PAINT •CABLE ATTACHMENT. CABLES EXIT � I � ENDS OF FIXTURE ON SAME SIDE I Iwp IV h��ta�yk,� •CONNECTORS: LOCKING, WATER- tt TIGHT (IP 65) CONNECTORS • MOUNTING: SELECT FROM A FIXED MOUNT BRACKET OR ADJUSTABLE •z:,; AND LOCKABLE 180-DEGREE HINGE • LED COLOR: 3925K+/- 225K • TEMPERATURE RANGE: -13° TO 158°F (-25° TO 70°C) €' •LUMEN MAINTENANCE (L70): LED LIFETIMES ARE AFFECTED BY AMBIENT OPERATING TEMPERATURES AND OTHER FACTORS. CONSULT LIGHTWILD FOR (EXTERIOR LOCATION MODEL PICTURED) DETAILS. DIMENSIONS(DOWNLOAD CAD -BASED DIMENSIONAL DRAWINGS AND PHOTOMETRIC DATAAT WWW.IIGHTWILD.COM) CONTROL SERIES A CONTROL UNITS • POWER ON/OFF CONTROL 47y" [1200mm] SERIES 8 CONTROL UNITS • POWER+ DIMMING BY LIGHTWILD 238" [600mm] ' 1116" [300mm] 58" [150mm] LENS Q@ •POWER +DIMMING BY OTHERS (0-10V OR DMX) Q$ •DMX SHOW CONTROL BY OTHERS DMX � L 14 AT W I L D �� 031711-1 READY) __ENDCONTROL UNIT 1/2" THICK PTD STL SUPPORT 3"x 2"x 3/8" SQUARE PTD STL TUBE — CONTINUOUS LIGHT STRIP BEYOND EXISTING & FINISH GRADE LIGHT SPECIFICATIONS SIGNAREA (PER CHANNEL LETTER) "P" = 1.44 SF x (2) 2-88 SF "A" = 1.56 SF x (3) 4.68 SF "G" = 1.57 sf x (1) 1.57 SF "L" _ .96 SF x (1) .96 SF "1" _ .85 SF x (3) 2-55 SF "C" = 1.11 SF x (2) 2-22 SF "Z" = 1.36 SF x (2) 2.72 SF TOTAL 17.58 SF SIGN AREA CALC'S T _I J CONTINUOUS LED EXTERIOR LIGHT, LIGHT SOURCE NOT TO BE DIRECTLY EXPOSED TO ANY PUBLIC STREET OR ADJACENT PROPERTY; SEE SPEC SHEET DETAIL 4/A1,0 CO #4 TOP BOARD —FORMED CONCRETE PATTERN ON FRONT SIDE — #4 x J VERT @ 12" OC CNTR'D IN 4" STEM EXISTING GRADE � #4 @ 24" OC TOP (3) #4 HORIZ EA - FACE OF WALL (5) #4, BOT ��5 �IOiid it`s PLR N �Ca 44" • 4" 41' Q I 4 I . I � � I 4 4.1 't-A I.,, .0 4" a.a 5" Iglegtrlcal pe from Industries SIDE & BACK OF CHANNEL LETTERS TO BE PTD WHITE TIG WELD & GRIND, TYP OPEN FRONT PTD STL CHANNEL LETTERr: (1) PTD STL GUSSET PER LETTER 3/8" THICK PTD STL LETTER BASE W/ (2) 1/2" SS MACHINE BOLTS PER LETTER; WIDTH VARIES PER LETTER TYPE 1/4" FILLET WELD, TYP 1/2" THICK PTD STL SIGN SUPPORT STRUCTURE 4" x 2" x 3/8" SQUARE PTD STL TUBE 1/4 BOTH SIDES 5" TALL CONTINUOUS PTD STL LIGHT SHROUD ATTACHED TO VERTICAL SUPPORT CONC WALL BEYOND 6" x 14" x 1/2" PTD STL PLATE W/ 3/4" ALL —THREAD SS BOLT; EPDXY &EMBED 6"; (2) PER SUPPORT 1/4" BOTH SIDES SLOPE TOP OF CONC TO DRAIN . #4 CONTINUOUS REBAR 4 4 #4 x L VERT @ 12" OC THIS FACE a . CLR a a d ' �4 .a a a FAI 4 'a a 5" 1, 1'-3" L 5" MONUMENT SIGN SECTION 2 3"=1'-0" i -- 1I I d d d d a I I a.. d d d d I p' Q f dQ 4 .d Q. I 1 a d d a Q I I d I--_LJ----------=--=- -------- d ------------U-I----------------------------Q---- ------ ---- - ----a -- -�---------I-_l----- ------ a --=--- a-----d--- a-- 4-1 -1--- 1 a. a---- d .d a d a-----' a a �.--------- l . 4: d Q d p.' d' d -L----Y-e-------------------=--------'-=------------^--------�} -=-ter---------------------------------------------------------e�----------t--------.----------------=--------=---=---.-----a =------------° ----L d a 4 d d---- a 20'-6" A 2 MONUMENT SIGN ELEVATION E� ° ,0'" MAY 0 6 2011 DEVELOPMENT SERVICES COUNTER 1941 1st avenue south, 2e seattle, wa 98134 ph 206.634.0136 fax 206.223.1351 PROJECT OWNER PAGLIACCI PIZZA CONTACT: MATT GALVIN 423 EAST PIKE STREET SEATTLE, WA 98122 PH 2O6.652.0877 STRUCTURAL ENGINEER GIRAF DESIGN 812 5TH AVE N, #411 SEATTLE, WA 98109 PHONE: 206.621.0060 FAX: 206.621.0061 CONTACT: NIC ROSSOUW CONTRACTOR WILCOX CONSTRUCTION 234 5TH AVE S. EDMONDS, WA 98020 PHONE: 425,774.4185 FAX; 425.774,4187 CONTACT: TRENT HOLOBAUGH PAGLIACCI PIZZA - EDMONDS'SIGN 10130 EDMONDS WAY EDMONDS, WA 8417 HesIsrEnEo ARCHITECT NICHARD SFLOISAND STOHINBN ISSUE DATE SIGN PERMIT 05.02.11 i a M O ca W t� W L� o % o d- �o co \j �a PLANT SCHEDULE TREES 5YM. QTY. BOTANIC NAME / COMMON NAME 51ZE HEIGHT / REMARKS CONDITION 7 ACER CIRCINATUM 8-10 FT. MULTI -STEMMED Op VINE MAPLE B 4 B LOW, FULL BRANCHING 6 PYRU5 CALLERYANNA 'CHANTICLEAR 2 TO 2-1/2" CAL 10-12 FT. WELL BRANCHED FLOWERING PEAR B 4 B MATCHED 3 STYRAX JAPONICUS 2 TO 2-1/2" CAL 8-10 FT. STRAIGHT / SINGLE JAPANESE 5NOWBELL B # B WELL BRANCHED EXISTING TREE TO REMAIN SHRUBS 29 ARBUTUS UNEDO 'COMPACTA' 21-24" 5 GAL. COMPACT * BUSHY T COMPACT STRAWBERRY TREE 4'-0" O.C. 16 COTONEA5TER PARNEYI 24-30" 5 GAL. COMPACT t BUSHY PARNEY COTONEA5TER 4'-6" O.C. 64 HELICTOTRICHON SEMPERVIRENS 12-15" 1 GAL. COMPACT f BUSHY BLUE OAT GRASS 2'-6" O.C. 20 HYDRANGEA NACROP14YLLA 'LACECAP' 21-24" 5 GAL. COMPACT t BUSHY X LACECAP HYDRANGEA 4'-6" O.C. 12 MYRICA CALIFORNICA 30-36" 5 GAL. COMPACT t BUSHY PACIFIC WAX MYRTILE V-0" O.C. 22 NANDINA DOMESTICA 'GULF STREAM' 15-18" 2 GAL. COMPACT 4 BUSHY GULF STREAM NANDINA 2'-6" O.C. 27 PENNISETUM ALOPECUROIDE5 12-15" 1 GAL. COMPACT t BUSHY O FOUNTAIN GRASS 2'-6" O.C. 32 PRUNUS LAUROCERA51,15 'OTTO LUYKEN' 15-18" 2 GAL. COMPACT t BUSHY O OTTO LUYKEN LAUREL 2'-6" O.C. 18 5PIRAEA BUMALDA 'ANTHONY WATERER' 15-15" 1 GAL. COMPACT t BUSHY e ANTHONY WATERER 5PIRAEA 3'-3" O.C. 11 THUJA OCCIDENTAL15 'EMERALD GREEN' 5-6 FT. COMPACT t BUSHY ARBORVITAE B 4 B 3'-0" O.C. VIBURNUM DAVIDII 15-18" 1 GAL. COMPACT 4 BUSHY O28 DAVIDS VIBURNUM 3'-0" O.C. GROUNDCOVERS 625 ARCTOSTAPHYLL05 UVA URSI 4" POT MIN. 3 RUNNERS KINNIKINNICK 18" O.C. ® 45 ERICA 'MEDITERRANEAN PINK' (0-8" 1 GAL. COMPACT 4 BUSHY PINK HEATH 21" O.C. r r r l 250 VINCA MINOR 4" POT COMPACT t BUSHY r I i I DWARF PERIWINKLE 2 I" O.C. NOTES 1. ALL NEW PLANTING BEDS SHALL BE WATERED WITH AN AUTOMATIC IRRIGATION SYSTEM PROVIDED BY THE BIDDER/ DESIGN CONTRACTOR. 2. SPECIFIED TOPSOIL 514ALL BE PROVIDED IN ALL PLANTING BEDS TO A DEPTH OF 8". T14I5 SHALL BE ROTOTILLED INTO EXISTING SUBGRADE IN (2) 4" LIFTS. 3. ALL NEW PLANTING BEDS SHALL BE TOP DRESSED WITH A 2" LAYER OF SPECIFIED MULCH. 4. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. SCALE: P = 0-0II 0' 5' 10' 20' Lo O N Lo O 3 i > W N QL � W z Z w � w U Z Z Q w Q Q Q w w C17 � W W c tY 40' iLD11,11G, DETIARITIMEN*l C, O N Q -F-.+ CD�� Q cu o- Z cu ._ cn O O cu Q O � =W O nO W NW O r z J W a- Q U U) 0 Z ©C z Q= n3 2.00 6---0255-1 f"Olatc,"I bw�wilqb, ,nvrinht Masher Shino and Associates. All rights reserved. Not to be reproduced without permission. Original sheet size 24" x 36' CB y� GRATE=295.30 �y IE=290.15(12"RCP,NE) LEGAL DESCRIPTION CB IE=292.6(12"CMP,W) NEW CONCRETE WALK PARCEL A: GRATE=297.04 -�� THAT PORTION OF TRACT A, BLOCK 2, DIVISION NO. 2 OF WESTGATE PARK, / � �� CB & CURB & GUTTER IE=295.04(12"CMP,SW) IE=294.94(12"CMP,E) E 2 0.32(12 RCP,SW) (nP) 4 ACCORDING TO THE PLAT THEREOF RECORDED IN CONCRETE CURB TYP VOLUME 13 OF PLATS, IE=291.22(12 CMP,SE) ( C-504 CURB RAMP, TYPE 4 OT —SD — �\ IE=287.20(36 R ,NW) ssMH ALONG SIDEWALK) PAGES 40 AND 41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, IE=287.20(36"RC , E) 58123,49% RIM=295.40 " 6 a� DESCRIBED AS FOLLOWS: E , - \ IE=289.70(12 RCP,SE) BEGINNING AT THE SOUTHEAST CORNER;. / 45.71 \\ SS ___—O IE=289.60(10"RCP,W) PROVIDE SOLID LOCKING LID C-504 �`� so �� ss lE=28956(10"RCP,E) ON EXISTING CB DATUM POINT: THENCE NORTHWESTERLY ALONG THE EASTERLY LINE 87.15 FEET TO THE ��. Ss— . 6"X6" CONCRETE uR6 CB GRATE = +294.62 M�►'rpj tea, NORTHEAST CORNER; r S ASPHALT `��. �� gr� -�,P-)b,iG� THENCE WESTERLY ALONG THE NORTHERLY LINE 129.77 FEET; SS -y`� SIDEWALK �� \ CB — p o o �� use rx>sst,�c THENCE SOUTHEASTERLY TO A POINT ON THE SOUTH LINE 120 FEET WESTERLY TEMPORARY BENCH MARK >, \ GRATE-295.45 �^'��. v / �o PK NAIL WITH WASHER .� o a .-�Rtrh t thi►t ttt-OF THE SOUTHEAST CORNER; ELEVATION=303.81' �, ��'p IE=293.55(12 CMP,NW) ,�� -- � - �. ,.,� ,: � � -- CURB RAMP, TYPE 2 '��, �m THENCE NORTHEASTERLY ALONG THE SOUTH LINE 120 FEET TO THE SOUTHEAST ASPHALT , CORNER AND THE POINT OF BEGINNING;. ' 6"X6 CONCRETE \/ / \ PARKING LOT CURB ISLAND y �� EXCEPT THE PORTION CONVEYED TO THE STATE OF WASHINGTON FOR HIGHWAY ENTRANCE � � ,, " � t � � .o CURB RAMP, TYPE 2 �, ASPHALT O . " „0 45.,>i EXISTING PHONE P \ PURPOSES BY DEED RECORDED UNDER AUDITORS FILE NO. 2176892. \ PARKING LOT �O R5 -7 0 0 . o$ S812349"E 1� o .oe: � / ,�` PROPER Y � — \° ��_ PARCEL B: HIGH TRAFFlC LOAD s 5� ( / - NEW LINECO \� �"'3 THAT PORTION OF VACATED 102ND PL. S.W. LYING NORTHERLY AND EASTERLY DRIVEWAY ACCESS a r- 9 LANDSCAPING o \ \ OF THE WEST LINE OF PARCEL A EXTENDED AS VACATED UNDER VOLUME 54 ASPHALT ` °� '� �s� '` N \ DRIVEWAY RADIUS TER OF COMMISSIONER'S RECORDS, PAGES 140 AND 141, .RECORDS OF SNOHOMISH DRIVEWAYS \ G 9�9 S,C� pO��\�c. sr �Q, > '�o \ REM } \ \ COUNTY, WASHINGTON. \ `. EXTRUDED LANDSCAPE �.. � r TyP 0 EXISTING THE \ - ® �O� ��`� ° % J , �J ��, CURB 2 E SETBACK 6''-� \ , �� $ M W T2,1 2� S,�d �,F-J�- S' y. s �o- � 01 C-504 � ` J o � \ � 0 1' WIDE PANTED STRIPE \ \ o• c B`DtNSETBACK \ Oo\ XN \4'F REMOVE CONCRETE WALK , 4\ REMOVE ONE STORY 1 STORY BRICK \ \ BRICK BUILDING \ CONCRETE BUILDING FF=300.4' \ �'\ S°. \ PAD \\ REMOVE EXISTING REMOVE C CRETE WALK 6`L��10 1110 s Scale: 1" = 20'-0" 315.50' 308' � 306 3d4' 1 302' S I T I Scale: 1" = 10'-0" iu . M •L I T 10 IN %'03" 1 T E . ADA SIGNAGE (PER WAC-51 -40 1102.3) NEW LANDSCAPING _ MAX. RIDGE ELEV=_325.200 ACTUAL RIDGE ELEV = 325.16' 312.40' MAY COMBINE "A" AND "B" SIGNS AT THE "A" LOCATION, IF THERE IS A SIGN SPACING PROBLEM EXISTING LANDSCAPING-� CONCRETE SLAB DUMPSTER ENCLOSURE-_ LUMINAIRE ( IC L) KSFI PREMIUM CUT -OF LUMINAIRE W/ R4W DISTRIBUTION ON 20' SQUARE POLE _ +304.00' _ +298.20' _ +297.80' _ +300.80' VE GRADE = 300.21 CTUAL = 325.16' FOSED I :RCEPTOR LANDSCAPED•'.; `REAkit l 1 \"- M 1304.00' . CURB & GUTTER HIGH TRAFFIC LOAD DRIVEWAY ACCESS APP RCA/ED AS NOTED BY ENGI EERING Gt Yll. vvV6%S , iroR %1F' jx2'VgL0Pngt\rC PLf— CURB RAMP, TYPE 2 Pr1FsiCiiu 5rn;,►.J F��Q 0 1 2 PARICKGSPACEsPROPOSED t 3 BARRIER FREE PWWV95 Zone 13 N _ Corner„ Flamm_ LI R wired c 1 Front&1.4) 20• 2Z, Sides o• 107"°P1. Rear 0' I o Other Height Z5- APPROVED BY P1 f1m,"I:1"k TRUE NORTH 0 5' 10' 20' K17 'w i ilIw(� (`bi::PAM tit s R' �— .10 s.....y.�.. �ZE UQ� r,WJ:2 �./ 0- r� v.1 =WO UQo o (YO-z Q Cr) Q 0 LIJ 111, 0� W y U p d� 0 to U U m E m z c z J a- z z O -� M z O o 0 -w C.) fl-, J in LIJ _g-Jw~ cn I� 0 cn 3745 REGISTERED ARCHITECT x SEPH K. SHING STATE OF WASHINGTON a us LU cn 74 . 14-, ; CB GRATE=297.04 I E=295.04(12"CM P, SW) IE=294.94(12"C P,E) - ASPHALT \ CB PARKING LOT GRATE=306.63 ENTRANCE IE=304.28(12"PVC,N) \ _SD—\�-- CB GRATE=295.30 IE=290.15(12"RCP,NE) IE=292.6(12"CMP.W) SSMH \ I _ RIM=295.40 \ ` � IE=304.71(6"RCP,NE) \ SS IE=303.98(8"RCP,SW) /\ ASPHALT IE=303.88(8"RCP,E) SIDEWALK �a TEMPORARY BENCH MARKa"-, \ o PK NAIL WITH WASHER \ El EVATION=303.81' ASPHALT \ PARKING LOT CB ASPHALT ` ENTRANCE — \� �� `' \ I c I GRATE=309.81 � .� � \ PARKING LOT I E=308.16(12"CM P, NE) IE=308.41(12"RCP,SW 3y \ NE 1/4 OF THE NW 1/4 OF SEC. 36 TOWNSHIP 27 NORTH, RANGE 3 EAST W.M. SNOHOMISH COUNTY, WASHINGTON CB GRATE=294.62 IE= 290.32(12"RCP,SW) I E= 291.22(12"C M P, SE) I E= 287.20 (36"R C P, N W) IE=287.20(36"RCP,SE) SSMH RIM=295.40 IE=289.70(12"RCP,SE) SS I 6"X6" CONCRETE CURB E=289.56(10"RCP,E) /1 \ \ CB GRATE=295.45 IE=293.55(12"CMP,NW) 6 X6 CONCRETE CURB ISLAND 3Xi 0" -1 DRIVEWAYS \ \ I \ 24' 2X15" \ , l \ P °°• °90 rs \ 3 CONCRETE 1 STORY Q so• pqp BRICK BUILDING1 STORY oe• 324 w ! CONCRETE \ \ \ \ 1717=300.4' \, - ----- -- — - - \ I } 1 BUILDING - \ \ -328--- \\ \ \ \- ``\ ,\ \ 53 --320_ \ f \ \ems " - BRICK E a\\ � i AII LEGEND: TREE (CONIFEROUS) FIRE HYDRANT D4 WATER VALVE ® WATER METER Q STORM SEWER MANHOLE 0 CATCH BASIN [O] GAS METER -0• UTILITY POLE — — — SS — — — SS — BURIED SANITARY SEWER LINE (PAINT MARKS) — — G — — BURIED GAS LINE (PAINT MARKS) W BURIED WATER LINE (PAINT MARKS) — — SD — — BURIED STORM DRAIN LINE BOUNDARY PER R.O.S. VOL. 16 PG. 15 ADJACENT PROPERTY BOUNDARY PER R.O.S. REC. NO. 200407155156 IE' INVERT ELEVATION F .i FINISHED FLOOR ELEVATION PVC PLASTIC PIPE RCP REINFORCED CONCRETE PIPE CMP CORRUGATED METAL PIPE SURVEYORS NOTES AND COMMENTS: 1.) BASIS OF BEARING: NORTH 40'22'47" WEST ALON T'-L1-MOLLULIENTED_CEN_TERLINE_OF-S.S.H. NO__1—W-(AKA_EDMONDS WAY, AKA SR-104) PER THE PLAT OF "DIVISION 110. 2 OF WESTGATE PARK" ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, AT PAGES 4,) & 41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. 2.) VERTICAL DATUM: NAVD 88 - SNOHOMISH COUNTY CONTROL POINT NO. 22, AKA WASHINGTON COUNCIL OF COUNTY SURVEYORS POINT NO. SC33, PUBLISHED ELEVATION OF 312.099 WITH A STATED ACCURACY OF 0.164'. DECRIBED AS A 2" BRASS CAP IN CONCRETE MONUMENT IN CASEIIN THE CENTERLINE OF 100TH AVENUE WEST f 600' NORTH OF IT'S INTERSECTION WITH EDMONDS WAY (SR-104). 3.) MONUMENT VISITATION DATE: UNLESS OTHERWISE INDICATED, SURVEY MONUMENTS OR MARKERS SHOWN HEREON WERE VISITED & OBSERVED DURING OCTOBER 2004. 4.) THIS MAP GRAPHICALLY REPRESENTS CONDITIONS; AND FEATURES EXISTING AT THE TIME OF THIS SURVEY ONLY. 5.) THIS SURVEY WAS PREPARED FOR THE EXCLUSIVE. USE OF THE CLIENT NAMED HEREON. ITS' USE DOES NOT EXTEND TO ANY UNNAMED PERSON OR PERSONS WITHOUT TI-E EXPRESS RECER11FICATION BY THIS SURVEYOR NAMING SUCH PARTY. j 6.) THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM THE FIELD SURVEYED LOCATION OF VISIBLE SURFACE U1ILITY STRUCTURES SUCH AS MANHOLE LIDS, CATCH BASIN GRATES AND/OR THE FIELD SURVEYED LOCATION OF PAINT OR OTHER MARKERS PLACED BY THE UTILITY COMPANY AND/OR A UTILITY LOCATOR SERVICE. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGROUND ;UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED, NOR THAT THEY ARE IN THE EXACT LOCATION SHOWN. 7.) FOR YOUR INFORMATION: 0.0833 FEET = 1! INCH ON THE GROUND 8.) PROPERTY AND PUBLIC RIGHT-OF-WAY LINES SHOWN HEREON HAVE BEEN CALCULATED BASED ON INFORMATION SHOWN ON RECORD OF SURVEY RECORDED IN VC_. 16, PAGE 51, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, AND ARE FOR GENERAL REFERENCE ONLY. THEY ARE NOT THE RESULT OF A BOUNDARY OR RIGHT-OF-WAY DETERMINATION BY PLS, INC. AND SHOULD NOT 6E RELIED UPON FOR ANY USE OTHER THAN GENERAL REFERENCE. 9.) THIS TOPOGRAPHIC SURVEY REPRESENTS A COMFILA11ON OF FIELD SURVEY CREW OBSERVATIONS DURING OCTOBER 2003 AND OCTOBER 2004. S7R� �. ;FILE RECEIVED DEC 2 0 2004 PERMIT COUNTER 0 h S. L a) co 0) /C `q) V MM� `- rA O jz coco 4� 3 M Q z ~ _z 0 � Q Q U � U < _ j CL U' Q Q 0- U) O p 0- ZO O~ 0 W z O V) z o = z V) O < 0 W Q O z CV :2 O :2 Li V) z z O > U uj W o ry 61 z v z LLJ n < W U ry > ryO (-D w (n O(n � (=Q O W C�d c DRAWN BY: CHECKED BY: JNM KDB/BVP SCALE: DATE: 1 "= 20' .NOV. 2, 2004 JOB NO: 4075 DRAWING NAME: 4075TOPO.DWG SHEET 1 of 1 GRATE=295.30 \ A\ \\ IE=290.15(12"RCP,NE) \ \ moo\ IE=292.6(12"CMP,W) LEGEND \ 3 CATCH BASIN \ OO FOUND PROPERTY CORNER 96� C-501 PROTECTION \ \ i SS SANITARY SEWER MANHOLE CB CB GRATE=297.0 \ GRATE=294.62 STORM DRAIN CATCH BASIN IE=295.04(1 'CMP,SW) IE=290.32(12"RCP,SW) IE=294.94<1 z`�"CMP,E) --__ SF IE=291.22(12"CMP,S W \ D4 WATER VALVE \ IE=287.20(36 RCP,N ) ® WATER METER \ IE=287.20(36"RCP,SE) -o- UTILITY POLE - SD SSMH d SIGN �6C� _ \ \ \ RIM=295.40 / S81 23,49„E - \ \ IE=289.70(12"RCP,SE) - W - U11LITY LOCATOR PAINT (WATER) / \ IE=289.60(10"RCP,W) 45' 71 E 10 289.56 IE="RCP, ( ) - OHP- OVERHEAD POWER LINE \ s55f -°- 6" CHAIN LINK FENCE �-501�ILT FENCE __�-- \ CLEARING LIMITS ss � (�) SS -" `- �.-. ss � \ 6"X6" CONCRETE CURB ss DECIDUOUS TREE CONIFEROUS TREE ss \ s 1 ss \ ASPHALT s \ -- � � �. \ c� SIDEWALK 0 ss - \ \/ 6�\ �<1\ \ \ ' GRATE=295.45 TEMPORARY BENCH MARK TEMPORARY NAIL WITH WASHER \ `� ONSTRUCTION IE=2 3.55(12"CMP,NW) \ TRANCE 2 ELEVATION=303.81' `0 ASPHALT \ Q \ PARKING LOT �\ \ �\ \ d �� ENTRANCE - ASPHALT s I 6"X6" CONCRET \ c PARKING LOT \ o a CATCH B �IN CURB ISLAND I T\ROTECTIN REMOVE EXISTING 0) ASPHALT \ PAVEMENT moo. ASPHALT \ \ il \ o \\ BUS STOP DRIVEWAYS \ \ I 1p„ 24 yA LOCATION \ \ \ \ I \ 5 REMOVE EXISTING I \ \ \ \ \ TREES TYP. X15 2r \ \ \ \ \ \ BUS STOP % SIGN CB RIM CD �� \ \ \ \ \ \ IE=289 g\ \ \ \ \ \ ®- IE=289 z CB R - 296.64 \ ��° \ REMOVE CONCRETE IE 2 9.8 36" WEST o J \ �� *LK IE 89.9 36" EAST STO DR IN \ \ \ \, \ VA T o \ \ \ �� \ REMOVE ONE, _ 8E \ \ \ ,z STORY BRICK CB RIM - 296 O ,o \ BUILDING 1E 293.9 12 NOR \ \ \ 1 STORY IE 289.9 36" EAST Z \ \ \ CONCRETE BRICK BUILDING M \ \ w \ \ PAD FF=300.4' \ STORM DR VAULT \ \ \ \ \ CB RIM = 296.69 ,y p c- CONCRETE \ \ \ --- !E 293.9 2" RCP NE) `57�'7 cn LliBUILDING \ \ \ � TREE � ,q o \ \ \ \ 7- EXISTING TREE T \ \ \ \ E REMOVED \ \ \ \ REMOVE CONCR o. WALK \ �� FOUND REBAR & MARKED L-S&A � \ \ \ \ cn l I 04 o �` -- a 0 ``� �- _ �-- ---,FOUND REBA�& CAP MARKEp I o w `' ""�S,&,A 9891, 0 a� SOUTH 0.14' EAR OF CALCUULATED 00 -� f \POSITION, VIES TED 10�28-03I ` \\ .� \ N 0.02' SOUTH X OF CALCULATED VISITED 7-02-0. DUST CONTROL AS REQUIRED BY THE CITY, SPRAY DRY SOIL WITH WATER OR AN APPROVED DUST PALLATIVE. OIL BASED PALLATIVES WILL "NOT" BE USED. THE SOIL SHALL "NOT" BE SOAKED TO THE EXTENT OF CAUSING SILT LADEN RUN OFF OR VEHICULAR TRACKING OF MATERIAL OFF -SITE. NOTE: CONTRACTOR IS RESPONSIBLE TO LOCATE ALL EXISTING UTILITIES PRIOR TO COMMENCING CONSTRUCTION. W ac N C L N �{ N LwOL7r7o j u g ��o T.E.S.C. LEGEND o LjN U = OO H� N z cm1- tc STORM DRAIN MANHOLE ^ (n W 0 STORM DRAIN CATCH BASIN SF SILT FENCE TEMPORARY CONSTRUCTION ENTRANCE X DETAIL NUMBER/SECTION LETTER _ -XXX SHEET DRAWING IS ON V cu N CLEARING LIMITS � .N - s c cL CONSTRUCTION SEQUENCE U) •U 1. ARRANGE AND ATTEND THE PRE -CONSTRUCTION MEETING WITH CITY OF EDMONDS ® � ENGINEERING INSPECTOR. CALL THE ENGINEERING INSPECTION LINE C� Z ._ (425-771-0220 EXT. 1326) TO ARRANGE FOR A MEETING. U) o 2. REVIEW DEVELOPMENT APPROVAL STANDARDS FOR EROSION AND SEDIMENTATION cu CONTROL AS STATED ON C-501. ® (n 3. FLAG PROPERTY LINES AND CLEARING LIMITS. CALL FOR UTILITY LOCATES. 4. BUS STOP TO REMAIN OPEN DURING CONSTRUCTION. O W O 5. CONTROL DUST ON SITE DURING CONSTRUCTION. 6. INSTALL ROCK CONSTRUCTION ENTRANCE PER PLAN. O 7. CLEAR AND GRUB ROAD R/W. 8. INSTALL SITE SEDIMENT CONTROL WITH SILT FENCE ALONG THE EDGE OF .CLEARING uj C) �0 AT ANY POINT WHICH SLOPES TO OFFSITE PROPERTY DURING CONSTRUCTION. C:� W DETERMINE IN FIELD. T . 9. DEMO EXISTING STRUCTURES AND PARKING LOTS. 10. INSTALL STORM PIPES AND DETENTION SYSTEM. 11. ROUGH GRADE SITE PER GRADING PLAN. 12. INSTALL RETAINING WALL 13. INSTALL OTHER UTILITIES: POWER, WATER SERVICES, ETC. 14. BUILDING CONSTRUCTION. 15. SAWCUT EDGE OF EXISTING ASPHALT ALONG FRONTAGE. FINISH GRADE ROAD SHOULDER AND PAVE W/ CLASS B ASPHALT PER STD. 16. HYDROSEED, MULCH AND PLANT LANDSCAPE AND GRASS DITCHES. 17. REMOVE REMAINING T.E.S.C. IMPROVEMENTS AFTER THE SITE HAS BEEN STABILIZED AND APPROVED BY THE CITY DEVELOPMENT INSPECTOR. EQUIPMENT AND PROCEDURE: METHOD OF SURVEY - SURVEY PERFORMED BY FIELD TRAVERSE o PRECISION: S MEETS OR EXCEEDS STATE STANDARDS WAC 322-130- 090 f� BASIS OF BEARING: NORTH 40'22'27" WEST ALONG THE MONUMENTED CENTERLINE OF S.S.H. NO. 1-W (AKA EDMONDS WAY, AKA SR-104) PER THE PLAT OF DIVISION NO. 2 OF WESTGATE PARK ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, AT PAGES 40 & 41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. c'IQ C� HORIZONTAL DATUM: z ASSUMED t� VERTICAL DATUM: RTI CD NAVD 88 SNOHOMISH COUNTY CONTROL POINT NO. 22, AKA WASHINGTON COUNCIL OF COUNTY SURVEYORS POINT NO. SC33, PUBLISHED ELEVATION OF 312.099 WITH A STATED ACCURACY OF 0.164'. DESCRIBED AS A 2" BRASS CAP IN CONCRETE Z MONUMENT IN CASE IN THE CENTERLINE OF 100TH AVENUE WEST t 600' NORTH OF ITS INTERSECTION WITH EDMONDS WAY (SR-104). c J CONTOUR INTERVAL: LLJ 2 FOOT 01-10 cl- LEGAL DESCRIPTION: �= J Q NO LEGAL DESCRIPTION PROVIDED AT THIS TIME. BOUNDARY AND RIGHT-OF-WAY W LINES BASED ON RECORD OF SURVEY, VOLUME 16, PAGE 51, SNOHOMISH COUNTY. a APPROVEDFOR RESUB w CO IO N MAY- 20 2005 11- f BUILDING DEPARTMENT CITY OF EDMONDS in 0ty Engineer mate ►► n N o SCALE: 1 = 10-0 TRUE NORTH PROJECT ® li NORTH 0' 5' 10' 20' 40' i CB GRATE=297.0 IE=295.04(1 'CMP,SW) IE=294.94<12"CMP,E) CURB RAMP, TYPE 2 ASPHALT / �\ PARKING LOT ENTRANCE i HIGH TRAFFIC LOAD — DRIVEWAY ACCESS O Y R5 -7 NEW LANDSCAPING U sl- d- 0 0 U OO w W J U Q i 0 CONCRETE SLAB PHALT IVEWAYS DUMPSTER CAIM Ae;`t_III ►age/recycle collection area1 and location approved by: \ t4" Yv, CONCRETE CURB (TYP ALONG SIDEWALK) PROVIDE SOLID LOCKING LID ON EXISTING CB D V NEW CONCRETE WALK & CURB & GUTTER v KGRATE=295.30 290.15(12"RCP,NE) CURB RAMP, TY292.6(12"CMP,W) W ( JWaeATzm-504s, •a Dv• ' Q '0 EXISTING PHONE P OF PROPERTY UNE ° _NEW c LANDSCAPING x a f ♦/ y S d�t aAT?ll{`� I:�O�Tx`SECT(©N V t ? t z a 04 �aA 1 f i20 INLUMINAIRE (TYPIC ) Y tf 4 . KSFl. PREMIUM CUT-OFF LUMINAIRE W/ R4W DISTRIBUTION ON 20 SQUARE POLE > l� s rs t r t t 'i t &Y X r 4` r' PRECAST s} f y�> CONCRETE CURB .�� t STOPS >; ", , a PROPOSED GREASE INTERCEPTOR ` D 1 STORY ° CONCRETE C-506 BUILDING p v e v - D - v NEW LANDSCAPING CB GRATE=294.62 IE=290.32(12"RCP,SW) IE=291.22(12"CMP,SE) \ IE=287.20(36"RCP,NW) IE=287.20(36"RCP,SE) \ CURB RAMP, TYPE 2 \ SSMH RIM=295.40 I E= 289.70(12"R CP, SE) P. IE=289.60(10"RCP,W) IE=289.56(10"RCP,E) NEW CURB & GUTTER DRIVEWAY RADIUS 1 WIDE PAINTED STRIPE GRATE=295.45 IE=2 3.55(12"CMP,NW) CURB & GUTTER HIGII TRAFFIC w-.90MENS030 Fliox�10"' /— D?.I\r--V%Y AC 10» 24" loot _ D ` v• D ` D 'D v �+y • v IKE RACK NEW . LANDSCAPING 0 CURB RAMP, TYPE 2 5 C-504 Q Da v D ' X. ° v1ti�'1 p R12'-11- STO DR IN VA T n PCC PAVEMENT T\ ROOo .UNE 3 0� (TYP) STOR D VAULT C-504 ,\ '. ° CB I M 96.6 � p 29 12" RQI NE) v v NEW PAGIJACCi PIZZA \ v RESTAURANT 2422 SF \ . �y F.F. = 300.4' `�cP. /0 s 0,VD, � FOUND REBAR &CAP / MARKED "L—S&A 9891, O /y �N. / 0.02' SOUTH X 0.10' EAST 'So OF CALCULATED POSITION, \ b. VISITED 7-02-03 �Nd \ / TR S O�MER PADCONSTRUCTION <00� APPROVED FOR � 1� 6•��.0� City Engineer Date FOUND REBAR & CAP MARKED "L—S&A 9891, 0.03' SOUTH X 0.14' EAST OF CALCULATED POSITION, VISITED 10-28-03 $ � � .001 LEGEND EXTRUDED CURB CURB AND GUTTER NOTES: 1. PARKING LOT, ACCESS SYMBOLS & WALK STRIPING PER CITY OF EDMONDS STANDARDS. 2. DIMENSIONS TO FACE OF CURB AND BUILDING FOUNDATI WALL 3. SIDEWALK, CURB & GUTTER TO BE REMOVED AND REPLACED AS REQUIRED BY THE CITY INSPECTOR. 4. TRUNCATED DOMES, DETECTABLE WARNING DEVICES ARE REQUIRED ON ALL RAMPS ANKI.NITERSECTIONS (INSTALLATION PER WSDOT DETAIL • Arr SCALE: 1" = 10'-0" LU ¢NE > to= LCO)N U v�� >- C: tU N -- I ■� IV) C V Z -CU cn 0 Cu C) O W C O w E CD �� W ® ,r""" N Z TRUE NORTH NKUJLGI NORTH MAY 2 0 2005 BUILDING DEPARTMEN CITY OF EDMONDS 20' 40' N VIEW 0' 5' 10' 710' 710 CB GRATE=297.0 ET RIM TO M TCH \ IE=295.01( 'CMP,SW UTTER FALINE 710'1 IE=294.9 �MP,E) 5.96 1036 4 \ 71041 713``' 1044 715.37 297.61 710 67 .76 \ X 295.67 \ 700 ASPHALT / 64g 8 x29s 56 X 0 0 ,? 296.85 -- SD - 50 PARKING LOT �� 05 0 713-�-042-70(`-- \ ENTRANCE \0 6'� S5 700 0303.01 S81 23'49 \ 104 s> A SE/LO ST ----_ \ 086 \ 3 5 O _. IRATE AS N SSA ^��` , 45. 71 � -` 0l TO MEET NEW \ 6 \ � GRADE +298 -'\� SS MAT ISTING GR DE 865 71 / 1061 \S S_ 1 7 \ \ Ss \ , +297.0' 1'tt7'8 / \ AX Ss +298.6' +296.77' 6 20 02 \ ,k°' TEMPORARY BENCH MARK +296.9. +30U' PK NAIL WITH WASHER fcni ELEVATION=303.81' 66 64 O P 3 O \ `` \ O� ��X 291090 3 715 \ 700 \ X 6 24 \ 10532. \ +29 . O 86 1150 300 6 5 3005* 68 \ O 9 X 30 .64 01.1' 197 63 707.70 211 \ / 715 \ \ 301.3 \ I / 00 �o 1148 \ 1151 308.88 306.63 115 \ +301.1' �. 00 X 30 0 3 211 \ 1 07 6 1 � X21 �3 C x 30�1 2 211 p \ GRADING AND DRAINAGE LEGEND NEW CB �^ GRATE=294.62 TOPO LINES (ELEV) _ _ 3 _ 298 IE=290.32(12"RCP,SW) UNDERGROUND POWER IE=291.22(12"CMP,SE) \ IE=287.20(36"RCP,NW) TELEPHONE POLE IE=287.20(36"RCP,SE) POWER POLE � \ SSM H CLEANOUT c9 \ RIM=295.40 1006 IE=289.70(12"RCP,SE) 88 77M 0 IE=289.60(10"RCP,W) WATER METER Ffl 1956 ss (11 306 � 0 X296.10 IE=289.56(10"RCP,E) EXISTING WATER LINE 8"D.I. CL 52 WATER 1-1/2" DOM WS �\ 04 SANITARY SEWER LINE \ STORM DRAIN LINE ED ST 5.4 \ \ CATCH BASIN (TYPE 1) Q Fol +295. x 4 0 65 MATCH EXISTING GRADE 2 I� \ 1 FIRE HYDRANTO 96. 571 1 B GRATE=295.45 GATE VALVE D4 \ 'n ` IE=2 3.55(12 CMI?g 296 NNW) -� t a3' \ 704 SANITARY SEWER MANHOLE 295.48 \ (121917.08 1116 296.2' +295.8' ��i 297.09 91 \ ;/\ 710 +296. ' ` 1122 +296.3' y MATCH EXISIIN GRADE .61 6' \ I 291118 10 „9 a\ 6 X6 CONCRETE 7.86' % 70.341 O,y 'RAISE LOWE' STORM CURB ISLAND 6 GRATE AS ECESSARY \ 0 1033 5 TO M ETVV FINISHED +297.3' 1 50 GRAD 9 oy 1 3 MA TC E�STING GRADE\ 7 / `s0 1192� \ 300. x 10 5 298 ` 1 8 \ 1119 1121 X355PHALT i 700 / I \ X10 15 X O \ 210 98.19 1147 211 DRIVEWAYS \ / \ \ 10" 1 x 124" y� 10 309.24 \ \ <*O 700 8 +29. �O \ 299.11 1049 \ 146 \ \ ` +300.4 07 �� 45 \ 1081 1 0 0 8" DECIDUOL 309.78 ' \ \ \ y�t.�P X 2 QS TOP LK X 296.70 X 29 L7931 V7 \ y s 700 J \ \ \ \� Q ��0 712 \ 318 318 96, SA 300.09' +300.1 1084 \ 640 by O,S.O \ 9y x 296.99 +298.1' 3, l� r'�, 109 \ \ \ 0 \ 10 X 299. 0 °o \\ S .00, O110 j0 1158 X 309. j�4 \ \, X 9. 3 452 O \ \ 1103 \ 211 \ \ \ \ \7 0 \ O \ CLEANOU"\ 1002 0 9� 310.66 X 206 77 \ c,� \ \ , 45 2 0Z \ \ \ C.\�\ \ +298.3 103o OVA CB RIM = 2,96.64 \\ 310 27 �\ \ \ \ \ O ��` ?`98 297.14 \ IE=289.8(36�� CMP,NW/S \ \ \ \ IE=289.9(12 RCP,SW) \ \ 2 \ 1113 +300.2' > \ � \ \ +298.4' x .00 O \ S, CB R = 296.64 00 O\ \ IE 2 9.8 36" WEST 1091 I 89.9 36" EAST X 299.20 S \ /� +21$.0, \ +299.95 712 O +300.4' \ X 297.38 1029 45 04 \ \ \ \ \ 050 �/ \ 206 i� STO 297 DR S`� IN 09.96 .7 \ � \\ I 29 12'„ NORT \ 1 +300.3 IE 89.9 6 EAST sr MATCH EXISTING GRADE \1097 \ \ \\ / \ \ \ `�p�, APPROX. 297.97) X 210.35 \ \ + box \ \ 1082 \ \ \ \ \\ X 2077.65 STORM DR N VAULT Z 1 STORY \ \END 0'F\SWA \ \ \ FF= 4 \\ +300.0' E 93.96 CB RIM -(12" CP NE) '� 00 O CONCRETE 1159 \ 1074X }3 1001 EL BUILDING xCD 2060p \00.1 \ \ x4533 \ \ S 7�2 98.01 STAR F SWALE +30 .35\ \\ o \ \ ONE-STORY \ + MAXIMUM 1 X os. 6 \ \ \, \ BRICK BUILDING / SLOPE 1:20 211 \\ \ \ FINISH FLOOR z \ \ +300.4' ELEVATION = 300. \ \ \ / 1093 END OF SWALE " � \ / � � \ \ \ 00.8 /�� / , �'�° �� X 1017 +298.26, \ v +300.F 298.53 N X�Q 920� i0 206 to \ X 310 6 \ \ \ \ (� / +300,3' / ��°`Zi 1\6 SWALE j \ \ 206 3108 X 6 210 \_ ' 1195 START OF SWALE o \ 1099 X 301.00 �� +299.67 I \ 1100 X 309.80 1 206 0 i ` \ _____X 309.78 211 \ \ \ ` ` \ \\ 7� �� !� / X30913� rQ��f i X31090 \ ' I 3\ /`\ I X 317.57 l \ \ \ 211 \' ~ X316 26 `' ---.FOUND REBA�& CAP �i� RKEp �� \ _2_0 r _ „\SkA 9891, 0 ��3I99�(� \ 101 ---- x 300.0 a z \ \ ` -` 0.14' EAR OF CALC LW ED I 3 \ \ \ 206 r POSITION, V'1§1<TED 1Qt28-03 In a 1169 + \co a W \ X 7.96 210 '�'-- '\ � 1 I � \.0,. 50' SI (�PF RI iPt=F[� i inic� 0 L 10 �11 1 82 6 97.1 71 o \ ti� FOUND REBAR & CAP \ MARKED "L-S&A 9891, \ \ 0.02' SOUTH X 0.10' EAST O % OF CALCULATED POSITION, ` VISITED 7-02-03 �- APPROVED FOR CONSTRUCTION za��.�_ Date _ngineer CUT/ 1LL EARTHWORK VOLUMES 317 CU YARDS CUT 120 CU YARDS FILL NET 197 CU YARDS CUT* LESS THAN 500 CU YARDS OF GRADING PROPOSED, SEPI REVIEW NOT REQUIRED. SCALE: 1" = 10'-0" ASPHALT 0' 5' 10' ^W. ¢ c'J to N O m r2 R p `-N u,°D rn in Q N U � Lis m ¢co CIO M W N �V� w 0 Q o >- 0 cu �..� 4-+ N N < C 6.�.. 0 ear- U -U <® co U CL c z -cu cn O =s 0) cl) cu CL W O ® O E wN� W C) r aU`o CB CB GRATE=297.0 \ GRATE=294.62 IE=295.04(1 'CMP,SW) .� IE=290.32(12"RCP,SW) IE=294.94<12�'CMP,E) --- --.- .� CO � � ,` �� \\ -----,EXISTING CATCH IE-287.20(36' RCP,NW) PROVIDE TYPE 1 WSDGT CB PROVIDE SOLID B-A$IN, IE=290.6 IE=287.20(36"RCP,SE) ASPHALT MA CH' ELEVAl10 0 RIM LOCKING LID ON SD PARKING LOT yV11�{ GUTTER NE � ----EXtSTING� � STORM LINE PROFILE \ SSMH i ENTRANCE �\ RIM=295.40 1 i ALL DRAINAGE CONVEYANCE PIPE N-12 ADS. FIELD LOCATE WATER AND SANITARY SEWER MAINS PRIOR TO CONNEC11ON OF 0+40 IE=289.70(12 RCP,SE) 1 NEW BUILDING SERVICE LINES. � 5 � _. SS? 23'49'� �' `----__ \ , IROVIDE 1" WATER SERVICE. C-573 45.1_ IE=289.60(10"RCP W) � `\ _-- ss "�� 0 \ \ \ IE=289.56(10RCP,E) 4 CITY OF EDMONDS WILL INSPECT THE WATER SERVICE LINE FROM THE METER TO \ � ss -' \` \ TING ONI POLE THE BUILDING. ROVIDE STORZ ADAPTER ON FIRE HYDRANT. SEE DETAIL 5, C-503. ss 0+30 1061 --_ 2 STORM FILTER - ��9 CARTRIDGES ss RIM=296.77 \ IE=2"94 OUT (SE) o t ss i ,�� \�j 0+20 0 ��,� BASIN ECT TO EXISTINGCH t \ �\ 3 O , 0 0\ \IE=294.0 4" IN / GR`ATE=295.45 TEMPORARY BENCH MARK \ C 50 � \ So / ' IE=2 3.55(12"CMP,NW) ZS PK NAIL WITH WASHER " o \ 0 / ELEVATION=303.81' SDMH #3 TYPE II, 'D�cS'304 CONTROL STRUCTU ° CONNECT EXISTING RIM=297.94 Z `s' 0+10 \ WA R N 00 IE=291.1 12" OUT (N)\ / \ \ 47) IE=294.6 8" IN (W) DOM 5TiC ` ATER IE=291.1 2" IN (SE) \ \ y SHUTOFF VALVE I / \ IE= .1 36 IN (SW) 1 ` \ \ \ I " 1 DETENTION CB 1` TOR 6"X6" CONCRETE \ \ c SLOPE 48 I 50 STRUCTURE 1 12" DIA. PIPE # j o o /\ DETENTION PIPE CONNECTING 2 CARTRIDGES 1 \ CURB ISLAND RIM=297. 'y \ \ 0.5% (TYP) 8LF_ IE=295.2 0 T (W) 170 at \ 4" DIA. SOLID PVC SDMH II, 54"o S=1.0% so / \ \ at RIM 97.86 =295.1 8" IN (E� ASPHALT DRIVEWAYS IE=291.1 36" IN (SW) \ SI N�`T RY S R MAN Oyo \ PROPOSED 1" WATER METER \ \ \ IE=291.1 12" OUT (NW) \ RM=2 .99 \ -� „ \ \ \ \ NEW SANITARY ER 'Los 8 DECIDUOUS f SDMH #1\TYPE Ih� 5'4"0\ 1 S RVICE LINE \ 9s J \ RIM=300.0 \ I \ 4 A � / \ IE=291.4 3�" OUT NE) ( c C- 03 y\ ` Oy'0 \S y9�� 9 r / IE=295.4 6" N (SE + �O ° \ \ 60 0\ ,p `s-A 0. 090 � �0� ANOUT °° SANITARY SEWER \ /� s► 0\ �� JG J ~F'3 \ CLEA UT 3 CB RIM = 296.64 IE=289.8(36�'CMP,NW/S IE=289.9(12 RCP,SW) O� CB R ® 46" FIRE SERVICE LINE \ IE29.836 WEST ° IE 89.9 3 V GATE VALVE CONNECT TO EXISTING WATER STO DR IN MAIN VA T THRUST BLOCK 2 CLEANOUT JAB RIM = 296.6\� C 503 2 \ \ \ 4 F00T, G DRAIN, I 293.9 12" NORT 21 7 4" $S \ PERF. PVG� IE 9.9NN"nkfAST R� \ � \ \` CONNECT ROOF \ (�) HYDRANT \ PROPOSED EASE \ DOWNSPOUT TO NEW \\ STORM DR N VAUST 1 STORY \ INTERCF�f'TOR \ \ 6" STORM UNE, \ CB RIM = 2 0-50 6" SS O THERE IS AN EXISTING 6" CONCRETE \ PPVIDE� 20 R PROVIDE STORM \ \ 1£ 293.9 (12" C E) 'Sy CLE UT WITH LOCKING Cl BUILDING \ U�• E SEWER FRO CLEANOUT \ �+ �� MPH COVER AT PROPERTY a \6S PUNG E BUIDING TO \ z `KEQUIR AT G SE \ GREJSE NEW PAGUACG PIZZA \ s IIJT;ERCEPT TER PTOR RESTAURANT ` W ACCCSSABL_ �HRO H \ 2422 SF MANH UD \ \\11 S I om1 DRAIN F.F. = 300.4 CLEANOUTRAIN INSTALL NEW SANITARY d SEWER M OLE UE SEWER NTHISIIVICE UNNjGIEARY �&IMg97.55 i 1093 210 0 1166 LLI = -, \ X21�86 j TRANSFORMER PAD / 1100 1 / 1X 309.78 \ \ \ 1102 �1168 -2-1,0 X 20"x210.90\ pl FOOTING 1167 N x .26 A& CAP RKCLL��\ `-\ �\U 0.14' EAR OF CALOWL: t POSITION, VITED 10}28-03 o 17 0 X 18.03 bi w o� 66 Loo o/ �o 0 11 • T EXISTING, PROVIDE NEW. 001 C O FOUND REBAR &CAP \� MARKED "L-S&A 9891, O Gy 0.02' SOUTH X 0.10' EAST 'S.o OF CALCULATED POSITION, \\� VISITED 7-02-03 �- 0,�, APPROVE® FOR tik CONSTRUCTION �2�•di City Engineer Date ASPHALT SCALE: 1" = 10'-0" 0' 5' 10' W >_ '� N Lo N�}. Q L"L7 N� L6j N �Mo 000 4m o,-N W� J 0 Q < p 6-5 N wv U N M � N U) w 0 'S C.� ✓� o N "N U/ e V ac ®� � �... z ,cu cu O®c E W o N 0 N o E >- Q DEVELOPMENT APPROVAL STANDARD FOR EROSION AND SEDIMENTATION CONTROL (ESC): VN JIIC. UIJIVRDCU JVIL ARCAJ RCJVLIIIVV rRVM RCMVYAL onALL DG rCRMA14G4ILi JIADILILCU. U N J Q cn ¢o Lom N W O ai "o o, o� 0 Lo d: A: ESC MINIMUM REQUIREMENTS. ALL ACTIVITIES NECESSATING A CLEARING OR GRADING PERMIT AND ALL UTILITY PROJECTS 15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. 1. CONSISTING OF MORE THAN 500 LINEAL FEET OF TRENCH EXCAVATION SHALL BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING CONSTRUCTION AND 16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTION OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS AND OTHER TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF WITH ANY COMBINATION OF THE ESC MINIMUM REQUIREMENTS.. COMPLIANCE WILL BE DEMONSTRATED THROUGH THE IMPLEMENTATION OF AN APPROVED ESC STORM WATER. PI AN ARE PROVIDFD IN THE MANUAL THE PLAN MUST ADDRESS THE FOLLOWING REQUIREMENTS: 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMET IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED. SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL THE EXPOSED SOILS SHALL BE STABLIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT -PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIOATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL 5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS; D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING, E. DAILY CLEANUP AND STREET MAINTENANCE. 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. 8. ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND/OR EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES. 9. ESC MINIMUM REQUIREMENT - SEDIMENT. TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. 10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2. 11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION. PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. 12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. 13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABIUZA11ON IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED nm CITr nicm worn cm ApGAC RCCIII min GINX/ OnAAVAi CNAI I 13C OM&AAAIrMTI V CTA011179:n FILTER FABRIC SECURED TO 2"x2" 14 GA. WIRE FABRIC EQUAL 2"X2"WOOD OR EQUIVALENT wilAwl FAR R UI.T PLACE 3/4"-1.5" WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. FILTER FABRIC MATERIAL IN CONTINUUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. II II I I WIRE MESH SUPPORT FENCE I I al I I TO SUPPORT FILTER FABRIC. I I N II II II II III=1'III-M a `I I I L BURY BOTTOM OF FILTER I I N I I MATERIAL 8" TO 12" jL 6' MAX. u 2" X 2" WOOD POSTS OR EQUIVALENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. FILTER 1=ABRIC FENCE FILTRATION SYSTEMS NO SCALE 17. EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY. PERFORMANCE BONDING, OR OTHER APPROPRIATE FIANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013.1, 19951 ENGINEER'S CONSTRUCTION NOTES: 1. AREAS TO BE ROUGH -GRADED WITH FINISH GRADING TO FOLLOW NEAR PROJECT COMPLETION ARE TO BE SEEDED WITH ANNUAL, PERENNIAL OR HYBRID RYE GRASS. THIS INCLUDES PERIMETER DIKES AND THE SEDIMENT BASIN EMBANKMENT. HYDROSEED PREFERRED. 2. IMMEDIATELY FOLLOWING FINISH GRADING, PERMANENT VEGETATION (CONSISTING OF RAPID, PERSISTENT AND LEGUME) WILL BE APPLIED. (MINIMUM 80# PER ACRE). THIS IS TO INCLUDE THE FOLLOWING: 20% ANNUAL, PERINNIAL OR HYBRID RYEGRASS 40% CREEPING RED FESCUE 40% WHITE CLOVER 3. STANDARD APPROVED FILL PLACEMENT GUIDELINES SHALL BE FOLLOWED, INCLUDING: - VEGETATION AND TOP SOIL (ORGANIC) REMOVAL PRIOR TO ANY FILL PLACEMENT. - SCARIFICATION OF EXISTING NATIVE SOIL PRIOR TO FILL PLACEMENT - FILL PLACEMENT OF MAXIMUM THICKNESS OF 8" LOOSE LIFTS. - COMPACTIVE EFFORT AS REQUIRED TO ACHIEVE REQUIRED DENSIFICATION. - FILL MATERIAL SHALL BE FREE OF DEBRIS (ORGANIC, RUBBLE, ETC.), BE. RELATIVELY FREE DRAINING, HAVE A MAXIMUM PARTICLE SIZE OF 6 INCHES IN THE LARGEST DIMENSION, AND CONFORM TO SPECIFIC REQUIREMENTS OF THE GRADING PERMIT AND ENGINEERING CONSTRAINTS. 4. AFTER EACH LIFT HAS BEEN SPREAD EVENLY, IT SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAXIMUM DENSITY DETERMINED IN ACCORDANCE WITH ASTM D-1557-70 (MODIFIED FACTOR). 5. THE SURFACE OF ALL SLOPES SHALL BE COMPACTED. THIS MAY BE ACCOMPLISHED BY OVER -BUILDING THE SLOPES THEN CUTTING BACK TO FINAL GRADES, OR BY RUNNING THE COMPACTOR MER THE SLOPE AS EACH FILL LIFT IS BEING PLACED. ALL SLOPES SHALL BE COMPACTED BY THE END OF EACH WORK DAY. 6. FIELD DENSITY TESTS WILL BE MADE BY A QUALIFIED SOILS ENGINEERING FIRM. DENSITY TESTS SHALL BE TAKEN AT OR JUST BELOW THE SURFACE AT THE FREQUENCY AND AT LOCATIONS DETERMINED BY THE SOILS ENGINEERING FIRM. WHEN THE TESTS INDICATE THAT THE DENSITY OF ANY LAYER OF FILL OR PORTION THEREOF IS BELOW THE SPECIFIED DENSITY, THE PARTICULAR SEC11ON SHALL BE REWORKED UNTIL THE REQUIRED DENSITY HAS BEEN OBTAINED. 7. PUBLIC STREETS ARE TO BE KEPT CLEAR OF DIRT AND DEBRIS DURING CONSTRUCTION. 25' MIN. RADIUS 4'-8' QUARRY SPALLS 8"-12" MIN. DEPTH PRDVIDE FULL WIDTH OF INGRESS/ EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE DURING THE CONSTRUCTION PERIOD. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL MEASURES BEFORE WORK CAN BEGIN. STABILIZED CONSTRUCTION ENTRANCE NO SCALE ovsw�ttom S FILTER SOCK TEMPO NO SCALE CONTRACTOR RESPONSIBILITY FOR EROSION ZSILTATION CONTROL: IT IS THE INTENT OF THIS TEMPORARY EROSION AND SILTATION CONTROL PLAN THAT STORM WATER RUNOFF BE CONTROLLED AT ALL TIMES TO PREVENT SOIL EROSION AND TO MAINTAIN WATER QUALITY. ANY AND ALL MEASURES NECESSARY TO DO SO SHALL BE EMPLOYED BY THE CONTRACTOR. 1. REGARDLESS OF SITE, WEATHER, SOIL OR OTHER CONDITIONS, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ENSURING THAT EROSION DOES NOT OCCUR ON THE SITE AND THAT POLLUTED OR SILT -LADEN RUNOFF DOES NOT LEAVE THE SITE OR ENTER INTO ANY CREEK, STREAM, WETLAND OR WATER BODY ON THE SITE. 2. BEYOND THE MINIMUM REQUIREMENTS SHOWN ON THIS PLAN, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SELECTING AND IMPLEMENTING APPROPRIATE METHODS, "BEST MANAGEMENT PRACTICES (BMPS), FOR STORM WATER TREATMENT AND CONTROL THAT MEET THE REQUIREMENTS OF BOTH THE WASHINGTON STATE DEPARTMENT OF ECOLOGY AND . SNOHOMISH COUNTY. 3. THE CONTRACTOR SHALL REPORT ALL WATER QUALITY CONCERNS AND ACTIVITIES TO THE PROJECT ENGINEER AND TO THE CITY OF EDMONDS. IN THE EVENT THAT THE INSTALLED WATER QUALITY CONTROL MEASURES ARE INEFFECTIVE AT CONTROLLING EROSION AND SILTATION, THE CONTRACTOR SHALL IMMEDIATELY REPORT TO AND CONSULT WITH THE PROJECT ENGINEER TO FIND AN APPROPRIATE REMEDY. ALL CONSTRUCTION ACTIVITIES, WITH THE EXCEPTION OF EROSION AND SILTATION CONTROL MEASURES, SHALL CEASE UNTIL SUCH TIME AS THE WATER QUALITY IS BROUGHT UNDER CONTROL. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MONITORING WEATHER FORECASTS AND ANTICIPATING STORM ACTIVITY AND SHALL SCHEDULE ALL PROJECT ACTIVITIES IN ANTICIPATION OF THE WEATHER. 5. ALL SUPPLIES AND MATERIALS NECESSARY FOR IMPLEMENTING BMPS SHALL BE STORED ON SITE AND SHALL BE IMMEDIATELY AVAILABLE FOR USE, SUCH SUPPLIES AND MATERIALS SHALL INCLUDE, BUT NOT BE UMITED TO, STRAW BALES OR OTHER MULCHING MATERIAL, SILT FENCING AND STAKES, FILTER FABRIC, ETC. 6. DURING AND AFTER RUNOFF PRODUCING STORM EVENTS, CONTRACTOR SHALL MONITOR ALL EROSION CONTROL MEASURES AND SHALL PRIORITIZE IMPLEMENTATION AND MAINTENANCE OF EROSION AND SILTATION CONTROL. MEASURES ABOVE ALL OTHERS. •n , i 6• 41. CATCH BASIN PLACE FILTER FABRIC BETWEEN FRAME AND GRATE.'%' / STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E1.1.1) UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE. THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONTRUCTION PERIOD. THE FILTER SOCK IN THE CATCH BASIN SHALL HAVE OVERFLOW HOLES NEAR THE TOP OF THE BASIN. APPROVED FOR CONSTRUCTION CITY INSPECTION REQUIRED ON ALL EROSION CONTROL Zi/ems MEASURES BEFORE WORK CAN BEGIN. City Engineer Date RARY SEDIMENT TRAP FOR CATCH BASINS RESUB MAY 2 0 20G5 13UFDDENrCIIY OEMON w m 0 z w 0 2 Q � U ,� 0 U) i Q Z cn O fn2cl) ZQ� OWE O O E W 73 N W O r.. J 1�- Lu LLJ O Z Z ad C) W H 0. ¢Nv- L � o N O E >- cu N .N .0 U cu REINFORCING BARS WITH CD 0 DETENTION SUMMARY CHART STORM EVENT LIVE STORAGE VOLUME (CF) RELEASE RATE (CFS) REQUIRED DESIGNED AS —BUILT REQUIRED DESIGNED AS —BUILT 2 566 566 0.012 0.012 10 737 737 0.043 0.043 100 820 820 0.10 0.10 LOCKING LID ZO AIR VENT STORAGE PIPE LOCKING LID SDMH #2 IS A RESTRICTOR MANHOLE U � U s t0 12" SD --- Qout 2' e ' e SDMH 1 CONTRACTOR'S NOTE: 20 SDMH 2 DETENTION PIPE SHALL BE 48" ALUMINUM OR ALUMINIZED STEEL CMP ASPHALT COATING TREATMENT (NO. 1 OR BETTER) RECOMMENDED FOR CORROSION. (OR EQUAL) * OR EQUAL SHALL MEAN ADS—N12 IF PRE SIZES ARE AVAILABLE ** FOOTING DRAINS SHALL BE DIRECTED TO THE OUTFALL SIDE OF THE CONTROL STRUCTURE (TIGHTLINE ONLY). DETENTION STRUCTURE NO SCALE 300 298 296 294 292 290 300 298 296 294 292 290 0+00 0+10 0+20 0+30 0+40 0+45.3 STORM PROFILE NOT TO SCALE NOTE. ALL STEEL PARTS AND SURFACES MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT #1 OR BETTER). COMPLETE CORROSION PROTECTION MUST BE ASSURED. OFFSET FRAME GRATE SO THAT RESTRICTOR/POLLUTION DEVICE IS ROUND MANHOLE COVER VISIBLE AT EDGE OF OPENING AND PLAN MARKED "DRAIN" WITH DIRECTLY OVER THE LADDER LOCKING BOLTS x < QIn 36" INLET PIPE —� IE=291.1 POLYPROPYLENE SAFETY STEPS AND LADDER RIM EL = 297.94 — 6" MIN. SEPARATION 12" RISER OPEN 0 TOP OVERFLOW EL =295.6 ORFICE #3 EL =294.6 0=1 /2" I I I ORFICE #2 EL =292.8 0=3 1/4" STRAP OVERFLOW TO CB WALL (TYP) LIFT HANDLE WATERTIGHT CLEANOUT/SHEAR GATE flout 12" SD OUTLET PIPE IE=291.1 RESTRICTOR PLATE APPROPRIATELY SIZED ORFICE CUT IN PLATE. MACHINE DRILLED, SHARP EDGED ORFICE EL=289.5, DIA.=0.6" SDMH #2 WITH RESTRICTOR DETAIL NO SCALE FRAME AND GRATE SEE VA1060 A TYP6' M 1 — #3 BAR HOOP 2-#3 BAR HOOP #3 BAR EACH CORNER #3 BAR EACH SIDE 1 #3 BAR EACH WAY ' r5 CATCH BASIN - TYPE I NO SCALE 1 , • -, -91 viol O1ei ��ai\._ i 1 1 1 1 1 l�L ��CI,��iY,j�i'I,j�OI'•�OI • y . a 1 : ' � 1 1 1 1 PLAN PERIMETER SLAB 3,000 PSI CONCRETE INSIDE RIM INSIDE RIM (BY CONTRACTOR) 2'-4" w SECTION A -A ERFLOW WEIR CREST FILTER CHAMBER OUTLET PIPE STUB INLET — fD =ANOUT OPENING IN ERFLOW WEIR CATCH BASIN STORMFILTER NO SCALE 4" TO INSIDE OF RIM 2'-4" 104- 1' V M. y_ CV cn W �n OVERFLOW WEIR. WITH CLEANOUT FILTER CHAMBER OUTLET SECTION B•-B �2) #4 REINFORCING BARS BY CONTRACTOR) W N r-Z La! O LLB I� O t2 O �— N g N� N U =o{ j ,Lo L2 F— CV Q1 N w 0 Q o N Q c: ■N. a. -V. Z �.. U) O OWE O o W O N W O J w 0 W C7 cC Z M APPROVED FOR RESUB CONSTRUCTION MAY 20 2005 0 BUILDING DEPARTMENT • CO /) CRY OF EDMONDS City Engineer Date 1 U INSTALL CHECK VALVE ON METER INSTALLATIONS FOR NEW BUILDING PROPERTY CONSTRUCTION ONLY. DELETE CHECK VALVE FOR METERS INSTALLED R.O.W. LINE IN CONSTRUCTION WITH REPLACEMENT OF EXISTING WATER MAINS. FINISHED GRADE I I co METER I ��I o INSTALLED BY I CITY I ALL VALVE �- - - - - -\ CHECK VALVE G©I I _ - - � � I co I I -------- I I z II (E-)26 M II Li - C Li - - O. Ot © �o FOR VACANT LOT (FUTURE USE) CURB STOP SHALL BE PLACED AT PROPERTY LINE AND LOCATION MARKED WITH PAINTED 2" X 4" WITH "WATER" STENCILED ON IT. SHALL BE INSTALLED IF EXISTING YOKE HAS (D"NO CURB STOP. DEPTH SHALL BE 18". MATERIAL UST A ALL 3/4" OR 1" SERVICE TO BE TYPE "K" SOFT COPPER TUBING. B BRONZE CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) CEMENT LINED D.I. GRIP OUTLET (FORD OR MUELLER) WATERMAIN WITH © TYTON TYPE JOINT TYPE "K" SOFT COPPER TUBING OR HIGH MOLECULAR POLY PIPE (160 PSI). TRACER WIRE SHALL BE WRAPPED AND TAPED TO POLY PIPE. OA Q BRONZE CURB STOP WITH EIP THREAD. (D 3/4" METER SETTER EQUAL TO A.Y.M. McDONALD AY20212WCDD3 WITH THIN ANGLE BALL VALVE WITH LOCK WINGS, CHECK VALVE, 12" TALL INLET STEEL AND OUTLET HORIZONTAL WITH DUAL PURPOSE CONNECTIONS ® F DOUBLE STRAP SADDLE REQUIRED WHEN TAPPING THIN STEEL G MID -STATES PLASTIC METER BOX ( MS 11 X 18 X 12) WITH MS 11 X 18 0 DUCTILE LID WITH READER. H PAINTED 2 X 4' WITH "WATER" STENCILED ON IT I MIPT X CTS GRIP J BRASS COMPRESSION FITTING K WATER SERVICE TO HOUSE L 14GA. WIRE TRACER (TAPED TO POLY PIPE EVERY 10-) NOTE: PVC PIPE SHALL NOT BE USED FOR WATER SERVICES WATER SERVCE INSTALLATION NO SCALE �-(FOR PLACE 2X4R AT D DL OFD SIDE SEWER STUB AND CUT TO LENGTH TO INSURE 3 FEET EXTENDS ABOVE GRADE. PAINT 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 z STAKE AT OR ABOVE FINISHED GRADE. o CAS11RON LOCKING LID LAMPHOLE COVER (EAST JORDAN IRON WORKS CO.) (MODEL 00366MB) lot ll_rT lliiilll��ililiiilllii�lll�i�l 6" WYE AND 45' BEND 6" LATERAL SEWER LINE SLOPE- / 2% MIN. TO 50% MAX RUBBER JOINT BISCUIT PLUG OR OTHER APPROVED WATERTIGHT PLUG NOTES: 1. WHEN TAPPING INTO EXISTING MAIN AN INSERTA-TEE SHALL BE USED. PLACEMENT OF TEE SHALL DEPEND 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. 6" TEE POSSIBLE SEWER MAIN LOCATION 4 POSSIBLE 22.5' OR 45' SEWER MAIN BEND LOCATION � 1 TYPICAL SEWER LATERAL NO SCALE BLIND FLANGE OR SMAL BLIND FLANGE JND FLANGE CAPPED CROSS L TEE THRUST BLOCK TABLE MIN. BEARING AREA AGAINST UNDISTURBED SOIL SQUARE FEET CROSS CAP MIN. DIST. (IN FEET) b d PIPE SIZE A B C D E 4" 3 1 1 1 1 1 0.5 6" 4 4 2 1 1 1 0.5 8" 7 6 4 2 1 1.3 0.7 10" 11 10 6 3 2 1.6 0.9 12" 16 14 9 5 3 1.9 1.1 16" 29 25 16 1 8 4 2.6 1.4 B ti TEE W/PLUG 11-11C BEND PLUG 4 Q S: 1. BEARING AREA OF CONCRETE THRUST BASED ON 200 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 2,000 POUNDS PER SQUARE FOOT. 2. AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES, PRESSURES, AND SOIL CONDITIONS. 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. 4. BLOCK SHALL BEAR AGAINST FITTINGS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP OR DISMANTLING A JOINT. 5. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERA11ONAL PRESSURE UNDER ALL CONDITIONS OF SERVICE. 6. BLOCKING MAY BE REDUCED WITH USE OF RESTRAINED JOINTS ADJACENT TO FITTINGS. CONCRETE THRUST BLOCKING C-503 NO SCALE RAKE PER FOOT FROM GROUND LEVEL 4" STORZ ADAPTER TRAFFIC SAFETY FEATURE. - BREAK OFF FLANGE, NUTS AND a o BOLTS. a A to I t � `�' ' SIDEWA r 3' x 3' x 3.5" THICK CONCRETE PAD WEDGE VALVE AROUND HYDRANT /-RESTRAINED JOINTS OR 1 TIE RODS -� _"-18"x18"x4" CONC. BLK. UNDISTURBED EARTH 17 /2 CY WASHED 1-1/2" MINUS ROCK WITH FABRIC CLOTH ABOVE THRUST BLOCK ACP ----�--�_�---_ BASE COURSE _ - CAST IRON ADJUSTABLE VALVE BOX TEE WITH FLANGED CONNECTION FOR HYDRANT VALVE FLANGED CONNEC11ON H )'DRANT CONNECTION PIPE TO BE DUCTILE IRON CLASS 52. ANY INTERMEDIATE JOINTS TO BE RESTRAINED NOTES: 1. HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS APPROVED MATERIAL LISTINGS. 2. HYDRANTS SET IN CONCRETE REQUIRES AN EXPANSION STRIP AROUND HYDRANT BARREL IN ADDITION, THE INSTALLATION OF THE HYDRANT ON PRIVATE PROPERTY SHALL EQUAL OR EXCEED STANDARDS SET FORTH FOR THE INSTALLATION OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMONDS. 3. PROVIDE FOR VEHICULAR TRAFFIC PROTECTION. 4. ALL HYDRANTS SHALL BE PROVIDED WITH (2) 2-1/2" HOSE NOZZLES AND (1) 4-1/2" NST PUMPER NOZZLE WITH 4" STORZ QUICK COUPLING ADAPTER. 5. STEAMER PORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE ACCESS. 6. THREE FOOT MINIMUM CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT WHEN PLACING LANDSCAPING OR ROCKERIES (ETC). 7. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW 8. CONSTRUCT 3' X 3' X 3.5" THICK CONCRETE PAD AROUND HYDRANT PIPE. NO SCALE WI RESIDENCE alp CLEANOUT WITH 45' BEND AND CAP ift NOT TO EXCEED 100' BETWEEN CLEANOUTS CLEANOUT (WYE WITH CAP AND LOCKING LAMPHOLE COVER) a N WATER TIGHT CAP ER RISR � U 4' OR 6" SIDE SEWER GENERAL CLEANOUT DETAIL ASPHALT SURFACE 6" RISER�12" PVC SLEEVE PVC CAP TYPICAL CLEANOUT UNDER ASPHALT OR CONCRETE z o: cn a LOCKING LAMPHOLE COVER 12" 0_1 / MIN. 12" PVC _/ I SLEEVE 6" RISER 6" WYE AND 45' AND 1/8 BENDk 6" CITY STUB 4" OR 6" SIDE SEWER CLEAN OUT DETAIL AT PROPERTY LINE LOCKING LAMPHOLE COVER (EAST JORDAN IRON WORKS CO.) (MODEL : 00366t*) toe vov v ovov 000 NOTE: SIDE SEWER JOINTS SHALL BE GASKETED SEWER CLEANOUT DETAILS NO SCALE APPROVED FOR RESUB CONSTRUCTION MAY 20 2005 ORA BUILDING DEPARTMENT /J G*. ��- CITY OF EDMONDS City Engineer Date w ¢N^ > wLN I- N I Wl� d- N O 6-o O i- N m coo, tj <^ O N U a uj z v Q M i. c H w 0 U ��-- C ®C ° cu N `-�-� 0) ■ Q. c: .,[ C) cu ca Q.. Z -cu cn O 0) M OW :!-> O o E LiJ N � W a r . cn J E- uj m J_ i- o in N O a �i 0 W Q z 0 L0 U 10" 2r 5" RIES VARIES 2" CL "B" ASPHALT (COMPACTED DEPTH) (2 LIFTS REQUIRED) 2" CRUSHED SURFACING TOP COURSE (COMPACTED DEPTH) 4" CRUSHED BASE COURSE PARKING LOT PAVEMENT SECTION CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR EXPANSION JOINT DUMMY JOINT_ 4 "• a .or a _ q e- e d •. 4 e n • I-d, p d p•., n. e o • d a 41 0 o a e e- p .p• 4 a 10' O.C. 5' O.0 PLAN 5' TO 7' 2% 4 d •d •p ,•d a a p• • - 4 'd r'A UNDISTURBED EARTH OR COMPACTED NATIVE MATERIAL FULL DEPTH 1/2" EXPANSION UNLESS OTHERWISE SPECIFIED JOINT MATERIAL BY ENGINEER N 0 T E: SECTION 1. CONCRETE SHALL BE CLASS 3- 3000PSI 2. CONCRETE SHALL BE BROOM FINISHED 3. SIDEWALK THICKNESS SHALL BE 5-1 /2". 4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6" THICK. 5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK 6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. CONCRETE SIDEWALK - E2.13 NO SCALE REMOVE AND REPLACE CURB AND GUTTER " .'4 d. 4 . e a .. d°e a e a• d 4 e e e e a" .q e a o• p' a. d 4 .a •,a •a 'a. •• d. .. oe •' a 'o d.. As • ..a e 64 d - d•A .d :. a• .. a a •p .a p e. o e •4' d y •, °4 a ¢ e .. q d da.4 •.ea .. .4'- C •d e. g'R1" e. do a °a. e" ` "_! R1 o ea. e- a' 4 'o 4. • a •'o a :d _ o. a. d _ TYPE 3 I *�Vlv g :4 11 #1 ml a � NO SCALE CURB AT 1:12 / --RAMP AT 1:12 TE/INSION JOINT .MATERIAL (TYPICAL) (TYPCAL) A ///�L_L_. LLLL LL_ LLLLL_ I_L_LL_L_LLI CURB RAMP 1' 2.5' LONG TRACTION GRID TYP. SEE RAMP DETAIL DWG# E2.23 L. L LL LL LL un -L EXISTING �-1 SIDEWALK "Ilk\ -SAW CUT AS REQUIRED TACTILE WARNING STRIP 1' WIDE (TYPICAL) NOTE: 1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING CURB, GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT NEW RAMPS TO MATCH ADJACENT SURFACES. 2. ALL CONCRETE SURFACES SHALL HAVE A BROOM FINISH. 3. CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. ACCESSIBLE RAMP SHALL BE POURED SEPARATELY FROM CURB AND GUTTER. CURB RAMP TYPE 2 (FOR 5' SIDEWALKS) - E2.15 NO SCALE PCC WALKWAY SECTION NO SCALE REMOVE AND REPLACE CURB AND GUTTER CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. ACCESSIBLE RAMP SHALL BE POURED SEPARATELY FROM CURB AND GUTTER. NEW CURB AND GUTTER INSTALL 1 2" JOINT MATE IAL 7 LLLL LLLL 7� LLLL L LLLLt_ LL LLLL `boo LLL LLLL F� LLL's,LLL L L L L'k, L ' L L '?�Ift _ L L t "-TRACTION GRID SEE RAMP DET DWG # E2.24 LLL LLLL- LLLL LL ► SIDE RAMP 1:12 (TYPICAL) � f F H i -f f �f r-f-f F-I EXIST SIDEWALK NOTE: 1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING CURB, GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT NEW RAMPS TO MATCH ADJACENT SURFACES. 2. ALL CONCRETE SURFACES SHALL HAVE A BROOM FINISH. 3. CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. CURB RAMP - TYPE 4 - E2.17 _ILLL :LLL LL LLL _LL .LL o LL Lcn X W SAW CUT AS REQUIRED 1' TACTILE WARNING STRIP (TYPICAL) `r�N,NcIR�° C iNti�-s f2jaWa CUT AS REQUIRED f}"T IN-T�.T� D F SR -► a 4 4 I MY"T>vi~ W SnOT `5 ff'?-bS APPROVED FOR CONSTRUCTION �•2l•a� City Engineer Date RESUB MAY 20 2005 BUILDING DEPARTMENT CITY OF EDMONDS w aN� fn LL') CV co O N m N o W J ns O N U auj�. N z F— V w Q OS 7I U< 4 cu N ,.1 _ CD-- CI!) .c �U Cu n- Z cu ._.. (f)O� 0) o� Iwo E WSW O r S .ram w C=1 W H m N N O n � 0 ui 0 W cn Ln 0 Lo u d- 0 IR z 0 U O J W C� Cn uj W cn _J U Q s-, A N U J Q cn Q Z M O m oW o% o �. �o 0 �zj 1 /2" N O T E: 1. RAMP TEXTURING IS TO BE DONE WITH AN EXPANDING METAL GRATE PLACED N 0 T E: AND REMOVED FROM WET CONCRETE TO LEAVE A DIAMOND PATTERN AS SHOWN. 1. RAMP TEXTURING' IS TO BE DONE WITH THE LONG AXIS OF THE DIAMOND PATTERN AN EXPANDING METAL GRATE PLACED 1-1/4- 1 /4" SHALL BE PERPENDICULAR TO THE CURB. AND REMOVED FROM WET CONCRETE TO GROVES SHALL BE 1 /8" DEEP AND 1 /4" LEAVE A DIAMOND PATTERN AS SHOWN. WIDE. THE LONG AXIS OF THE DIAMOND PATTERN 2. ALL CONCRETE SURFACES SHALL HAVE 1-1 /4" 1 /4" SHALL BE PERPENDICULAR TO THE CURB. GROVES SHALL BE 1 /8" DEEP AND 1 /4" vo A BROOM FINISH. WIDE. 2. ALL CONCRETE SURFACES SHALL HAVE NOMINAL DIMENSIONS A BROOM FINISH. NOMINAL DIMENSIONS TRACTION GRID PATTERN RAMP SHALL BE FLUSH WITH GUTTER LINE CONCRETE CURB AND GUTTER SEE DETAIL E-2.8 (NEW CONSTRUCTION ONLY) 12"-18 5.0' MINIMUM CURB LENGTH VARIES I m ROAD SIDE CURB SHALL BE AT A 1:12 SLOPE THE DISTANCE OF THE RAMP U __dd— 5.5' 1:12 MAX SLOPE ... 4. —„ Q o4 95% COMPACTED SUBGRADE. ADD CRUSHED ROCK BASE AS REQUIRED 1/2" FULL DEPTH EXPANSION JOINT MATERIAL CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. ACCESSIBLE RAMP SHALL BE POURED SEPARATELY FROM CURB AND GUTTER. TRACTION GRID PATTERN CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. ACCESSIBLE RAMP SHALL BE POURED SEPARATELY FROM CURB AND GUTTER. 5.0' 3.5' -10 Imp- (Typ)1' WIDE TACTILE STRIP (TYP) SIDE RAMP 1:12 MAIN RAMP ALL LOCATIONS (TYPICAI 1 ci nor �. ►A eY / (TYPICAL) RAMP DETAIL FOR TYPE 2 RAMPS -E2.23 12"-18" 6" 4' MINIMUM C-505 NO SCALE RAMP SHALL BE FLUSH VARIES WITH GUTTER LINE CONCRETE CURB AND GUTTER OR 16" VERTICAL CURB (TO MATCH 1:12 MAX SLOPE ..�-- ". ° EXISTING CURBING) SHALL EXTEND a a -. 5.5" VARIES PER TO END OF RADIUS. a ° - - a a A EXTRUDED CURB SHALL START °. :a a �� _ _ I H f 1=1 I-1 I 1=) I I- - CODE AT END OF RADIUS . _ _ 1I-1_— _ - - - - - TRANSITION SLOPE SHALL CONCRETE CURB AND GUTTER u'=�"'—� I I —I I I_I I 95% COMPACTED SUBGRADE. ADD CRUSHED RADIUS VARIES BE 1.12 (TYP) SEE DETAIL E-2.8 I ROCK BASE AS REQUIRED _ (NEW CONSTRUCTION ONI_Yj) TYPE 2 CURB RAMP >- TYPE 1 CURB RAMP SECTION A 1 /2" FULL DEPTH EXPANSION JOINT MATERIAL 5' LONG RAMP MIN. 3 5' LONG RAMP MIN. (SEE DETAIL E-2.15) (SEE DETAIL E-2.14) 0 SIDEWALK' 2 RAMP DETAIL FOR TYPE 3 & 4 6 RAMPS - E2.24 A i_ >1 NO SCALE PLACE 1' WIDE TACTILE A 1' BEHIND START OF RAMP / CONCRETE CURB AND GUTTER /FPLACE FULL DEPTH EXPANSION JOINT ETWEEN C/G AND HIGH TRAFFIC LOAD GUTTER, F WING AND C/G ARE NOT POURED AS ONE UNIT CURB/GUTTER AND WING FOR HIGH TRAFFIC LOAD GUTTER MAY BE POURED AS ONE UNIT. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED IF WIDTH OF OPENING EXCEEDS 15'. HIGH TRAFFIC LOAD DRIVEWAY ACCESS - E2.27 NO SCALE APPROVED FOR CONSTRUCTION MAY 20 2005 6.2�•� f' BUiLaNC3 DEPARTMENT CRY OF EDIJ�ONDS City Engineer Date U N •-- � • CL t.! • V Z ..r co O Z C) -0 OWc => C 0 E W O NW r �Lolczr CD U O d .+-_ N O E a. Q d W O to P. Z O U O 7'-O" � OVERALL 6'-6" INSIDE CLEAR 3/4"0 FERRULE LOOP (4) PLACES IN TOP St M 24"O CLEAR ACCESS OPENINGS — — ram— — -- CAULK BOTH SIDES N HOLEUoi - KD8"0 .y`, — IZ f1N N � I � I I I PRECAST Bkr-FLE I j;" THICK I SLOT BOTH SIDES 3 1/2" x 3/4" 1'-8" 3'-5" 1'-11" PLAN VIEW OPTIONAL VENT PIPES INLET ADJUST TO GRADE SECTION AA GREASE INTERCEPTOR DETAIL NO SCALE 1 1 /4"0 ROCKET LIFT INSERT (1) EA. CORNER, (4) CORNERS IN BASE 1'-0"0 x 2'-10" x 1 1 /2" KNOCKOUT (TYPICAL) 24"O LOCKING FRAME & COVER AIR & GAS TIGHT TYPICAL 3/4"0 LIFT INSERT T (2) EA. SIDE, (2) SIDES STRUCTURAL 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-318-99 BUILDING CODE ASTM C-890 "MINIMUM STRUCTURAL DESIGN LOADING FOR MONOLITHIC OR SECTIONAL PRECAST CONCRETE WATER AND WASTEWATER STRUCTURES" 5. LOADS - H-20 TRUCK WHEEL w/30% IMPACT PER AASHTO GENERAL NOTES 1. OUTLET PIPE CAN BE ADJUSTED TO INCREASE OR DECREASE GALLON CAPACITY 2. FILL w/CLEAN WATER PRIOR TO START UP OF SYSTEM 3. CONTRACTOR TO SUPPLY & INSTALL ALL PIPING & SAMPLING TEES 4. GRAY WATER ONLY, BLACK WATER SHALL BE CARRIED BY SEPARATE SIDE SEWER 5. FOR REINFORCEMENT DETAIL SEE DRAWING CK-900 6. FOR BAFFLE DETAIL SEE DRAWING CH-1073, SHEET 2 DESIGN CRITERIA UNIFORM PLUMBING CODE NUMBER OF MEALS WASTE FLOW X RETENTION X X STORAGE _ CAPACITY - PER PEAK HOUR RATE TIME FACTOR IN GALLONS SHIPPING WEIGHT INSERTS COVER = 3,245 lbs. COVER = (4) 3/4"0 FERRULE LOOP BASE SECTION = 7,595 lbs. BASE SECTION _ (4) 1 1/4"0 ROCKET INSERT BAFFLE = 884 lbs. TOTAL WEIGHT = 11,724 lbs. 8"0 HOLE TYPICAL (CONTRACTOR TO CORE DRILL OR KNOCKOUT IN RELD) 1'-0"O x 2'-10" x 1 1/2 KNOCKOUT (TYPICAL UKAFI DETAIL 1 APPROVED 'FOR RESUB CONSTRUCTION MAY 20 2005 BUILDING; DEPARTMENT Zoe • d)'• CITY OF EDMONDS City Engineer Date W ¢N;Z > E'RN � N co .2 N 20 <^ O �Laut G¢C) V MI�I N a5 ^v)I.- w 0 Q t O Q c: 0- z cu cn O =� 02cl) 2: ® O 0 W 0 c� o E � N I.I.! r I w 0 O F-- rwu V W z w cn W�r wCD c N O E Q a T ca N .IN 0 U .c cu CL � 1 Y WALK t CURB # GRATE=295.30 GUTTER 4 IE=290.15(12"RC t` (nP) CURB RAMP, IE=292.6(12"CMP, CONCRETE CURB TYPE C-504 (TYP ALONG 4 SI DEWALK) C-504 �s� PROVIDE SOLID LOCKING LID ON EXISTING CB CB GRATE=297.0 IE=295.04(1 CMP,SW) a a, IE=294, 4' 12"CMP,E) CURB RAMP, TYPE 2 ASPHALT PARKING LOT �� EXISTING PHONE a 1 ENTRANCE 5'-7n b'0 S8I'23�4 ---- _ POLE v v PROPER- LINE \� �•U. x NEW NIGH TRAFFIC LO F= \ DRIVEWAY ACCESS ° I-'aNCAPING z N \ N \ p EXTRUDED LANDSCAPE CURB 2 SETBACK i; �9 so \ `� /o/ goy C-504 �LDII SE TBA K RK NEW LANDSCAPING CB L) GRATE=294.62 IE=290.32(12"RCP,SW) IE=291.22(12"CMP,SE) \ IE=287.20(36"RCP,NW) IE=287.20(36"RCP,SE) CURB RAMP, \ TYPE 2 NEW CURB 4 GUTTER @ DRIVEWAY RADIUS I' WIDE PAINTED STRIPE CURB * GUTTER NIGH TRAFFI LOAD _ DRIVEWAY CCESS -EXTRUDED ISLAND C- CURB (TYP)/ q,p / STORM � / LID Pb 0 CURB F CATCH TYPE 2 BASIN LID EXISTING ° LAND YCAPINf�, .A PiN, `6/. ' °��41vCURB ITN WA TEGRA • .�- � � „ to � � h°`�b ��, • ' . \ CONCRETE �� j>-•--R3'-On �'t0 3X10" \ UDE49 RB SLAB ��' PL ASPHALT ° ' - 10" DRIVEWAYS DUMPSTER ENCLOSURE „ro STORM 5 CURB WA.L LID C-505 v , �-- SSMH RIM=295.40 TEMPORARY B CH MA 'o, `6•y PK NAIL WITH SHER NEW / ,�� ELEVATION=303.8 ' `9y LANDSCAPING EXTRUDED LANDSCAPE CURB 1 1 )ag�recycle collection a a/enclosure PARKING LOT and location approved b. C-504 SECTION LANDSCAP '° yclinq LUMINAIRE s AREA Coordtnator at�4 o .• ;�, o ::• >• — a :y (TYPICAL) ..0 �/ .v •o• ' / ` > • . w\ / i KSFI PREMIUM CUT-OFF �,� ° lo' LANDSCAPED LUMINAIRE W/ R4W O: - ° DISTRIBUTION ON " `oy !� �AREA 20' SQUARE POLE v :. o �o ' `01 •" o e PRECAST i CONCRETE CURB ° ADA � � '•D • . STOPS . SIGN AGE i \ v SEE DET D 9 \ ROOF.. LINE PROPOSED °. �3 PCG PAVEMENT b `81 GREASE C-504 (TYP) IE= 289.70(12"RCP,SE) IE=289.60(10"RCP,W) IE=289.56(10"RCP,E) GRATE=295.45 IE=2 3.55(12"CMP,NW) INTERCEPTOR 1 1 STORY C 506 o� LANDSCAPED �. •. - BIKE RA , • :D �o� s��9�i CONCRETE AREA / / LANDSCAPED \ D ° •• � V� pV V v Y p BUILDING AREA e D NEW PAGLIACGI PIZZA RESTAURANT / o $ 2422 SF �, \ LANDSCAPED / 'yo F.F. - 300.4' n� AREA ` • :o ., boy ��+ . % D ��. •D � � RIO -0 � � FOUND REBAR & CAP MARKED "L-S&A 9891, 0 0.02' SOUTH X 0.10' EAST �A OF CALCULATED POSITION, \ LANDSCAPED.0**VISITED 7-02-03 \` D• AREA :" a . b o / TRANSFORMER PAD / h \ FOUND REBAR & CAP MARKED "L-S&A 9891, 0.03' SOUTH X 0.14' EAST OF CALCULATED POSITION, VISITED 10-28-03 ASPHALT LEGEND .EXTRUDED CURB CURB AND GUTTER �. _ w N„ 7 �uoiN I— v=i to • I cv m N °° W rn Q In J � s O �LL'� 1 � J Z `n � N ^ U) to M N C) .0 p N I - U -+-� N 00 3 k .� ', C W w s, U) • V 0 C/) U � w LLZ .r ICU z �3 o� 5Z < ICU z Z (� -� LL — � a Q�c SOW o w W% Q CD t_Y W cq O LU cif 3 0� b W �� o Lu i.0 fr. 0 NOTES: I. PARKING LOTS ACCESS SYMBOLS t WALK STRIPING PER CITY OF EDMONDS STANDARDS. 2. DIMENSIONS TO FACE OF CURB AND BUILDING FOUNDATION WALL. 3. SIDEWALK, CURB t GUTTER TO BE REMOVED AND REPLACED AS REQUIRED BY THE CITY INSPECTOR. 4. DEVICEATED DOMES1 S REQUIRED ON WARNINGETECTABLE ON ALL RAMPS AND DEVICE INTERSECTIONS (INSTALLATION PER WSDOT DETAIL). N. TRUE PROJEG NORTH NORTH J CL Uj t+. C3 N CD A 40' GD2,103,IuN, �5" WILDING DFPARIMEN.�. /)ITV OF Fps ONDS -w LO cf.) o CV O E n .. . ...... .... ... ... .. . . CB \\ 710* 710 CB GRATE=297.0 ET RIM T MATC \ GRATE 294.62 IE=295.04(1 CMP,SW IE=290. (12"RCP,SW) IE=294.94<12�'CMP,E) UTTER OWLINE 41 710 --_ ` �2 IE=291.2 12"CMP,SE) \ \ 296.76 '� .23 IE=287.20 3611RCP,NW) 297.61 710 \ IE=287.2 ,SE) ASPHALT 649 _ -- --- 0 PARKING LOT \ 056 - ___ - -- SD -- \ x 50 0 SSMH 1 \ ENTRANCE \ �96) 85 ---- \ �9 ADA ROUTE \ R M 295.40 303.01 - ___ ----- \ \ 100 BETWEEN BREAKS, 4 �n ISE/LO ER S81'23'49"E --086 5 43 2% MAX. CROSS IE=289.70(10"RCP,W) 3 5, o NORM GR E A �`� 45.71, x ss 71 SLOPE x 0 0 fE=289.60(10,RCP,W) 07 NECESSARY \, \ \ ss0s IE=289.56(10 RCP,E) MEET NEW F +298 s�so ` \ GRADE / \ ss - � = �y \co MATCH EXISTING M� $65 71 -- ss- GRADE A� XISTING •� G D \ i 1061 -- `� +2g6.g3P Ss \ +2g7.20 / i I ss +2g8.6' ' \ +2q6. `mo0o + \ \ 65 0 ` s t 02 20 / ��F. \ +2g8.7 +2'35.4' \ �� MARK \ y� \ \\ ®\ +2��57' GRATE=295.4�5 +30 ' TEMPORA Y BENCH MA �0\ �j� I \ O ` IE=2 3.55(12 CMP,NW) L PK NAIL H WASHER ` 0 /: , \ ELEVATION= 03.81' \ 297 �1 O +2q5 +2\5 75' ADA ROUTE \ , \ \ +2g7.30 \ 5.g6PC' ° \,+ �� BETWEEN E KS, �3" 2g5.55 _7 5s �O �P�� \ s� +2g7.30' \ �. \ \�� 2% MAX. OS \ 297 09 t \ \ 0`l�P� f51ATCE EXISTIN 90.06 710 \ \ AO +2g7.12PC \ 'y , POI N IN J +297.30' +2g5.77' h2 I +2q7 60' 1 \ RO D(APPROXII`�ATE GRADING AND DRAINAGE LEGEND NEW TOPO LINES (ELEV) - , 3 1 0 -- 2qB UNDERGROUND POWER TELEPHONE POLE POWER POLE -0- CLEANOUT (s WATER METER Ffl to EXISTING WATER LINE 84D.I. CL 52 WATER 1-1/2" DOM WS SANITARY SEWER LINE ss- STORM DRAIN LINE SD ST CATCH BASIN (TYPE 1) a a FIRE HYDRANT 3 GATE VALVE D4 SANITARY SEWER MANHOLE m 24 CATION)g.1118 \ �, 86 \ \� � RISER) (REMOVE + 6.12PC' � g°�° �� +2g5.55' S I 29o.os 6 X6 CONCRETE c \ +2g5.85 \ 9 O ' +2g7.30' /-\ CURB ISLAND 11 5 \,^ 01.l' / I ' °I° ` �\MATCH EX%ST. \ x tot .64 \ \ / +2g7.06PC �' �, +2 .7 \ \ STQRN DATE, \ \ 301.3' I p �� 50 5 2%. 5 \ / \ \ �� LOWER CB TO \ + 7. PC' /\ 11 \ +301.1' /��(REMOVE 4112g7.00' TOP�F ` ALK t 96 0 x211 7 .--� 1 07 �� \ RISER) / 2g7.80'j,, 8 NAT (STING .�' x 0 1 3 \ Ic \ TOP OF I ASHPA T F BADE \s x 21 s �, 21 +� 3 \ +2g7.30 107 O \ 296 4 \ 2 \ TOP OF U + g5.13' "2 +2j 18 x3UbPHAL \ / I "+2q8. 5' F 11t9 2t1 DRIVEWA S \ +2g8.65 x 9� O\ 2907.57 \ \ OF �S ALK/,1 R1 x o 6.77 BA OF S IRS A LT/BW+2g8. + q6q I \ F 8 98 TO OF3 Al g7. ' O ` \ +300.4' 2999.11 �� +OP 0 CU ALL +2q8. q'+2qq. NAT EXISTING \ �p� \ \ \ a ¢P 1os1 0 RAID O 8" DECIDUOI TOP OF\W LKW 396.7 X 39 89 107 300.Oq' +2gg.g5' 640 O,y 1 96.spy �9�_ ROVIDE i O SLOPE T TO XCEED N) 9h rs \ \ I CU 3 O % ,p A� o 0 O x 30 4 \ \ \ \ , o °+300.03' ° IVEORI ERS, 5" 9�0 O� \ \ 211 \ \ +2gg.75 \ OU i ,�1DS 1002 \ q� J \ \ \UP 0 300.00 VIDE } ND R L 96.90 + 2 ' +300.13T ? IDES � \ TOP of o � � ' \ \ A PHALT/TOP F 2�/ +300.11' \ +300.20 \ U B +300.15' 2 q j go& 2� CB RIM = 296.64 1\ IE=289.8(36"CMP,NW, ® IE=289.9(12"RCP,SW) R = 296.64 IE 9.8 36" WEST tE 9.9 36" EAST +300.4' \ l S \ \ +2gq.70' \ +300.12 s>>;',, STOVA DR IN \ +300.3' RIM 6 9\� \ \ \ 7 \ IE 93.9 12. ORT O 1 \\ ` IE 2 .9 36" 5T A� x 510.35 \ �' � \ OcS'• 2 \ +2qq g5' \ \ \\ STORM D AIN VAULT a 1 STORY EN L \ \ FF= 4' \ ' CB RIM = 296.69 \ \ 00OF S \ +2gg.g3 CONCRETE \ IE 293.9 12 RCP NE) , \ \ \\ °- BUILDING \ \+300.f z STA T OF SHALE \ \ +.0 ' \ \ ` +30 .35' \ \ \ \ ONE-STORY +2 q I x 132X16 \ \ \ BRICK BUILDING \\ / SLOPE=4.3 a I \ \ \ FINISH FLOOR \ +300.4' ELEVATION 300. / ,Lqq \\. i \ \ 1093 I END OF SHALE w , \ \ \ \ \ �300.8 1 1� +2gB.26' \ \ +300741 +300.3' b 1\6 �� SWALE v)1166 \ ,/ �' \\ X 310.86 \� 210 3 \ \ \ / �- START OF SHALE 11) 309 80 I +2gq.67' \ / .__•_X 309.78 211 \ \ \ x 317.57 \ ` -� ` `� ` 1167 `�Olg 3� `J O X 210.90 \ \ I 3\ \ `\ 211 \\ x 2--r- ---" --\»OUND REBA%& CAP RKEp L-SkA 9891,tc) o \ ` e ___ 0.14' EAR OF CALCWL2AfED \ \ Lp �m, \ t169 �- ___ �-- -`" POSITION, VIS T D 10 28-03 + fi I u � \ I 30 406 \\ N � d n 7��9� \� 98.01 2� to 97 00.1 O \ ti� FOUND REBAR & CAP \�\ MARKED "L-S&A 9891, �\ 0.02' SOUTH X 0.10' EAST O \ %` OF CALCULATED POSITION, \\ VISITED 7-02-03 CUT/FILL EARTHWORK VOLUMES 317 CU YARDS CUT 120 CU YARDS FILL NET Iq7 CU YARDS CUT* LESS THAN 500 CU YARDS OF GRADING PROPOSED, SEPA REVIEW NOT REQUIRED. N O 1 N � c u O W2 � W � U7 Lu Z Z W < zv V z� Q W Q W� W CL IZ Q Q (D un W as a OZ �w �. r (D LU -Y J. r Ix.: >y- Ir au r �Y �M a a UJ ¢N^ �`'(j,N 1= C '- tn I N too O a--N w o N U oJN z 0 N U) ^cn,- w 0 Q 0Q° N CL CD 'U Q c 0 0- Z cu ._ cn O -' 0 :2 Uj Icu 2-7Q� 0W� � -> 0 W tV -aO W Z J Iv Z TRUE PROJEC (29 NORTH NORTH U) o ' - c%l o CD A ASPHALT 0' 5' 10, 20' 40' \�\�! out'W- f3 'Illll'� JUILDIOG DEPAR1MENP1 CIT" f_11" MM.,0NDS SCALE: 1" = 10'-0" CB GRATE=297.0 \ IE=295.04(1 'CMP,SW) IE=294.94<12� MP,E) `-' \ CO PROVIDE TYPE i WS\ D'9T CB ,EXISTING CATCH PROVIDE SOLID BA N, IE=290.6 ASPHALT LOCKING LID ON _ . PARKING LOT MA C4i ELEVATIO 0 RIM \ ____E�� NSD \ ENTRANCE IM1H GUTTER L INE \ 8 !`" �- -- � 0+40 -- '- 23 49 '- � 5 � E -50 45.71 ' \ `� C ss -% \ ss- -- 0+30 ss 1061 -- \SqB"#2 STORM FILTER 0 ss 2, CARTRIDGES T' \ / _ ss RI'M=296.77 IE-294 OUT (SE) l ss ,�6� 0+20 N \ 3 O o \ c r\�`o' TEMPORARY BENCH MARK \ C-50 ®>� LS PK NAIL WITH WASHER \ > o 0 / ELEVATION=303.81' SDMH #3 TYPE II, 54 O .��Ws 4�q r < CONTROL STRUCTUk RIM=297.94 2 `�' 0+10 \ \ \ 0 IE_291.1 12" OUT (N)� C-50 \ IE=294.6 8" IN (W) \ \ \ IE=291.1 2" IN (SE) IE= .1 36" IN (SW) 0+00 1 DETENTION 3 \ \ G' SLOPE WO 50 STRUCTURE 1 DETENTION PIP \ \ 0.5% (TYP) 1 8 \ CB �- GRATE=294.62 IE=290.32(12"RCP,SW) IE=291.22(12"CMP,SE) \ IE=287.20(36"RCP,NW) IE=287.20(36"RCP,SE) - STORM LINE PROFILE NOTES NE PROFILE \ RI MH '1lI ALL DRAINAGE CONVEYANCE PIPE N-12 ADS. \ 4 RIM=295.40 . FIELD LOCATE WATER AND SANITARY SEWER MAINS PRIOR TO CONNECTION OF IE=289.70(12"RCP,5E) \ ANEW BUILDING SERVICE LINES. C-50 IE=289.60(10"RCP,W) 3: �ROVIDE 1" WATER SERVICE. ss IE=289.56(10"RCP,E) 41 CITY OF EDMONDS WILL INSPECT THE WATER SERVICE LINE FROM THE METER TO _ sSS�' _- \ � THE BUILDING. TING ON�POLE 5 ROVIDE STORZ ADAPTER ON FIRE HYDRANT. SEE DETAIL 5, C-503. \ _ �. A'htD _k-4_c�T-�X To �3E. _1_t�•STI.��I.EL� _ GtT'f--F-Imo'-�mo IA-4-4 - - ---- . CONNECT TO EXISTING OfCH BASIN O\ \IE=294.0 4" IN GR'ATE=295.45 `r0 ' IE=2 3.55(12"CMP,NW) CON�NECT/ EXISTING \ WATER N \ \ ,y DOM TIC'CATER l SHIOFF VALVE PIPE CB #1 �TORNf-FIL7FR� p 6"X6" CONCRETE f1NG 2 CARTRIDGES O \ CURB ISLAND RIM=297. IE=295.2 0 T (W) \ \ 4" DIA. SOLID \ PVC \ SDMH II, 54"� S=1.0% \ \ O RIM 97.86 \ ASPHALT \ =295.1 8""IN (E) DRIVEWAYS \ \ \ IE=291.1 36 IN (SW) SAN�`T RY S R MAN Oy �\ PROPOSED 1" WATER METER \ \ \ \ yo�0 IE=291.1 12" OUT (NW) \ RIM=2 .99 OHO \ \ \ � \ NEW SANITARY E�R \ 'fps 8„ DECIDUOUS ' \ RIM M 300.0E I \ "S RVICE LINE 4 \ 9so IE=291.4 31�" OUT NE) \ C- 03 / IE=295.4 6 N (SE 20 ° \ \ 6' O\ ,p `s�A� ANOUT % O \ \ �� \ SANITARY SEWER 3 \\ S , °, \ \ F 3 CLEA UT O S \ 9l \ 03 (o \61. yo \ CB RIM = 296.64 IE=289.8(36'CMP,NW/S IE=289.9(12 RCP,SW) \ 0 6" FIRE SERVICE LINE\ off, O \ S ® CB R ,� 4 \ \ \ \ 9.8 s �'� °o\ ?ps I E 289.9 36" WE9 GATE VALVE c2 c> O , \ g CONNECT TO EXISTING WATER _`��' MAIN STO DR IN \ C\� VA T 2 \ \ \ FOOTING THRUST BLOCK C-503 2 \ CLEANOUT \\ 4" FOO,G DRAIN, �B RIM = 296.69 sp, 7 " I 293.9 12�� NORT 21 4 \ \ PERF. PVG� IE 9.9NIVRMST A S > V \ \\ \ CONNECT ROOF \ ( ) HYDRANT 019 \ PROPOQSED EASE \ DOWNSPOUT TO NEW \ \\ STORM DR N VAULT \ \ 1 STORY INTERCI 'TOR \ \ 6" STORM UNE, \ CB RIM = 2 0-50 " O THERE IS AN EXISTING 6" CONCRETE \ PPMDEi�20 R D PROVIDE STORM \ \ IE 293.9 (12" C E)6 SS S� CLE UT WITH LOCKING CI LID. IQE SEWER FRO _ CLEANOUT �+ ��' MPH COVER AT PROPERTY o BUILDING 6 S PUNG E BUILDING TO \ 2 S \V EQUIR AT G SE \ GREA§E NEW PAGUACCI PIZZA \ I- II\ERCEPTP�, TER PTOR RESTAURANT \ W ACC�SABLE RO H 7 \ MANHO UD \\ \ 2422 SF FOOTING DRAIN \ S I \ uwI DRAIN F.F. = 300.4' CLEANOUT i INSTALL NEW SANITARY o \\ \ \ / i \ SEWER M� OLE .M WITH Ili( S� ANITARY \ \\ \ \ \\�S6ER VICE LINE �&I144N7.55 o1093 i \ LLI w 1166 X 310.86 \ z '\ \ /� I TRANSFORMER PAD i � 1100 X 309.78 \ \ CD 1102 ` ' 1168 --2-1,0 a \ \ \ \ ` 1167 X 309.1391t- X 2.90 \ �\ FOOTING i \ \ _ `X311.26 - 10FOUND REBA�& CAP RKED I \ Cam \ -21- \ �\ „`L�SkA 9891, 0�6'��' \ ^ 0.14 EAST, OF CALCbL:0ED n- \ _ POSITION, V §tT.ED 10 28-03 \ �117 a \ X 318 03 -� - ____ \ \. / \ \\ \ \fin 1 C W Lo o 04 O n o'- �297 T EXISTING, PROVIDE NEW. 00 1 \ °yA FOUND REBAR & CAP \\ MARKED "L-S&A 9891, O 6� 0.02' SOUTH X 0.10' EAST 'yo OF CALCULATED POSITION, \� \ VISITED 7-02-03 \ \ oy APPROVED FOR CONSTRUCTION ' l City Engineer Date ASPHALT SCALE: 1" = 10'-0" NN-'� w ¢ N - > � Q N O 9 N m Wrn O N U o-� , rN tb (D M N w 0 Q O N - i>>c: CL C.� U) z Q0 � C.)Z .cu cn O 3: 0) O ® � �W O ®� E WNW O W REINFORCING BARS WITH d- C) z O 0 W W i J V / A 0 DETENTION SUMMARY CHART STORM EVENT LIVE STORAGE VOLUME (CF) RELEASE RATE (CFS) REQUIRED DESIGNED AS -BUILT REQUIRED DESIGNED AS -BUILT 2 566 566 0.012 0.012 10 737 737 0.043 0.043 100 820 820 0.10 0.10 I I In I I , nnI,l.tn , in CONTRACTOR'S NOTE: 2 DETENTION PIPE SHALL BE 48" ALUMINUM OR SDMH Z ALUMINIZED STEEL CMP ASPHALT COATING TREATMENT (NO. 1 OR BETTER) RECOMMENDED FOR CORROSION. (OR EQUAL) # OR EQUAL SHALL MEAN ADS-N12 IF PRE SIZES ARE AVAILABLE ** FOOTING DRAINS SHALL BE DIRECTED TO THE OUTFALL SIDE OF THE CONTROL STRUCTURE (TIGHTLINE ONLY). DETENTION STRUCTURE NO SCALE 300 298 296 294 292 290 300 298 296 294 292 290 0+00 0+10 0+20 0+30 0+40 0+45.3 STORM PROFILE NOT TO SCALE 1 #2 IS A 31CTOR OLE Qout 1 NO . ALL STEEL PARTS AND SURFACES MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT #1 OR BETTER). COMPLETE CORROSION PROTECTION MUST BE ASSURED. OFFSET FRAME GRATE SO THAT RESTRICTOR/POLLUTION DEVICE IS ROUND MANHOLE COVER VISIBLE AT EDGE OF OPENING AND PLAN MARKED "DRAIN" WITH DIRECTLY OVER THE LADDER LOCKING BOLTS RIM EL = 297.60 446" MIN. SEPARATION 12" RISER OPEN ® TOP ° OVERFLOW EL =295 6 _ - C] ORFICE #3 EL =294.6 0=1/2" 0 ORIFICE #2 EL =292.8 0=3 1 /4" — STRAP OVERFLOW TO CB WALL (IYP) LIFT HANDLE Qln —" _ _ WATERTIGHT CLEANOUT/SHEAR GATE — —*— Qout 36" INLET PIPE aid, a ;' 12" SD OUTLET PIPE IE=291.1 N IE=291.1 — z POLYPROPYLENE SAFETY e RESTRICTOR PLATE APPROPRIATELY STEPS AND LADDER N SIZED ORFICE CUT IN PLATE. MACHINE DRILLED, SHARP EDGED ORFICE EL=289.5, DIA.=0.6" SECTION SDMH #3 WITH RESTRICTOR DETAL C-50 No SCALE FRAME AND GRATE SEE f 1 - #3 BAR HOOP 2-#3 BAR HOOP 13 BAR EACH CORNER 13 BAR EACH SIDE #3 BAR EACH WAY ol CATCH BASIN'- TYPE I NO SCALE MINIMUM 6" OVERLAP FOR STORMWATER PERIMETER SLAB (BY CARTRIDGE 8" OUTLET PIPE CONTRACTOR) STUB (STD) _ B 1 STORMFILTER BY STOW GEMENT INC PORTLAND OREGON 800/548-4667. G a •e • ATER MANA , 2. CATCH BASIN MUST [SET LEVEL A 3. EXTERNAL PIPING KOUPLINGS TO BE PROVIDED BY OTHERS. 4. FLEXIBLE COUPLING TBE USED AT INLET & OUTLET. FERNCO OR ENGINEER APPROVED. 5. PERIMETER SLAB TO EPROVIDED BY CONTRACTOR. 6. STORMFILTER REQUIRE�EGULAR MAINTENANCE REFER TO OPERATION AND MAINTENANCE MANUAL FOR DETAILS. 7. CATCH BASIN STORMFILa STRUCTURAL SPECIFICATIONS: LOAD RATING 20,000 LB. CONSTRUCTION 1 /4" STEEL PLATE COATING CORROSION RESISTANT, ALL SURFACES UNIT WEIGHT: 850 LB. 4 ° e.. ' INLET GRATE: DUCTILE IRON a LIFTING EYE (TYP) B INLET PIPE STUB PERIMETER SLAB: REQUIRED SOLID LID (OPTIONAL) INLET GRATE PERIMETER SLAB 3,000 PSI CONCRETE (BY CONTRACTOR) " S��1m tt :eta%a%•:��yr �, rit�tti,�tttti� ,tttttttt�� \�lI pjttltjttl,�ttttr\ 1• ILL �tttt�it�,ttit�tti�i ttei .%.s%t%%sus%s%•ts:� � INSIDE RIM INSIDE RIM —\ 2'-4" 2'-4" Ali©lir SECTION A —A ERFLOW WEIR CREST FILTER CHAMBER OUTLET PIPE STUB INLET — D) EANOUT OPENING IN ERFLOW WEIR CATCH BASIN STORMFILTER NO SCALE (2) #4 REINFORCING BARS 4" SIDE OF RI (BY CONTRACTOR) -77-- 2'-4" O o A° ° r1 1' cv J � ,^ cV w OVERFLOW WEIR WITH CLEANOUT FILTER CHAMBER OUTLET SECTION B—B _. - II N�Lo CV 1 co J C� z w w z a 5 z w ry w p t j tl� W ry �c o coW 0 fl- LL m w 4Nr, tLo N O t2N m �coo, �30 O �+ U L� 0 N z n L N m V� w 0 Q U >- i NIN Q � U 'v) Q CL O Z /V r� cn O o2cl) 2:Q-0 cu 0 W c t� E w o N -r3 W (� � Q C) W Q Lo A REVISION AUG 3 0 2005 WILDING DEPARTMENT CITY OF EDAVONDS rn o 19* :►= N O c N T �M INSTALL CHECK VALVE ON METER INSTALLATIONS FOR NEW BUILDING PROPERTY CONSTRUCTION ONLY. DELETE CHECK VALVE FOR METERS INSTALLED R.O.W. LINE. IN CONSTRUCTION WITH REPLACEMENT OF EXISTING WATER MAINS. FINISHED GRADE j� oo METER o INSTALLED BY f I CITY I i I `° I6ALL _VALVE - _ _ _ _ �I CHECK VALVE w © ( Z I I ------- O M I I M o (DLi Li Q FOR VACANT LOT (FUTURE USE) CURB STOP SHALL BE PLACED AT PROPERTY LINE AND LOCATION MARKED WITH PAINTED 2" X 4" WITH "WATER" STENCILED ON IT. SHALL BE INSTALLED IF EXISTING YOKE HAS NO CURB STOP. DEPTH SHALL BE 18". MATERIAL LIST ALL 3/4" OR 1" SERVICE TO BE TYPE "K" SOFT COPPER TUBING. B BRONZE CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) WAT CEMENTAIN LINED D.I. TH GRIP OUTLET (FORD OR MUELLER) TYTON TYPE JOINT OINT © TYPE "K" SOFT COPPER TUBING OR HIGH MOLECULAR POLY PIPE (160 PSI). TRACER WIRE SHALL BE WRAPPED AND TAPED TO POLY PIPE. D BRONZE CURB STOP WITH EIP THREAD. E 3/4" METER SETTER EQUAL TO A.Y.M. McDONALD AY20212WCDD3 WITH THIN ANGLE BALL VALVE WITH LOCK WINGS, CHECK VALVE, 12" TALL INLET S�FI" AND OUTLET: HORIZONTAL WITH DUAL PURPOSE CONNECTIONS © F DOUBLE STRAP SADDLE REQUIRED WHEN TAPPING THIN STEEL G MID -STATES PLASTIC METER BOX ( MS 11 X 18 X 12) WITH MS 11 X 18 DUCTILE LID WITH READER H PAINTED 2 X 4" WITH "WATER" STENCILED ON IT I MIPT X CTS GRIP J BRASS COMPRESSION FITTING K WATER SERVICE TO HOUSE L 14GA. WIRE TRACER (TAPED TO POLY PIPE EVERY 10') NOTE: PVC PIPE SHALL NOT BE USED FOR WATER SERVICES WATER SERVCE INSTALLATION NO SCALE lk d- d- O Z O O W W J U C7 BLIND FLANGE BLIND FLANGE OR SMALLER SIZE PIPII CA I LIND FLANGE CARPED CROSS L TEE THRUST BLOCK TABLE MIN. BEARING AREA AGAINST UNDISTURBED SOIL SQUARE FEET CROSS C 1A~ B CAP d MIN. DIST. (IN FEET) b d PIPE SIZE A B C D I E 4" 3 1 1 1 1 1 0.5 6" 4 4 2 1 1 1 0.5 8" 7 6 4 2 1 1.3 0.7 10" 11 10 6 3 2 1.6 0.9 I 12" 16 14 9 5 3 1.9 1.1 16" 29 25 16 1 8 1 4 2.6 1.4 11 PLUG 4 TEE W/PLUG 90' BEND d 11-1/4' BEND NOTES: 1. BEARING ARFA OF CONCRFTF THRUST IlASFD ON 200 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 2,000 POUNDS PER SQUARE FOOT. 2. AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES, PRESSURES, AND SOIL CONDITIONS. 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. 4. BLOCK SHALL BEAR AGAINST FITTINGS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP OR DISMANTLING A JOINT. 5. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE. TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATIONAL PRESSURE UNDER ALL CONDITIONS OF SERVICE. 6. BLOCKING MAY BE REDUCED WITH USE OF RESTRAINED JOINTS ADJACENT TO FITTINGS. CONCRETE THRUST BLOCKING NO SCALE LO 0 u) �l CV 00 z b w w z � V z V w w moo. 0 w V) ry Lu Uz Qw Az LLJw b rL m Q H�. 0 w ¢ N I N D an t2N VA w U - t0 Z M � N w 0 0 >— 0 cu rJ<C"— N 1 V �.- Z cn O, : 0 W 0 W 0E 'N ;., cn �.J W C� F_ ce) CD L I REVISION AUG 3 0 2005 WILDING DEPAMMEtdT' CITY OF EDMONDS Cn p "cr N O 1/2" I I vo NOMINAL DIMENSIONS TRACTION GRID PATTERN NOTE: I. RAMP TEXTURING IS TO BE DONE WITH AN EXPANDING METAL GRATE PLACED AND REMOVED FROM WET CONCRETE TO LEAVE A DIAMOND PATTERN AS SHOWN. THE LONG AXIS OF THE DIAMOND PATTERN SHALL BE PERPENDICULAR TO THE CURB. GROVES SHALL BE 1/5" DEEP AND 1/4" WIDE. 2. ALL CONCRETE SURFACES SHALL HAVE A BROOM FINISH. 5.0' MINIMUM CURB LENGTH RAHP SHALL BE FLUSH VARIES ROAD SIDE CURB SHALL BE AT A 1:12 SLOP WITH GUTTER LINE THE DISTANCE OF THE RAMP U 1:12 MAX 5LOPE 4 oa a — — _ I —III= — — 1I CONCRETE CURB AND GUTTER -I) �q5% COMPACTED SUBGRADE. ADD CRUSHED SEE DETAIL E-2.8 ROCK BASE AS REQUIRED (NEW CONSTRUCTION ONLY) 1/2" FULL DEPTH EXPANSION JOINT MATERIAL NO SCALE RADIUS VARIE! TYPE 2 CURB RAMP 5' LONG RAMP MIN. (SEE DETAIL E-2.1ko SIDEWALK I Zri 0 J 0 1.0 0 Z 0 0 tLd at J A w Qo N � M W r a. r r c, o% N -q- �O � N N E SPECTION REQUIRED ON FORM WORK PRIOR TO POUR. URB AND G TTER. BE POURED SEPARATELY DETAIL FOR TYPE, 2 RAMPS -E2.23 CONCRETE CURB AND GUTTER OR 16" VERTICAL CURB (TO MATCH EXISTING CURBING) SHALL EXTEND VARIES PE.R TO END OF RADIUS.. EXTRUDED. CURB SHALL START CODE AT END OF RADIUS TRANSITION SLOPE SHALL BE 1:12 (TYP) Q TYPE I CURB RAMP 51 LONG MIN. (SEE D TAILME-2.14) w PLACE 11 WIDE TACTILE AE I' BEHIND START OF RAMP / CONCRETE CURB AND GUTTER /EEF3ETWEEN LACE FULL DEPTH EXPANSION JOINT C/G AND HIGH TRAFFIC LOAD GUTTER F WING AND C/G ARE NOT POURED AS ONE UNVr CURB/GUTTER AND WING FOR HIGH TRAFFIC LOAD GUTTER MAY BE POURED AS ONE UNIT. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED IF WIDTH OF OPENING EXCEEDS 15' . HIGH TRAFFIC LOAD DRIVEWAY ACCESS - E2.27 NO SCALE 0 /4" NOMINAL DIMENSIONS TRACTION GRID PATTERN NOTE: I. RAMP TEXTURING IS TO BE DONE WITH AN EXPANDING METAL GRATE PLACED AND REMOVED FROM NET CONCRETE TO LEAVE A DIAMOND PATTERN AS SHOWN. THE LONG AXIS OF THE DIAMOND PATTERN SHALL BE PERPENDICULAR TO THE CURB. GROVES SHALL BE 1/8" DEEP AND 1/4" WIDE. 2. ALL CONCRETE SURFACES SHALL HAVE A BROOM FINISH. CITY INSPECTION REQUIRED ON FORM WORK PRIOR. TO POUR. ACCESSIBLE RAMP SHALL BE POURED •:jEPARATELY FROM CURB AND GUTTER. 5.0' 5.5' TYP I' WIDE TACTILE STRIP (TYP) SIDE RAMP 1:12 MAIN RAMP �ALL LOCATIONS (TYPICAL) -7 �I nPF 1:12 MAX_/ I (TYPICAL) 12"-18" 6" 4' MINIMUM RAMP SHALL BE FLUSH----,"","" op- —7 VARIES WITH GUTTER LINE 1:12 MAX SLOPE .4 CONCRETE ci ii AND GUTTER - - =11 95% COMPACTED SUBGRADE. ADD CRUSHED SEE DETAIL E-2.8 ROCK BASE AS REQUIRED (NEW CONSTRUCTION ONLY) SECTION 1/2" FULL DEPTH EXPANSION JOINT MATERIAL 2 RAMP DETAIL FOR TYPE 3 & 4 & 6 RAMPS E2.24 C-505 NO SCAM NOT S: 1. RAILINGS TO BE FABRICATED FROM A" DIAMETER STEEL PIPE. 2. WELD & GRIND ALL JOINTS SMOOTH. 3. PAINT FLAT BLACK. 4. ANGLE OF RAIL TO MATCH ANGLE OF STAIRS. 5. LOCATE RAIL ON BOTH SIDES OF STAIR. 27" 5 TREADS 0 15" = 75" EXTENSION #4 EPDXY COATED NOSING REINF (TYP) 1s" 2" (TYP RAD) ® r 1/2" RAD. SLOPE 1�4" a N M 1/2" M a� EXP JT FIN �o ,/%�� i,• 3 CL GRADE C14COMPACTED I I SUBGRADE I I POST IMBED (TYP) t--4" 4" STAIRS AND RAILINGS 1\ PROVIDE WEEP HOLE, 10' O.C. --� 12" HEIGHT OF WALL WILL VARY, SEE GRADING PLAN FOR WALL HEIGHTS SO Mix N 2" CL. "B" ASPHALT (COMPACTED DEPTH) (2 LIFTS REQUIRED) 6" toXP JT 2" CRUSHED SURFACING TOP, COURSE (COMPACTED DEPTH) FIN a. GRADE 4" CRUSHED BASE COURSE #4 LONGIT 1'-0" OC (TYP) BOTH WAYS 5 CURB WALL -Sn5 1:1 6" 1/2' EXP JT #4@16"OC VERT BAR BAR 0 I LO N I LO o L_U �4 CV QL z W z W W � U z Q z w Q L L OL r2 Q w Q w v7 N w w 0% OG ca o� c. u Y '-L a (2) #4 @ TOP -CONT. 1/2' RADIUS EDGE �-- 4" PORTLAND CEMENT CONCRETE ACCESSIBLE �— 4" CRUSHED BASE COURSE w ¢ N > �l1iN �rz4q: M o m N°O <^ '01 v z O J tt ) W N cn (U' p w N w 0 Q v� 0 N c V +� < C) U CL Z cu cn O d cu 0 0 0- O W � ::5;O o � E W N z3 Q W I W Ill LLJ V J LO C) LO 1 C OR �IJOrj BUILDING DEPARIMEM'Y CITY OF F..PP�t^.�MM' SMEMMM 1. Al private side saw oonstruction requires a pernit and the paymat of a figs The panit appiication will require the complete legal description, address, aid the do errs a of the propertyt0 be saved. 2 Al oor st uc ion in the public Rght-of-Way rrust be done by a liamsed saw ocrrtractia•. 3. Al hale plurMng outlets nut be ocnnectied to the Sanitary sewer. 4. No dwwrhspat or storm drainage may be oornected to the sanitary saw. S. Ntaterial: Pipe - Gaslet joined PVC- SDR 35 or ASTM D-3034 - Gam joinbed Ductile Iron (lass 50 Fittings - Gaskted PVC ASTM D-3034 - Ductile Iron ND AWNA CL93 * All fittings "JST be gaslebed 6. Ninin m slope: 4-irr-h damEta pipe- 2%(1/4 inch fall per hoot) &inch daieber pipe -1%minimum grade Nbdmum slope: All pipe S0% 7. Pipes shall be laid in straight line between bards. Mahe all dhange in line or grade with less than or equal to 45 degrees. 8. Inamses in pipe size shall be made by manufactured fittings. 9. Pipe shall be bedded from undisturbed trench wail bo uhdstr rbed trench wail on each side of the pipe and from 2 inches below to 2 inches abme the pope with pea gravel or dean free draining sand. 10. The side sewv°r shall be inspected by District staff prior to baddiling. The side sewer shall be plugged and filled with water prior bo cling for testing and pressure k4edl in the presence of the District Ingectior. Lekige rate shall rot eveed 0.31 gal/har for 4 nd h pipe and 0.47 galftm for 64nch pipe, per 100 feet of pipe 11. Saw lines shall have a Distft appro ed deanat at every other 45 degrees of ber4 at least every 100 fed or at every increase in pipe size 1z A 6-inch side sewu>r will be allaAW to serve a m®dmm of far (4) single4bMly residenca. 13. A 4-irrh side sewer will be allowed to serve only one (1) single'family residence: 14. Parallel water ad sevuer lines shall be separated by 10 fleet haizortally wheler ff possible V&ber and seiner lines shall havea vertical separation of 18 inches if a audng is nece ary. 15. tbght-of-Way resboratdon sl�dl equal or eneed the original oorrition 16. Trench b MII under paved area shall be 5/8-inch minus aus hed sufadng top m rse; ftil belch depths a npacted in 12-indth lifts. OLYMPIC VIEW' WATER & SEWER DISTRICT REVISIONS STANDARD-=- ✓ETA..-L_--- - Side Sewer Specif .cations DATE 10/23/02 scALE nts Doc �. S-1 ALIGN VALVE BOX EARS ALONG VALVE AXIS BLUE,DOUBLE—SIDED RAYOUTE MARKER VALVE BOX, CAST IRON SLIDE EXTENSION PLACE OFF CENTER OF ROAD TOWARDS HYD. 3 a CLOW MEDAWON, M & H 929, o MUELLER CENTURION, AVK OR EQUAL F. 5 1/4" . MVO, BREAK -AWAY FLANGE, 4" STORz ADAPTER, 2 COATS SHERWIN WILLIAMS o DPM ACRYLIC GLOSS COATING J L w SAFETY ORANGE 0 I O En 0 a 3'x3'x6" CONCRETE PAD 4" MIN. 1' MAX. o' 10 MIL. PLASTIC BETWEE ''' 3 HYDRANT, BLOCKING AND ''�'`'"`' ''" OVER WASHED ROCK 1/4 C.Y. 1-1/2- WASHED ROCK g { 0 10 MIL PLASTIC LO CONCRETE BLOCKING, — o c� POUR IN PLACE. \ ;' MAINTAIN CLEARANCE o FOR DRAIN PORT. '`' ...•:,,- ;.a z ex4"x8"BRICK UNDISTURBED EARTH, TYPICAL 6" FLANGED TEE w MEGA -LUGS OR 3/4" SHACKLE RODS o CO 2 COATS TAR OR CONCRETE BLOCKING PER SCHEDULE � ASPHALT PAINT AS 10 MIL PLASTIC BET. BLOCK & TEE w v=i 6" D.I. PIPE, CLASS 52, CEMENT LINED, 3'-0" MIN. LENGTH REQUIRED 4"x4"x8"BRICK 6" AWWA C515 RESILIENT SEAT GATE VALVE NON RISING STEM, "0" RING SEALS, FL x MJ r 3 FIRE HYDRANT ASSEMBLY DETAIL i a "o OLYMPIC VIEW WATER & SEWER DISTRICT oyMPC �F�y MW REVISIONS STANDARD DETAIL g o q - FIRE HYDRANT ASSEMBLY DETAIL � F - ti �� SE ERO\� DATE scALE Dwo Na. N i W 02/25/03 NTS W-3 00- W z BUILDING BUILDING W ao a z _ CLEANOUT CLEANOUT WITH 45' '^ BEND AND CAP I w GENERAL CLEANOUT!�� in CLEANOUT (WYE W/ CAP & LAMPHOLE COVER) NOT TO EXCEED 100' I BETWEEN CLEANOUTS 12" Maximum r / LAMPHOLE COVER 12" Maximum o TO EXISTING W z GRADETCH a � M n anvil Dept WATER GHT CAP =12�'PEVC 12' UnderRISER 4" OR 6" Landscaping SIDE SEWER 6" RISER 18' Under- s" WYE AND Driveways 45' BEND GENERAL CLEANOUT DETAIL 6" DISTRICT STUB 4"OR6" SIDE SEWER 12" Maximum CLEANOUT DETAIL AT ASPHALT SURFACE PROPERTY LINE & BUILDING ionnnulmw LAMPHOLE COVER (OLYMPIC FOUNDRY CO 6" RISER 12",PVC SLEEVE MODEL 5931 OR EQUAL) PVC CAP NOTE: SIDE SEWER JOINTS SHALL BE TYPICAL CLEANOUT GASKETED UNDER ASPHALT SEWER CLEANOUT DETAILS NTS OLYMPIC4",VIEW WATER & SEWER DIS-i•RICT REVISIONS STANDARD DETAIL: Sewer Cleanou t Detail DAiS LE SCADWQ 1,11. 10/23/02 nts S-•2 RESILIENT SEAT TAPPING GATE VALVE (FLxMJ) ELEVATION WET —TAP CONNECTION 10 MIL PLASTIC TAPPING TEE ROMAC MODEL FTS 420 FUSION EPDXY COATED OR ROMAC SST 10 MIL PLASTIC THRUST BLOCKING PER SCHEDULE. 10 MIL PLASTIC BETWEEN TEE AND BLOCKING. UNDISTURBED SOIL, TYPICAL OLYMPIC VIEW WATER & SEWER DISTRICT REVISIONS STANDARD DETAIL WET —TAP CONNECTION ��10/23/02 scALE NTS UWG �� W-7 r (FOR FUTURE DEVELOPEMENT) PLACE 2X4 AT END OF SIDE SEWER STUB AND CUT TO LENGTFjO INSURE 3 FEET EXTENDS ABOVE GRADE. PAINT TOP 18 INCHEI VHITE. IN 3 INCH HIGH LETTERS STENCIL THE NUMBER OF EVEN FEET FAM GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE�O BE DOUBLE WRAPPED AROUND PIPE AND 2X4 STAKE AT OR ABOVE FISHED GRADE. Z J LOCKING LAMPHOLE COVER TO BE PLACED AT FINISHED I� GRADE (SEE STD SEWER I w CLEANOUT DETAIL) 0_ O I6" WYE AND 45' BEND I 6" LATERAL SEWER LINE 6" TEE SLOPE- 2% MIN. TO 50% MAX POSSIBLE Lj SEWER MAI LOCATION RUBBER . JOINT BISCUIT PLUG OR OTHER APPROVED WATERTIGHT PLUG 6" TEE 22.5' OR _��' 45' BEND POSSIBLE N 0 T E: SEWER MAIN WHEN TAPPING INTO EXISTING MAIN LOCATION A SADDLE AND TAP SHALL BE USED. y PLACEMENT OF TEE SHALL DEPEND ON DEPTH OF SEWER MAIN. AS A MINIMUM, THE TEE SHALL BE PLACED AT A 45 DEGREE ANGLE. TYPICAL SIDE SEWER NTS OLYMPIC VIEW .WATER & SEWER DISTRICT -r REVISIONS; ` - ;.:�� STANDARD DETAIL dTYPICAL SIDE SEWL=r !.1DATE SCALE D" No. :.. n,,:10/23/02 nts S-3 1 i Y phi r` 'y L i n-�_._.—. W I I i N —I N � N m �rn g Q3� O N U �Uj'4- N to Z ;2 N (� W 0 'S 0 N t� aC CD +N M Z 3: .1_. cn O 0) Cn Q - 0WC a 0 E i WNW oW 1 i 1 J F— W ilk V_ W F-- W W Q F— W C) CL J O Ln O Lin CV 00 vi z w O U (f 0 w z Q w Q U O ry W n 9 a aW_-% wi 3 0 2005 UriD1f C)r_ ED�N S �I N O r I CL i &Z-1 lo, I sot') k�,UILDING DEPAKRAEN7 C7Y OF EDMONDS NO 'AR I VO m